DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

GEORGE OTIS SMITH, DIRECTOR

WATER-SUPPLY PAPER 247

SURFACE WATER SUPPLY OF THE 

UNITED STATES

1907-8

PART VII. LOWER MISSISSIPPI BASH

PREPAEEI) UNDER THE DIRECTION OF M. 0. LEIGHTON

BY

W. B. FREEMAN, W. A. LAMB 

AND R. H. BOLSTER

WASHINGTON

GOVERNMENT PRINTING OFFICE 

1910

CONTENTS.

Page.

Introduction................................................................ 5

Authority for investigations............................................. 5

Scope of investigations................................................ 6

Purposes of the work.................................................. 7

Publications.......................................................... 8

Definition of terms..................................................... 11

Convenient equivalents................................................ 12

Explanation of tables. ................................................ 13

Field methods of measuring stream flow................................. 14

Office methods of computing and studying discharge and run-off. ......... 19

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

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

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

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

Arkansas Eiver drainage basin............................................. 29

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

Flood in the Arkansas Valley, Colo., October, 1908..................... 33

Arkansas River proper. ............................................... 40

Arkansas River at Canon City, Colo................................ 40

Arkansas River at Pueblo, Colo..................................... 43

Arkansas River at La Junta, Colo................................... 47

Arkansas River at Holly, Colo...................................... 48

Grape Creek and De Wesse-Dye ditch near Canon City, Colo............. 49

Huerfano River near Undercliffe, Colo.................................. 51

Cucharas River at Walsenburg, Colo.................................... 52

Purgatory River drainage basin......................................... 54

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

Purgatory River at Trinidad, Colo.................................. 55

Purgatory River near Alfalfa, Colo.................................. 58

Cimarron River drainage basin......................................... 60

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

Cimarron River near Garrett, Okla.......................... ....... 61

Canadian River drainage basin.......................................... 63

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

Canadian River at Calvin, Okla.................................... 64

Cimarron River at Ute Park, N. Mex................................ 66

Cimarron River at Springer, N. Mex................................ 69

Rayado River near Springer, N. Mex............................... 70

Mora River and La Cueva Canal at La Cueva, N. Mex............... 72

Sapello River at Los Alamos, N. Mex............................... 79

North Fork of Canadian River near Elreno, Okla..................... 83

3
CONTENTS.

Page.

85

85

86

88

92

96

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

Description. . .........................................................

Turkey Creek near Olustee, Okla. ......................................

North Fork of Red River near Granite, Okla............ ................

North Fork of Red River near Headrick, Okla. ..........................

Elm Fork of Red River near Mangum, Okla. ...........................

Elk Creek near Hobart, Okla. .......................................... 100

Otter Creek near Mountain Park, Okla. .................................. 103

Washita River at Anadarko, Okla. ...................................... 105

Yazoo River drainage basin. ................................................ 108

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

Tallahatchie River at Batesville, Miss. ................................. 109

Tallahatchie River at Phillip, Miss. .................................... Ill

Yazoo River at Greenwood, Miss. ...................................... 112

Cold water River at Savage, Miss. . ....................................... 113

Yalobusha River at Grenada, Miss. ...................................... 114

Sunflower River near Ruleville, Miss. .................................. 116

Sunflower River at Baird, Miss. ........................................ 116

Miscellaneous measurements in lower Mississippi River drainage basin. ........ 118

Index. ................................................................... 119

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....................................................... 1G

II. Price penta-recording current meters............................. 18

FIGURE 1. Graphic method of determining daily discharge of streams with

changeable beds............................................... 24

2. Map of Arkansas Valley, Colorado, showing rainfall and gaging

stations....................................................... 33
SURFACE WATER SUPPLY OF THE LOWER MISSISSIPPI 

RIVER BASH, 1907-8.

By W. B. FREEMAN, W. A. LAMB, and R. H. BOLSTER.

INTRODUCTION.

AUTHORITY TOR INVESTIGATIONS.

This volume contains results of flow measurements made on certain streazns 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

5
6 SUEFACE WATER SUPPLY, 1907-8. 

SCOPE OF INVESTIGATIONS.

These investigations are not complete nor do they include all the 

river systems or parts thereof that might purposefully be studied. 

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

the appropriations available. The field covered and the character 

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

under the controlling conditions. It would undoubtedly be of more 

scientific importance and ultimately of more practical value if the 

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

basins. Such a course is impossible because general appropriations 

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

part demands it 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". 7

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 con-
8 SUKPACE WATER SUPPLY, 1907-8.

ditions. When this land is drained it becomes exceedingly productive and its value increases many fold. Such reclamation would 

add to the national assets at least $700,000,000. The study of runoff is the first consideration in connection with drainage projects. 

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

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

called upon to convey that overflow conditions are created in places 

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

purpose of drainage improvement.

Flood prevention. The damage from floods in the United States 

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

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

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

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

consideration of flood prevention must be based on a thorough 

knowledge of stream flow, both in the contributing areas which 

furnish the water and along the great lowland rivers.

PUBLICATIONS.

The data on stream flow collected by the United States Geological 

Survey since its inception have appeared in the annual reports, 

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

evolution and to changes in governmental requirements, the character 

of the work and the territory covered by these different publications 

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

III

IV

V

No.

241

242

243

244

245

Title.

North Atlantic coast.

South Atlantic coast and eastern 

Gulf of Mexico.

Ohio River basin.

St. Lawrence River basin.

Upper Mississippi River and Hudson 

Bay basins.

Part.

VI

VII 

VIII

IX

X

XI 

XII

No.

246

247 

248

249

250

251 

252

Title.

Missouri River basin.

Lower Mississippi River basin. 

Western Gulf of Mexico.

Colorado River basin.

Great Basin.

California. 

North Pacific coast.
I3STTEODUCTION".

The following table gives the character of data regarding stream 

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

United States Geological Survey exclusive of all special papers. 

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

the data are available.

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

[Ann.=Annual Report; B.=Bulletin; W. S.=Water-Supply Paper.1

Report. Character of data. Year.

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

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

1890. 

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

1891. 

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

1892. 

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

1893. 

B. 131.................. Descriptions, measurements, gage heights, and ratings.......... 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, arid 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)................ 1898.

W. S. 35 to 39.......... Descrip'tions, measurements, gage heights,'and ratings......... 1899.

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

W. S. 47 to 52.......... Descrip'tions, measurements, gage heights, and ratings......... 1900.

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

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

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

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

W. 8.97 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.
10 SUEFACE WATER SUPPLY, 1907-8.

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

Atlantic coast and eastern 

Gull of Mexico: 

New England rivers. . . . . 

Hudson River to Delaware River, inclusive. . 

Susquehanna River to 

Y ork River, inclusive . . 

James River to Yadkin

Santee River to Pearl

Hudson Bay ................

Mississippi River:

Upper Mississippi River.

Lower Mississippi River. 

Western Gulf of Mexico. .....

Pacific coast and Great Basin:

South Pacific coast to 

Klamath River, inclu1899."

35 

35 

35 

(35), 36

36

36

36

/OA\ 07

37 

37

(37) , 38

38, (39)

(38), 39

38

1900.6

47 

47, (48) 

48

48

49

48, (49)

49

50 

50

50

51

1901.

65,75 

05,75 

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

1902.

82 

82 

82

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

1 128, 

\ (130) 

I 130,

\ (131) 

f(128), 

\ 131 

132

( 133,

\ (134) 

/ 133,

1 (134) 

134

135

1905.

165 

166 

167 

167

168

170

171

169

} '»

I 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,

\£i'>) 

213

| 214

1907-8.

241 

241 

241 

242

242

244

245

243

245 

246

\ 247 

248

249,

(251) 

250,

(251) 

251

252

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

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

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

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

No.

35

36

37

38

39

48

49

50

65..

82..

83

97

98

99

1W

130

131

134.

169

177.

205

213.

251.

River basin.

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

Lower Mississippi. . ...............

Tributaries included.

Green, Gunnison, Grand above junction with flunnison.

Loup and Platte near Columbus, Nebr. All tributaries below

junction with Platte. 

Yazoo.

Lake Ontario, tributaries to St. Lawrence River proper.

Do.

Data at Hardyville repeated; at Yuma, Salton Sea.

) All stations in Colorado and Great Basin drainages lying in
INTRODUCTION. 11

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

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

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

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

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

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

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

being given before taking up the next one below.

The exceptions to this rule occur in the records for Mississippi 

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

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

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

forth over the lake surface.

DEFINITION OF TERMS.

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

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

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

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

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

defined as follows:

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

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

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

given in the following table of equivalents.

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

and city water supply.

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

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

It is commonly used by miners and irrigators throughout the West 

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

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

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

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

regards time and area.

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

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

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

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

in inches.

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

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

used in connection with storage for irrigation work.
12 SURFACE WATER SUPPLY, 190*7-8. 

CONVENIENT EQUIVALENTS.

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

computations:

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

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

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

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

minute; equals 646,272 gallons for one day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

1 acre-foot equals 325,850 gallons.

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

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

1 foot equals 0.3048 meter.

1 mile equals 1.60935 kilometers.

1 mile equals 5,280 feet.

1 acre equals 0.4047 hectare.

1 acre equals 43,560 square feet.

1 acre equals 209 feet square, nearly.

1 square mile equals 2.59 square kilometers.

1 cubic foot equals 0.0283 cubic meter.

1 cubic foot equals 7.48 gallons.

1 cubic foot of water weighs 62.5 pounds.

1 cubic meter per minute equals 0.5886 second-foot.

1 horsepower equals 550 foot-pounds per second.

1 horsepower equals 76.0 kilogram-meters per second.

1 horsepower equals 746 watts.

1 horsepower equals 1 second-foot falling 8.80 feet.

1J horsepower equal about 1 kilowatt.

m , , . 4. i, Sec.-ft.Xfall in feet To calculate water power quickly: TT =net horsepower on water

wheel realizing 80 per cent of theoretical power.
INTRODUCTION. 13 

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.

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
14 SURFACE WATEE SUPPLY, 1907-8.

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 11, are based.

FIELD METHODS OF MEASUKING STEEAM 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 i/Rs. This has 

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

determining the values of the coefficient n which appears therein. 

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

approximate, owing to the difficulty in obtaining accurate data and 

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

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

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

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

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

Weir method. Relatively few stations are maintained at weirs or 

dams by the United States Geological Survey. Standard types of 

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

accurate coefficients have been experimentally obtained give very 

accurate records of discharge if properly maintained. At practically 

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

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

of water power. The flow is often complicated and the records are
INTRODUCTION. 15

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

backwater at high stages, uncertainty regarding coefficient, crest 

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

old turbines with imperfect ratings, and many others depending on 

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

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

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

experience of the United States Geological Survey, however, that 

records at current-meter gaging stations under unobstructed channel 

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

the conditions are reasonably favorable are practically as good as 

those obtained at sharp-crested weirs.

The determination of discharge over the different types of weirs 

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

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

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

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

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

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

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

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

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

Velocity method. Streams in general present throughout their 

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

location of the measuring section with respect to these physical 

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

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

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

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

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

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

In determining the daily flow different office methods are necessary 

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

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

the same.

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

a Water-Supply Paper 200 is a revision of No. 150, the edition of which is exhausted.
16 SURFACE WATER SUPPLY, 1907-8.

requisite of any current-meter gaging station when maintained for 

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

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

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

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

will within reasonable limits yield better results for a given outlay 

of money than semipermanent or shifting sections with smooth, 

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

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

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

discharge.

A gaging station consists essentially of a gage for determining 

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

apparatus from which discharge measurements are made, usually a 

bridge or cable.

The two factors required to determine the discharge of a stream 

past a section perpendicular to the mean direction of the current 

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

to that section.

In making a measurement with a current meter a number of 

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

plane of the measuring section at which observations of depth and 

velocity are taken. (See PI. I, IB.) 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 at the 

time of measurement.

The measuring points divide the total cross section into elementary 

strips at each end of which observations of depth and velocity 

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

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

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

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

discharge of the stream. (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
U. S. GEOLOGICAL SURVEY

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. 17

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 

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

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

27586 IRR 247 10 2
1.8 SURFACE WATER SUPPLY, 1907-8.

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 PI. I.) 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 

coefficient for reducing the velocity obtained at 0.6 depth to mean 

velocity is practically unity. The variation of the coefficient from
U. S. GEOLOGICAL SURVEY

PRICE PENTA-RECORDING CURRENT METERS.

INTRODUCTION. 19

+

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

0.8 method and the general results are not as satisfactory.

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

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

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

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

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

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

method is especially adapted for flood measurements, or when the 

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

position for the other methods.

The vertical integration method consists in moving the meter at a 

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

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

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

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

as a check 011 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 

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

are computed.
20 SURFACE WATER SUPPLY, 1907-8.

Rating curves are drawn and studied with special reference to 

the class of channel conditions which they represent. (See p. 15.) 

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 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 

measurements before and after each flood the stations of this class
INTRODUCTION. 21

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

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

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

recorded during the flood. Hence the only uncertain period occurs 

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

actual change in conditions of flow. For illustrative examples of 

stations of this type see Water-Supply Paper 246.

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

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

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

nor is it necessary for the uses to which discharge data are applied. The critical points 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 vhich may be called a standard 

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

high stage, a relatively constant condition of flow occurs at medium 

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

smooth curve which is practically parallel to the standard curve with 

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

at stations with semipermanent and shifting channels. It is not 

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

requirements of estimates made at low and medium stages after a 

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

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

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

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

examples illustrate this law:

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

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

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

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

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

be analogous to a uniform fill or cut 'n a river channel which either
22 SUBFACE WATER SUPPLY, 1907-8.

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

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

exist.

(6) 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. The following 

graphic method, devised by R. H. Bolster, for determining the daily 

discharge of streams of this class is now used by the engineers of the 

United States Geological Survey almost exclusively, owing to the 

rapidity with which the computations can be made, the clearness with
INTRODUCTION. 23

which changes in conditions of flow can be followed, and the accuracy ** 

of the results obtained.

The discharge measurements for the entire year are first plotted 

with discharges as abscissas and gage heights as ordinates. The points 

so plotted are considered chronologically and, even though scattered, 

will usually locate one or more fairly well-defined curves, called 

standard curves. (See fig. 1.) In general the number and position 

of these standard curves is determined by the radical changes in the 

stream bed due to floods.

When stream beds change very rapidly it is necessary to change 

the position of the rating curve daily, making a new curve for each 

day. This daily curve is of the same form as the standard curve and 

is parallel to it with respect to ordinates. The rating curve for a day 

when a measurement is made passes through such plotted measurement, the discharge for that day being read off from the scale of discharge in second-feet, at the point of intersection of the curve and the 

mean gage height for the day. In order to locate the rating curve 

for other days, lines are drawn connecting consecutive measurements. 

These lines are called correction curves and should have the same 

curvature as that portion of the standard curve which lies vertically 

above or below them. These lines are divided into as many equal 

parts as there are days intervening between the measurements, on 

the assumption that the change in conditions of flow between any 

two consecutive measurements is uniform from day to day. The daily 

rating curve will then pass through these points of division, and the 

discharge is read directly from these curves at their point of intersection with the observed daily gage heights.

To facilitate the use of the method and obviate the use of daily 

rating curves, and to make it as rapid in application as the common 

method for permanent stations, the standard curve or curves, together with a vertical line of reference, should be transferred from 

the original station sheet to tracing cloth, which can be readily shifted 

vertically to any desired position by always keeping the two vertical 

reference lines in coincidence. Thus the daily rating curve, which is 

merely the standard curve transferred, can be placed in any desired 

position.

Another way of simplifying the work of applying this method is to 

use dividers. Always keep one point of the dividers coincident with 

the standard curve and always keep both points on the same vertical 

line of discharge. By spreading the points, the point which is not 

coincident with the standard curve can be made to trace any daily 

rating curve desired.

In applying and modifying this method, judgment must be used 

for long-time intervals of no measurements or for radical changes in
4.00

1000 2000 

3000 4000 

DISCHARGE TN SECOND-FEET 

FIGURE 1. Graphic method of determining daily discharge of streams with 
INTRODUCTION. 25

the stream bed caused by sudden floods. The following tables and 

figure 1 illustrate the Bolster or graphic method of obtaining daily 

discharge:

List of measurements to illustrate graphic method of determining daily discharge.

No. Date.

July 2. ......................

Gage 

height.

Feet. 

2.55

.55

1.4

1.2

1.5

Discharge.

Sec.-ft. 

3.700

500

1,200

600

500

No. Date.

July 18......................

July 20. .....................

July 22... ...................

July 31. .....................

Gage 

height.

Ftet. 

3.8

2.2

.4

Q

Discharge.

Sec.-ft. 

6,460

2, 330

200

150

Daily gage heights and discharges to illustrate graphic methodof determining daily discharge.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

June.

Gage 

height.

Feet. 

3.0 

2.5 

2.0 

1.5 

1.0

.4 

.6 

.6

.7 

.8

1.0 

1.5 

1.4 

1.4 

1.3

Discharge.

Sec.-ft. 

4,870 

3,580 

2,490 

1,610 

930

390 

510 

490 

550 

620

800 

1,400 

1,240 

1,200 

1,020

July.

Gage 

height.

Feet. 

1.5 

1.5 

1.5 

1.6 

1.6

1.8 

1.7 

1.7 

1.9 

2.0

2.2 

2.6 

3.0 

3.6 

3.7

Discharge.

Sec.-ft. 

530 

500 

570 

730 

780

1,050 

970 

1,020 

1,320 

1,510

1,890 

2,720 

3,700 

5,440 

5,850

Day.

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

IS...............

19

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

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

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

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

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

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

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

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

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

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

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

June.

Gage 

height.

Feet. 

1.1 

1.0 

1.0 

1.1 

1.2

1.2 

1.3 

1.5 

1.8 

1.7

1.6 

1.6 

1.6 

1.6 

1.6

Discharge.

Sec.-ft. 

760 

620 

580 

640 

690

650 

090 

850 

1,170 

990

830 

780 

740 

700 

660

July.

Gage 

height.

Feet. 

3.5 

3.2 

3.7 

4.0 

3.0

1.8 

.8 

.3 

.3 

.4

.4 

.6 

.7 

.8 

.9 

1.0

Discharge

Ser.-ft. 

5,370 

4,610 

6,150 

7,080 

4,160

1,640 

480 

120 

100 

110

90 

130 

150 

170 

180 

200

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

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

rule have been generally used. All" computations are carefully 

checked.

After the computations have been completed they are entered in 

tables and carefully studied and intercompared to eliminate or 

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

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

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

notes accompanying such estimates follow the monthly discharge 

tables.

For most of the northern stations estimates have been made of 

the monthly discharge during frozen periods. These are based on 

measurements under ice conditions wherever available, daily records 

of temperature and precipitation obtained from the United States
26 SURFACE WATER SUPPLY, 1907-8.

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 

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 ta 

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 genera 

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.
INTRODUCTION. 27

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 base 

able reliability of the observ

this column, A indicates 1 lat 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.

us

In general the policy is f 

the base data which are col 

engineers. This is done t 

express purpose of giving b 

ing the computed results an 

seem best to him. Althou 

computed monthly discharj 

including the current year 

mind that the additional d 

year nearly always throw 

published, and hence allow r 

results of earlier years. I 

who makes serious use of t 

all ratings and make such 

necessary. The work of co 

ing data for different drain 

more is carried on by the 

the funds of such work are f

The values in the table o 

give only a general idea of 1 

is not expected that they 

estimates. This is particul 

figures, which in the very 

data are liable to large 

increased considerably for 

spillways, and the minimui 

of, say, seven days and not

The rating table, provic 

primarily to allow him to 

and rearrange the daily dis 

other method.

COOPERATIO:

Assistance has been rend 

The state engineer of C 

gage observers at most of tl 

in Colorado, and has very

on the accuracy of the rating, the probsr. and knowledge of local conditions. In

3 OP THE DATA.

llowed of making available for the public

icted in the field each year by the Survey

comply with the law, but also for the

any engineer the opportunity of examind of changing and adjusting them as may

li it is believed that the rating tables and

s are as good as the base data up to and

vill warrant, it should always be borne in

ta collected at each station from year to

tiew light on data already collected and

or^ or less improvement in the computed

is therefore expected that the engineer

he data given in these papers will verify

djustments in earlier years as may seem

npiling, studying, revising, and republishage basins for five or ten year periods or

Jnited States Geological Survey so far as

vailable.

monthly discharge are so arranged as to 

le conditions of flow at the station, and it 

will be used for other than preliminary 

irly true of the maximum and minimum 

nature of the method of collecting these 

rrors. The maximum value should be 

nany stations in considering designs for 

a value should be considered for a group 

or one day.

d the engineer accepts it, is published 

3ply it directly to the daily gage heights 

harges in order of magnitude or by some

AND ACKNOWLEDGMENTS.

;red by the following persons: 

.orado, Mr. T. W. Jaycox, has paid the 

stations in the Arkansas River drainage 

materially assisted the work in other ways.
28 SURFACE WATEB SUPPLY, 1907-8.

The territorial engineer of New Mexico, Mr. Vernon L. Sullivan, 

has cooperated since July, 1907, in maintaining the gaging stations 

in the Canadian River basin in New Mexico, bearing at least half the 

expense of carrying on this work, and giving it his special interest.

The United States Reclamation Service has paid the expense of 

maintaining most of the stations in the Red River drainage in 

Oklahoma and that of some of the stations in the Canadian River 

drainage in New Mexico.

The American Beet Sugar Company paid the expense of maintaining the station on the Arkansas at Alfalfa, Colo.

The Wet Mountain Valley Irrigation Company paid practically 

all the expense of maintaining the gaging station on Grape Creek, 

near Canon City, during 1907 and 1908.

Thanks are also due to the United States Weather Bureau and the 

United States Forest Service for records furnished; to the Denver 

and Rio Grande, the Colorado and Southern, and the Atchison, 

Topeka and Santa Fe railways, for transportation in Colorado in 

1907; to Prof. George J. Lyon for many discharge measurements 

taken along Arkansas River in 1907 and 1908; to Mr. C. A. Morse, 

chief engineer of the Santa Fe Railway for valuable flood data; to 

Mr. W. M. Wiley, president of the Amity Canal Company, for flood 

information and for the interest he has shown in this work; and to all 

other parties and companies who have furnished data.

Special acknowledgment is also due to the Tallahatchie Drainage 

Commission for bearing the expense of gage observers in the Yazoo 

River drainage basin.

DIVISION OF WORK.

The field data in the Arkansas River drainage in Colorado were 

collected under the direction of W. B. Freeman, district engineer, 

assisted by J. B. Stewart, C, L. Chatfield, and G. J. Lyon. This 

work was in charge of R. I. Meeker, district hydrographer until 

May 1, 1907.

The field data for the Canadian River drainage were collected 

under the direction of W. B. Freeman, district engineer, assisted by 

J. B. Stewart and R. L. Cooper. Since July 1, 1907, the New Mexico 

work has been under the more immediate direction of- V. L. Sullivan, territorial engineer, assisted by C. D. Miller. W. A. Lamb, 

district hydrographer, was in charge of the work in this basin until 

July 1, 1907.

The field data for the Red River drainage were collected under the 

direction of W. B. Freeman, district engineer, assisted by R. L. 

Cooper. This work was under the direction of W. A. Lamb, district 

hydrographer, until July 1, 1907.
AKKANSAS KIVEE DKAINAGE BASIN. 29

The field data for the Yazoo River drainage were collected under 

the direction of M. R. Hall, district engineer, assisted by Warren E. 

Hall and W. A. Lamb.

The ratings were made by W. B. Freeman, M. R. Hall, and R. H. 

Bolster. The computations and the preparation of the completed 

data for publication were made under the direction of R. H. Bolster, 

assistant engineer, assisted by G. C. Stevens, R. C. Rice, H. D. 

Padgett, J. G. Mathers, and M. I. Walters. The manuscript was 

edited by Mrs. B. D. Wood.

ARKANSAS RIVER DRAINAGE BASIN.

DESCRIPTION.

The western rim of the Arkansas basin is formed by three of the 

highest mountain ranges of Colorado the Saguache, Sangre de 

Cristo, and Culebra, each having summits more than 14,000 feet in 

altitude. The melting of the almost perpetual snow that mantles 

the high peaks near the north end of this rim furnishes water for 

three small creeks, the East, Lake, and Tennessee forks, which unite 

near Leadville to form the Arkansas.

From the junction of the forks the river flows a little east of south 

for about 75 miles, then turns to the east and cuts through a canyon 

whose perpendicular walls attain elevations of more than 2,000 feet 

above the water's edge, emerging finally into the plains region near 

Canon City. From Canon City to the Colorado-Kansas state line its 

general course is eastward for about 200 miles. Entering Kansas 

the river runs for 140 miles by general course a little south of east; it 

then makes a bold curve to the north, forming what is known as the 

Great Bend, below which it flows southeastward across Oklahoma 

to its junction with the Mississippi in northeastern Arkansas. The 

entire length of the stream from source to mouth is about 1,500 miles 

and its drainage basin includes about 177,500 square miles.

In its upper course the Arkansas is fed by numerous small streams, 

generally short, which lie wholly in or have their sources in the 

mountains. Those that head in the mountains and flow out onto the 

prairies are used more or less for irrigation. The most important of 

these tributaries are Greenhorn, Huerfano, Apishapa, and Purgatory rivers. The plains tributaries include Black Squirrel, Horse, 

Two Butte and Big Sandy creeks, Salt Fork, Cimarron, Verdigris, 

Grand, and Canadian rivers, and scores of smaller streams. The 

largest of these tributaries is Canadian River.

Above Pueblo, Colo., the drainage basin is generally mountainous, 

but toward the south the elevation decreases and the country is 

well marked by stream channels that trend in a general northeasterly
30 SURFACE WATER SUPPLY, 1907-8.

direction. The streams on the north flow generally southward when 

they emerge from the mountains.

At the base of the mountains are the foothills, irregular and seared 

by canyons, and marked by disconnected mesas and buttes of different but moderate altitudes'; beyond are great level plains, extending 

far to the east and constituting a portion of what was formerly 

known as the Great American Desert. East of the foothills and 

north of the river the topography is that typical of the Great Plains 

region, but to the south the surface of the plains is generally more 

accented. That part of the drainage basin that extends from the 

mountains to the Colorado-Kansas line embraces an area of about 

25,000 square miles. Beyond this is the flat semiarid section of 

western Kansas, and then the more humid country in eastern Kansas, 

Oklahoma, and Arkansas.

The rocks exposed in the mountainous area present great variety, 

ranging from metamorphic granites of Pikes Peak and the Royal 

Gorge of the Arkansas, to the glacial drift in the upper valley of the 

Arkansas from Salida to Leadville, and the upper Grape Creek 

Range. Next to the granites the eraptives are most common, and 

sedimentary rocks are found over wide areas.

In the plains region the principal rock exposures seen along the 

heavily eroded stream channels are shales, sandstone, and lime rock 

in alternating layers. The soil cover, which is necessarily rather 

meager in the mountainous section, varies in the plains region from 

the upland sands and gravels of the mesas to the sandy loams and 

adobe clays of the river valleys. The adobe soils are very friable and 

dry, and melt away rapidly under the action of water. Many of the 

dry intermittent channels, usually termed arroyos, are narrow and 

have high perpendicular walls, and are cut deeper by each succeeding flood. The vegetation is scanty, consisting of native grasses, 

sage brush, chico, and cactus pads. The ranges have been very 

closely pastured, making conditions conducive to an excessive flood 

run-off.

Above Canon City the fall of the river is about 40 feet to the mile. 

The elevation at Canon City is 5,300 feet; at the Colorado-Kansas 

state line, 220 miles below, the elevation is 3,350 feet, making the 

average fall about 9 feet per mile. At the mouth the river has an 

elevation slightly exceeding 100 feet above sea level.

The drainage basin of Arkansas River contains about 1,000 square 

miles of merchantable timber land and considerably more than that 

amount of woodland; the rest, except for the considerable area under 

cultivation, may be classed as barren and sage brush land.

The principal source of the water which the river bears to the plains 

is the precipitation along the crest of the high ranges. This is 

mainly in the form of snow, and amounts to 20 or 30 inches each
ARKANSAS RIVER DRAINAGE BASIN. 31

year. From the foothills to Arkansas City the precipitation ranges 

from 12 to 35 inches, being 25 to 35 inches in the last 100 miles below 

Hutchinson. The natural storage in the basin is limited to a few 

mountain lakes of glacial origin.

The streams of this drainage area are subject to floods of two 

kinds the annual spring floods caused by the melting of the snows 

in the headwater regions and floods caused by the violent storms, 

locally known as cloudbursts, in the foothills and plains regions. 

Occasionally, too, the river runs dry, and many of the tributaries 

are intermittent in character.

As altitudes within this >asin range from 14,000 feet almost down 

to sea level, the climatic conditions vary greatly. In the mountainous sections the winters ar

rivers have a thick ice co

decreases the winters becon

At the present time aboi

irrigation on Arkansas Hi

rer for several months. As the altitude 

e milder.

t one-half million acres of land are under 

er and its tributaries in Colorado, but

beyond the Colorado line on ly a very few thousand acres are irrigated.

The Garden City project o 

will eventually provide for 

the Arkansas Valley in wes 

underflow.

Numerous reservoirs now 

with direct diversions for ir

reservoirs are in the systen 

on the north side of the ri 

reservoirs of this system a 

combined capacity of aim

Arkansas, will provide for 

These reservoirs are neces

excellent reservoir sites. 

1908, illustrates the possi

severe, the snowfall is heavy, and the

f the United States Reclamation Service 

the irrigation of probably 15,000 acres in 

tern Kansas, principally by pumping the

in operation along the Arkansas, together 

rigation, provide for the use of the greater 

part of the flow of the Arkansas River in Colorado. The largest

of the Great Plains Reservoir Company,

er in the eastern part of the State. The

supplied by feeder canals, and have a

ost 200,000 acre-feet. Other reservoirs

now contemplated or under construction, on the tributaries of the

the irrigation of a large additional area, 

sitated bv the intermittent character of

the streams upon which they are situated. The basin contains many

The flood on the Arkansas in October, 

ility for additional storage in some of

them. (For report on this flood, see page 33.)

On account of the use oi water for irrigation in the open country, 

power development is necsssarily confined to the upper reaches of 

the Arkansas and its tri ^utaries. It seems probable that, with 

proper storage, about 100,000 horsepower can be developed. Somewhat over 5,000 horsepower is now being used.

The years of greatest average flow on the upper Arkansas since the 

beginning of measurements seem to have been 1891 and 1899. The 

flow in 1905 was also very ligh and that in 1906 and 1907 was nearly 

as great. The year of lowest flow is 1902, while 1908 is second.
32 SURFACE WATER SUPPLY, 1907-8.

Following is a list of gaging stations maintained in this basin, 

together with length of record:

Arkansas River near Granite, Colo., 1895, 1897-1899, 1901.

Arkansas River near Salida, Colo., 1895-1903.

Arkansas River at Canon City, Colo., 1888-1908.

Arkansas River near Rock Canyon, Colo., 1889.

Arkansas River above Pueblo, Colo., 1885-9.

Arkansas River at Pueblo, Colo., 1894-1908.

Arkansas River near Nepesta, Colo., 1897-1903.

Arkansas River near Manzanola, Colo., 1898.

Arkansas River near Rocky Ford, Colo., 1897-1903.

Arkansas River at La Junta, Colo., 1889, 1894, 1895, 1901, 1903, 1908.

Arkansas River near Las Animas, Colo., 1898.

Arkansas River near Prowers, Colo., 1900, 1901, 1903.

Arkansas River near Amity canal head sat^s, Colo., 1898, 1899.

Arkansas River near Granada, Colo., 1898-1901, 1903.

Arkansas River near Barton (Byron), Colo., 1901, 1902.

Arkansas River.at Holly, Colo., 1907-8.

Arkansas River near Syracuse, Kans., 1903-6.

Arkansas River near Coolidge, Kans., 1903.

Arkansas River near Dodge, Kans., 1902-6.

Arkansas River near Hutchinson, Kans., 1895-1905.

Arkansas River near Arkansas City, Kans., 1902-6.

Arkansas River, East Fork, near Leadville, Colo., 1890, 1903.

Arkansas River, Tennessee Fork, near Leadville, Colo., 1890, 1903.

Arkansas River, Lake Fork, near Arkansas Junction, Colo., 1903.

Arkansas River, Lake Fork, near Leadville, Colo., 1890.

Lake Creek near Twin Lakes, Colo., 1899-1900.

Clear Creek near Granite, Colo., 1890.

Cottonwood Creek, Middle Fork, near Buena Vista, Colo., 1890.

Cotton wood Creek, South Fork, near Buena Vista, Colo., 1890.

Grape Creek near Canon City, Colo., 1907-8.

Huerfano River near Undercliffe, Colo., 1908.

Oxford Farmer's Canal near Nepesta, Colo., 1902-3.

Cucharas River at Walsenburg, Colo., 1907-8.

Purgatory River at Trinidad, Colo., 1896-9, 1905-8.

Purgatory River near Canyon Entrance (Alfalfa), Colo., 1905-7.

Purgatory River near J. J. Ranch, Colo., 1898.

Purgatory River near Las Animas, Colo., 1889.

Colorado-Kansas canal near Prowers, Colo., 1903.

Keese ditch near Prowers, Colo., 1903.

Walnut River near Arkansas City, Kans., 1902-3.

Arkansas River (Salt Fork) near Alva* Okla., 1902-5.

Arkansas River (Salt Fork) near Tonkawa, Okla., 1903-5.

Medicine River near Kiowa, Kans., 1895-6.

Verdigris River near Independence, Kans., 1904.

Verdigris River near Liberty, Kans., 1895-1903.

Verdigris River near Catoosa, Okla., 1903-5.

Fall River near Fall River, Kans., 1904-5.

Neosho River near Neosho Rapids, Kans., 1904.

Neosho River near lola, Kans., 1895-1903.

Neosho River near Humboldt, Kans., 1904.

Neosho River or Grand River near Fort Gibson, Okla., 1899, 1903-5.
AEKANSAS RIVER DRAINAGE BASIN. 33

FLOOD a IN THE ARKANSAS VALLEY, COLORADO, OCTOBER, 1908.

CAUSE OF FLOOD.

The flood here described was caused by very heavy rains on the 

night of Sunday, October 18, 1908. The territory most affected by 

these rains in the Arkansas drainage area, comprising something like 

5,000 square miles, reached to Lamar on the east, to the MissouriPacific tracks on the north, to a line extending from La Junta to the 

Cedars on Purgatory Kiver on the west, and to a line running from 

the Cedars on the south. (See fig. 2.)

OGaging station 

FIGTJKE 2. Map of Arkansas Valley, Colorado, showing rainfall and gaging stations.

Conditions in the lower Arkansas Valley are described by Mr. W. 

M. Wiley, president of the Amity Land Company and a resident of 

Holly:

A drizzling rain fell at I [oily all day Sunday, with wind from the 

east. During the night the wind changed suddenly and began to

a Report by|W. B. Freeman, district engineer. 

27586 IRR 247 10 3
34 SURFACE WATER SUPPLY, 1907-8.

blow from the south, an unusual direction in that section during a 

storm. Flashes and streaks of lightning illuminating the sky indicated 

a great storm somewhere in the locality, though it was not raining 

heavily at Holly. The next morning Arkansas River at Holly was 

in flood, though it had shown no signs of a rise 6 o'clock the night 

before.

Rain gages at various points on the canals of the Amity system, 

which extends for many miles along the north side of the river in 

eastern Colorado, recorded precipitations unprecedented in that 

section. Practically all of this rainfall is believed to have taken place 

during about eight hours on Sunday night. At the Reservoirs (Great 

Plains), 40 miles northwest of Holly, the record was 6J inches; at 

Smith head gate, near Prowers, 6 inches; at May Valley, a few miles 

north of Lamar, it was 6.34 inches.

The records of the United States Weather Bureau show that on 

October 19 there was 3.87 inches of rainfall at Lamar and 1.42 at 

Las Animas. At Eads, about 10 miles north of the Reservoirs, on the 

same day it was 5.95 inches, and at Limon, at the extreme northern 

end of the drainage basin, it was 1.41 inches. No other figures of 

excessive rainfall are obtainable, though it appears that farther east 

and north the heaviest rainfall occurred on October 18. For instance, 

at Rocky Ford on that date 1.76 inches fell; at Colorado Springs, 

1.24 inches; at Pueblo, 0.46 inch. The rainfall at Holly on Sunday 

night was about 0.70 inch, which was practically all that fell there 

during October. On Big Sandy Creek, about 10 miles above its 

mouth, the precipitation recorded at the company's gage on Sunday 

night was 4.25 inches.

The following table, compiled from records of the Weather Bureau 

from October 17 to 21, 1908, shows the amount of precipitation in the 

Arkansas drainage basin:

Precipitation in the Arkansas drainage basin, October 17 to 21, 1908, as shown by records

of the Weather Bureau.

Place.

Holly............-..---....----.....--...............

Oct. 17.

0

0

T.

0

0

0

T.

0

0

0

T.

0

0

0

Oct. 18.

(«)

0.22

1.24

0

.90

.22

.70

0

.64

.62

.46

1.76

.57

.37

Oct. 10.

1.40

4.53

.07

5.95

1.36

.60

T.

3.87

1.42

1.41

T.

0

T.

1.33

Oct. 20.

0

0

0

0

0

0

0

0

0

0

0

0

.04

0

Oct. 21.

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Precipitation included in record for following day.
AEKANSAS IlIVER DEAINAGE BASIN. 35

The flood appears to have had two distinct parts. The first, which 

was caused by the run-off from the excessive rain on the north side of 

the drainage area in the vicinity of the reservoirs, was accentuated 

on Monday evening, October 19, by the flood waters from the lower 

tributaries of the Arkansas on the south side. The second flood was 

caused by the flood waters from Purgatory River, Rule Creek, Caddoa 

Creek, Mud Creek, and other! streams on the south side, the waters of 

which had to travel a considerable distance.

FLOOD.

The first flood reached a 

before midnight on Monday, 

United States Geological Su 

height of 9.80 feet.

Throughout the territory

tation was left. All of thes 

such unusual intensity, wer 

centage of run-off. It is be

maximum at Holly, Colo., some time 

October 19. On Monday afternoon the 

rvey gage at that point recorded a gage

affected the ground was very hard and

dry; moreover, it had been ranged so closely that practically no vegei conditions, combined with a rainfall of 

3 conducive to an extremely large perieved that of the 6 inches of rainfall at

places on the north side, as much as two-thirds, or even more, appeared 

immediately in the streams. It is stated that on the north side the 

water flowed away in a perfect sheet, overspreading the whole country 

and running into the river clhiefly below the Amity dam at Prowers, 

causing a very rapid rise.

Probably most of this floojl water would have flowed away by midnight on Monday, but Two Butte Creek, which enters on the south 

just above Holly, reached its: maximum late on Monday evening, and 

the waters of this stream and the smaller tributaries of the Arkansas 

above combined with the waters from the north side to produce a 

maximum flow at Holly about midnight on Monday. From that

time until Tuesday the riv

Big Sandy Creek appears

fell slowly, the gage at Holly being

about 0.50 foot below the maximum at 8.30 on Tuesday morning.

o have been on the extreme eastern edge

of the flood belt. It is estimated that the maximum flow of this 

creek did not exceed 5,000 or 6,000 second-feet. Wild Horse Creek, 

which comes into the river from the north side just at Holly, showed 

very little rise, the water being 3.90 feet below the base of the rail at 

the Atchison, Topeka and Santa Fe Railway bridge across the creek. 

The tracks of the Arkansas Valley Railway, on the north side of 

the river, were badly washed out in a few places, particularly at

Bristol and Wiley, northwes

also suffered many breaks, 

repair.

t of Lamar. The Amity, Kicking Bird,

Satanta, Comanche, and Buifalo canals of the Amity Land Company

which cost several thousand dollars to
36 SURFACE WATEB SUPPLY, 1907-8.

A heavy run-off is reported from Limestone and Graveyard creeks 

west of Wiley, and it is probable that the heavy jainfall was felt a 

considerable distance west of these streams. The waters of both 

were at very high stage, broke all the ditches crossing them, and carried away the highway bridges along their courses.

SECOND FLOOD.

The second rise in the river was due to the flood waters of the Purgatory and other streams below on the south side. A maximum gage 

height of 11 feet was attained at Holly about noon on Tuesday, 

October 20. The records show no appreciable rise in the Purgatory 

at Trinidad, and the southern limit of the heavy rainfall is believed 

to have been somewhere in the neighborhood of the Cedars and about 

40 miles below Trinidad. The rainfall at Hoehne was only 0.60 inch 

on October 19, as shown by the records of the United States Weather 

Bureau. An enormous run-off was reported from Smith Canyon, 

Bent Creek, and other tributaries of the Purgatory. The river was 

out of its banks at the Atchison, Topeka and Santa Fe Railway 

bridge near Las Animas, and it overflowed the country for a considerable distance on each side of the river channel. The Purgatory did 

not, however, reach a stage as high as during several other floods in 

the past. At the Atchison, Topeka and Santa Fe Railway bridge 

the high water was 6 feet below the base of the rails, and for about 

the first time in the flood history this bridge was not damaged. One 

reason that the river did not get higher was that there was little 

back-water effect from Arkansas River.

Rule Creek, the first important tributary of the Arkansas below the 

Purgatory on the south side, rose to an almost unprecedented stage. 

At the Atchison, "Topeka and Santa Fe Railway bridge the water was 

3 feet below the base of the rails, though in the flood of September, 

1894, the records of the railway company show that the water was a 

foot or more higher. It is stated, however, by Mr. J. D. Rhoads, 

who has a ranch 10 miles above the mouth of the creek and who has 

resided there for over thirty-five years, that the creek at his ranch 

in the 1908 flood was several feet higher than ever before. His 

sheep corrals, which had never been inundated, were submerged to 

a depth of several feet. During the present flood the creek channel 

was not capable of carrying all the flood water, and the overflow, 

beginning at a point one-half mile or so east of the bridge, covered 

the railroad tracks to a depth of 6 inches to 2 feet for a distance of 

nearly 2 miles. At various places along this stretch the embankments 

were badly washed out and the tracks forced out of alignment. West 

of the bridge the overflow covered the tracks to a depth of 16 to 18 

inches for a considerable distance. A great many sheep were drowned 

by the flood waters along this stream.
ARKANSAS RIVER DRAINAGE BASIN. 37

At Caddoa and vicinity the tracks were overflowed by the water 

from Arkansas Kiver proper and were washed out in spots. At 

Caddoa siding the high water was 6 inches over the top of the rails. 

Caddoa Creek was at a high stage, but did little damage to the Santa 

Fe tracks. Mud Creek is said to have been higher than at any time 

within the last thirty-five years, and the overflow did a great deal of 

damage to the bottom lands and haystacks". Near Martin the water 

was over the track in many places. In the vicinity of Prowers, Mud 

Creek did considerable damage to the track. The overflow waters, 

combined with the flood waters from a break in the Colorado-Kansas 

canal, covered a stretch of track over 1,000 feet long, a little east of 

Prowers, to a depth of over 2 feet in many places, and in others 

washed away the roadbed very badly.

At the railroad bridge over Dry Creek the high water was 10 feet 

below the base of the rails, though in the flood of August 2, 1905, it 

was up to the stringer of the bridge. At Clay Creek crossing, west 

of Morse, in the present flood, the high-water mark was 5.5 feet 

below the base of the rails.

The tributaries on the south side below Morse were all at high 

stages, but most of the damage below that point was done by the 

river itself. In the house of the Phillips Investment Company at 

Prowers, which is some distance south of the Amity dam, the water 

reached a depth of 5 feet. It is said that the water in the river at 

this point was a foot higher than at any time within the memory of 

the oldest inhabitant. The Colorado-Kansas dam and the head-gate 

of the canal on the south side just below Martin were washed out, 

nothing being left of the dam but a part of the south end. No 

appreciable damage was done to the Amity dam. Twenty-four Circle 

ranch, extending along the south river bottom for several miles above 

and below Prowers, was badly flooded, and haystacks were carried 

away (1,200 tons). Fortunately the land was not very badly cut to 

pieces; about 1,400 acres are under cultivation.

The highway bridge at Morse was practically destroyed, while 27 

bents were washed out of the old railway bridge on the branch from 

Lamar to the Arkansas Valley Kailway.

At Amity depot the high water from the river was 1.4 feet above 

the top of the rail, and for nearly 1,000 feet east the track was under 

water and badly washed out in places. At two long stretches east of 

Amity the high water line was over the roadbed, being from the level 

of the bottom of the rail to 16 inches above the top of the rail. At 

the bridge across Arkansas River, about a mile west of Amity, the 

high-water line was 14 feet below the base of the rail.
38 SURFACE WATER SUPPLY, 1907-8.

DAMAGES CAUSED.

From October 19 to 21, therefore, Arkansas River from the mouth 

of the Purgatory to the Mississippi was in continuous flood. In 

Colorado all the bottom lands were flooded; the railway embankments were overflowed and cut into pieces in many places, and traffic 

was delayed for about six days. The right-of-way fences and the 

fences of many fields were covered with drift, and sediment and rubbish were deposited on the meadows and cultivated lands; fields were 

badly torn up by the flood waters and the canal systems were cut to 

pieces. On both sides of the river the flood waters rushed over canals 

as though they were not there at all. All the highway bridges on the 

river, from the mouth of the Purgatory to the Kansas line, were 

washed away, except those at Granada and Holly. Many farmhouses were flooded and two or three towns were inundated. At 

places in the town of Amity the water was 4 feet deep. A few 

people in the Arkansas Valley were drowned by the flood waters and 

a great many thousand sheep.

The Santa Fe Railway Company had an extra force of some 800 

men engaged for about a week in repairing the damage done to their 

tracks. The direct loss to the railway company was probably $50,000, 

and the loss due to delay in traffic is hard to estimate. The repair 

crews were not able to get in until Wednesday, October 21, and the 

first trains did not get through until late on Friday night, October 23.

Complete statistics on the damage done by this flood in Colorado 

have not been obtained, but it is believed that, exclusive of traffic loss 

to the Atchison, Topeka and Santa Fe Railway, it is about a quarter 

of a million dollars, distributed as follows:

Damage caused by flood of October, 1908, in Arkansas Valley, in Colorado.

Atchison, Topeka and Santa Fe Railway:

Damage to track, main line, La Junta to Morse................. f 30,000

Lamar branch............................................... 7,000

Rocky Ford branch.......................................... 3,000

 140,000 

Phillips Investment Company (near Prowers, Colo.):.

Damage to land, hay and grain in stacks, ditches, buildings, 

fences, etc................................................ 18.000

Damage to Colorado-Kansas dam, head-gates, and ditches,..... 13,000

 31,000 

Amity Land Company, damage to canals on north side..................... 8,000

J. D. Rhoads, sheep drowned on Rule Creek.............................. 10,000

P. G. Scott, damage to land and hay from Rule Creek and Purgatory River.. 2,000 

James Malloy, damage to land, hay, fences, etc., from Rule Creek........... 3,000

Bent County, damage to roads and bridges................................. 25,000

Prowers County, damage to roads and bridges.............................. 35,000

All other damages, including that to land, haystacks, buildings, and loss of 

sheep and other stock, but not including the loss due to delay in railroad 

traffic, estimated....................................................... 100,000

Total...................................:......................-... 254,000
ARKANSAS RIVER DRAINAGE BASIN. 39

GAGE HEIGHTS.

The accompanying table shows the recorded gage heights on the 

Arkansas and Purgatory during this flood.

Gage heights, in feet, at various points on streams in Arkansas River drainage basin,

October 18 to 23, 1908.

Date.

Oct. 18 

Oct. 19

Oct. 20

Oct. 21 

Oct. 22 

Oct. 23

Arkansas at 

Pueblo.

Time.

8.00 a. m. 

5.00p.m. 

8.00 a. m. 

5.00p.m.

8.00a.m. 

5.00p.m.

8.00 a. m. 

5.00p.m. 

8.00a.m. 

5.00p.m. 

8.00a.m. 

5.00 p. m.

Gage 

height.

2.10 

2.15 

2.20 

2.25

2.30 

2.20

2.20 

2.20 

2.20 

2.45 

2.50 

2.50

La Junta.

Time.

7.40 a. m. 

5.10p.m. 

7.05 a.m. 

12.00 m. 

5.15p.m. 

7.05a.m. 

5.25p.m.

7.25 a.m. 

5.10p.m. 

7.05a.m. 

5.15p.m. 

7.40 a. m. 

5.25p.m.

Gage 

height.

0.30 

1.50 

6.20 

5.50 

3.50 

2.50 

1.70

1.70 

1.70 

1.70 

1.70 

1.50 

1.50

Prowers.o

Time.

10.00 a. m. 

8.00p.m.

1.00a.m. 

9.00 a.m. 

6.00p.m. 

8.00 a.m. 

6.00p.m. 

8.00a.m.

Gage 

height.

0

6.00 

5.00

7.00 

2.50 

1.00 

.60 

.40 

.30

Holly.

Time.

7.00 a. m. 

5.00p.m. 

7.00 a. m. 

5.00p.m.

7.00 a.m. 

12.00 m.

7.00 a. m. 

5.00p.m. 

7.00a.m. 

5.00p.m. 

7.00 a.m. 

5.00p.m.

Gage 

height.

0.60 

.60 

5.80 

8.40

9.60 

11.00

4.60 

4.00 

3.00 

3.00 

3.00 

3.00

Purgatory at 

Trinidad.

Time.

8.00a.m. 

8.00p.m. 

7.00a.m. 

4.30p.m.

8.00a.m. 

4.00p.m.

8.00 a.m. 

4.00p.m. 

8.00a.m. 

5.00p.m. 

7.00 a. m. 

6.00p.m.

Gage 

height.

. 4.20 

4.70 

4.40 

4.30

4.25 

4.30

4.30 

4.30 

4.35 

4.35 

4.35 

4.30

a Unit d States Weather Bureau.

Other gage heights obser 

gages were as follows:

Arkansas at Las Animas, 3.60 o 

Arkansas at Fort Lyon, 10.50 

October 19.

Purgatory (Las Animas) at Hig

This river was practical! 

discharge at the mouth wa

The Arkansas reached a 

1 a. m. on Tuesday, Octol 

feet of water running over 

of a mile wide was running 

is believed to be the maximum 

The discharge was estimat

At Holly there was a n 

Tuesday, October 20, unti 

flood height of about 11 fe 

was spread from the railwa 

about one-quarter of a mi] 

The pile bridge, however, i 

way. From 12.30 to 4 p. 

0.6 foot in the river heigh

At Garden City, Kans. 

maximum stage was reach

ed at the United States Weather Bureau

i October 19. 

October 20; maximum gage height at 9 p. m. on

>ee, 14 on October 19; 4 on October 20.

dry before the flood, and the estimated 

only 100 second-feet on October 24. 

maximum stage at the Amity dam about 

er 20. At that time there were about 7 

he weir and a stream about three-fourths 

around the south end of the dam. This 

flood height ever r.eached at this point, 

d to be over 100,000 second-feet, 

pid rise in the river from 8.30 a. m. on 

about 12.30 p. m., when the maximum 

t was obtained. At that time the river 

y tracks at Holly on the north to a point 

beyond the river channel on the south. 

3 quite high and was not damaged in any 

m. on Tuesday there was a fall of about 

, and a very rapid fall from that time on. 

80 miles downstream from Holly, the 

d at 10.30 p. m. on Tuesday. The flood
40 SURFACE WATER SUPPLY, 1907-8.

crest, therefore, traveled a distance of about 80 miles in 10 hours, or 

at a rate of nearly 12 feet per second. On the other hand, it seems 

that it took the flood crest nearly twelve hours to go from Amity 

dam to Holly, a distance of less than 50 miles. No explanation is 

offered for this discrepancy. The flood crest traveled from Fort 

Lyon to the Amity dam, a distance of about 20 miles, in four hours. 

A flood cross section was taken at Holly by the engineers of the 

Amity Land Company. This cross section had an area of 13,600 

square feet at the maximum gage height of 11 feet, and the estimated 

discharge is 136,000 second-feet.

Two Butte Creek had a maximum flood cross section of 3,500 square 

feet, and the estimated maximum discharge is 35,000 second-feet. 

This is at the rate of nearly 39 second-feet per square mile for a 

drainage area of 900 square miles.

The flow of a great many other streams in the vicinity was in 

proportion to the above.

RESUME.

Many floods have occurred in the Arkansas Valley in the past, and 

the flood of October, 1908, had few unusual features. In the flood of 

1908, however, the intensity of the rainfall was probably greater than 

in most ordinary floods, and the conditions were more favorable for a 

rapid run-off, and the area affected was unusually large. Fortunately 

upper Arkansas River was not in flood or the results would have been 

exceedingly disastrous.

Had this flood occurred a month earlier, before the crops had been 

harvested, the damage would have been much greater; as it was, the 

loss was not less than $250,000. The railroad company suffered a 

large proportion of the damage, because the railroad tracks cross so 

many of the tributary water courses. The loss of a bridge or a section of track from a cloudburst along one or two of these torrential 

streams is by no means uncommon.

Floods of this character can be prevented only by constructing 

storage reservoirs on the tributaries. Until this is done life and property will never be safe in that section.

ARKANSAS RIVER PROPER.

AEKANSAS RIVER AT CANON CITY, COLO.

This station, which was established April 17, 1889, is located at the 

mouth of the canyon, just below the suspension footbridge at Hot 

Springs Hotel, about 1J miles above the Denver and Eio Grande 

Railroad depot at Canon City, Colo. Measurements are made from 

a cable.

The records at this point show the greater part of the run-off of the 

river and are valuable both for power and irrigation projects.

Grape Creek enters about one-eighth of a mile above the station 

and Oil Creek comes in about 5 miles below. The drainage area
ARKANSAS RIVEB DRAINAGE BASIN. 41

comprises about 3,000 square miles. North and South Canyon ditches 

divert water above the station, and their flow is not included in the 

run-off. No accurate records have been kept of the discharge in 

these canals, but the combined flow is from 50 to 100 second-feet 

during the irrigation season. Some water is also diverted for the 

irrigation of a few thousand acres on the upper Arkansas and its 

tributaries. «

The flow of the river is affected by ice for three or four months during the winter season.

On October 4, 1895, a new rod gage was established on the left 

bank, opposite the original gage and at the same datum. This gage 

read 0.4 foot lower than the old gage at low stages, but at high water 

both gages read the same. This new gage was used until August 26, 

1902, when another gage was established a few yards above the cable 

on the right bank at the datum of the original gage, though it is 

situated a short distance farther downstream.

As the stream bed is rough it is difficult to obtain very accurate 

measurements at high stages. Moreover, the channel is subject to 

considerable shifting, which makes the estimates of daily discharge 

rather uncertain, especially after violent flood.

Discharge measurements of Arkansas River at Canon City, Colo., in 1907 and 1908.

Date.

1907. 

July 24. ........

1908. 

October 15.....

Hydrographer. Width.

Feet. 

93

56

Area of 

section.

Sq.ft. 

355

114

108

Gage 

height.

Feet. 

5.02

2.90

3.20

Discharge.

Sec.-ft. 

1,740

201

314

a Measured from suspension bridge.

Daily gage height, in feet, of Arkansas River at Canon City, Colo., for 1907 and 1908. 

[Samuel Isabell and S. R. McKissick, observers.]

Day.

1907. a 

1. .......

2........

3........

4........

5........

6........

7........

8........

9.........

10........

11........

12........

13........

14........

15........

May.

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.5

3.5

3.5

3.65

3.7

3.8

June.

4.7

4.4

4.7

5.05

5.25

5.45

5.45

5.4

5.3

5.2

5.05

5.15

5.35

5.7

6.05

July.

6.95

6.8

6.65

6.65

6.8

6.75

6.55

6.5

6.45

6.3

6.2

5.95

5.95

6.25

6.2

Aug.

5.4

5.35

5.4

5.3

5.05

4.85

4.7

4.7

4.55

4.45

4.4

4.2

4.7

4.7

4.75

Sept.

4.45

4.2

4.2

4.0

4.1

4.1

4.1

4.1

3.9

3.85

3.85

3.85

3.75

3.75

3.75

Day.

1907. 

16........

17........

18........

19........

20........

21........

22........

23........

24........

25........

26. .......

27........

28........

29........

30. .......

31........

May.

3.9

3.8

3.8

3.9

4.1

4.55

5.15

5.45

5.45

5.3

5.15

4.95

4.9

4.8

4.85

4.85

June.

6.05

6.0

6.1

6.3

6.05

5.85

5.75

5.7

5.9

6.0

6.25

6.25

6.4

6.6

6.6

July.

5.8

5.65

5.5

5.5

5.4

5.45

5.4

5.3

5.1

5.2

5.6

65.95

6.1

5.75

5.6

5.5

Aug.

4.65

4.4

4.1

4.1

4.3

4.35

4.3

4.4

4.35

4.35

4.45

4.45

4.45

4.35

, 4.65

4.8

Sept.

3.8

3.85

3.85

4.05

4.1

4.1

4.05

4.1

3.75

3.75

3.75

3.75

a Old gage washed out July 27,1907. Gage heights July 28-Sept. 30,1907, read from temporary gage, have 

been reduced to datum of old gage. 

6 Maximum gage height, July 27,1907, was over 8.0 feet.
StTKFACE WATEE SUPPLY, 1907-8.

Daily gage height, in feet, of Arkansas River at Canon City, Colo.,for 1907 and 1908 

Continued.

Day.

1908.0 

1....

2....

3....

4....

5....

6....

7....

8....

9.... 

10....

11.... 

12....

13....

14.... 

15....

May. June.

4.35

4.4

4.3

4.35

4.6

4.55

4.55

4.45

4.35 

4.75

5.1 

5.1

5.1

5.15 

5.25

July.

4.6

4.55

4.4

4.45

4.4

4.4

4.4

4.35

4.3 

4.25

4.3 

4.2

4.2

4.2 

4.5

Aug.

4.1

4.2

4.25

4.0

4.85

3.8

3.9

3.65

3.6 

3.6

3.7

^ 7

3.55

3.5

3 AC

Sept.

3.3

? 9<i

3.25

3.2

3.15

3.1

3.1

3.1

3.0

9 Q

2.9

9 Q

2.9

2.9

9 Q

Oct.

2.9

9 Q

O Q

2.8

2.8

2.85

2.8

2.85

2.8 

2.8

2.8

9 Q

2.9

2.9

2 Q

Nov.

3.1

3 n

3.05

3.05

3.1

3.1

Q 1

3.05

3.0

3

rt

3.0 

Q 1

3.2

3.2

t 9

Day.

1908. 

16....

17....

18....

19....

20. ...

21....

22....

23....

24.... 

25....

26. ... 

27....

28....

29.... 

30

31....

May.

4.3

4.25

4.4

4.5

4.45 

4.3

4.2

4.1 

4 0

-4.15

June.

5.15

5.1

5.35

5.25

4.85

4.7

4.85

4.95

5.0 

5.05

4.85 

4.95

5.0

4.8 

4.7

July.

4.4

4.5

4.3

4.3

4.05

4.0

3.95

3.9

3.8 

3.85

3.75 

3.75

3.65

3.65 

3.8

65.15

Aug.

3.5

3.4

3.5

3.95

3.8

3.85

4.2

3.85

3.8 

3.7

3.6 

3.6

3.5

3.45 

3.4

3.4

Sept.

2.9

2.9

2.9

2.85

2.8

2.75

2.8

2.8

2.8 

2.8

2.8 

2.9

2.9

2.9 

2.9

\ 

Oct.

2.9

2.9

3.15

3.3

3.2

3.2

3.55

3.55

3.2 

3.25

3.2 

3.2

3.15

3.2 

3.15

3.15

Nov.

3.25

3.3

3.25

3.3

3.2

3.25

3.05

3.05

3.0 

3.2

3.2 

3.2

3.2

3.3 

3.3

a Gage heights for 1908 refer to new gage.

6 Maximum gage height, July 31,1908, was about 6.8 feet.

Rating tables for Arkansas River at Canon City, Colo. 

MAY 1, 1907, TO JULY ,27, 1907.

Gage 

height.

Feet.

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

Discharge.

Sec.-ft.

390

454

521

591

664

740

819

902

989

Gage 

height.

Feet.

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

Discharge.

Sec.-ft.

1,080

1,175

1,274

1,377

1,485

1,598

1,717

1,842

1,973

(jage 

height.

Feet.

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.10

Discharge.

Sec.-ft.

2,110

2,252

2,400

2,554

2,714

2,880

3,052

3,230

3,413

Gage 

height.

Feet.

6.20

6.30

6.40

6.50

6.60

6.70

6.80

6.90

7.00

Discharge.

Sec.-ft.

3,601

3,794

3,992

4,194

4,400

4,606

4,812

5,018

5,224

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

discharge measurements made during 1906-7 and the form of previous curves and is not well defined.

JULY 28, 1907, TO NOVEMBER 30, 1908.

Gage

height.

Feet.

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

Discharge.

Sec.-ft.

131

165

200

236

273

311

350

390

431

Gage

height.

Feet.

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

Discharge.

Sec.-ft.

474

520

569

622

680

743

811

884

962

Gage

height.

Feet.

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

Discharge.

Sec.-ft.

1,045

1,132

1,223

1,318

1,417

1,520

1,626

1,735

1,847

Gage

height.

Feet.

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.20

Discharge.

Sec.-ft.

1,962

2,080

2,200

2,321

2,443

2,566

2,690

2,941

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

discharge measurements made during 1908-9 and is well defined.
ARKANSAS RIVER DRAINAGE BASIN. 43

Monthly discharge of Arkansas River at Canon City, Colo.,for 1907 and 1908.

Month.

1907. 

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

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

1908. 

May 21-31 ...................................... . .

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

September. ...............................

Discharge in second-feet.

Maximum.

2,330 

4,400 

5,120 

1,960 

1,000

1,130 

1,900 

1,680 

1,370 

350 

452 

350

Minimum.

390 

1,080 

1,840 

743 

544

680 

884 

497 

390 

148 

165 

236

Mean.

962 

2,750 

3,230 

1,170 

653

887 

1,370 

839 

566 

220 

248 

290

Run-off 

(total in 

acre-feet).

59,200 

164,000 

199,000 

71,900 

38,900

533,000

19,400 

81,500 

51,600 

34,800 

13,100 

15,200 

17,300

233,000

Accuracy.

A. 

B.

A. 

A. 

A.

A. 

A. 

A. 

A. 

B. 

B. 

B.

ARKANSAS RIVER AT PUEBLO, COLO.

This station was established September 30, 1894, at the Santa Fe 

Avenue Bridge, Pueblo, Colo. On July 10, 1898, another gage was 

established on the east side of Main Street Bridge, which was used until 

March 3, 1900. Then a staff gage fastened to the retaining wall, a 

short distance below the Union Avenue Bridge, was used to July 14, 

1902. From July 14, 1902, until July 7, 1905, readings were taken at 

a rod gage, having a different datum, located just above this bridge. 

The present chain gage on the Main Street Bridge has been in use 

since July 7, 1905.

As this station is near the head of the principal irrigated portion 

of the Arkansas Valley and above the head gates of the larger canals, 

the data are especially valuable to water superintendents and the 

state water commissioners in making distribution of water to the 

canals below.

No important tributaries enter within several miles above the 

station. Fountain Creek enters just below, and the Huerfano, the 

most important tributary in that vicinity, comes in about 20 miles 

below.

At various points above this station water is diverted for the irrigation of about 70,000 acres of land. The diversion for the Pueblo 

water supply also takes out above. Additional filings for.irrigation 

above this station on the Arkansas are impossible, except for storage 

on some of the minor tributaries.

Slush and flowing ice are usually found at this station during the 

winter months and sometimes the river is frozen over or affected 

by ice jams below, but the results are rarely influenced by ice conditions for more than two months during the year. As noted above, 

numerous changes have been made in the datum of the gage.
44 StTBFACE WATEB SUPPLY, 1907-8.

Very good measurements can be obtained at this point, although 

the channel sometimes shifts considerably during floods.

Discharge measurements of Arkansas River at Pueblo, Colo., in 1907 and 1908.

Date.

1907.

March 27. ......

May24... ......

July3..........

July 21.. .......

September 24...

1908.

March 21.......

April 14........

May 20. ........

May 30.........

July 15. ........

Hydrographer.

R. I. Meeker........................................

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

C. L. Chatfleld.... . ........ ...........

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

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

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

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

C. L. Chatfleld.... . .................................

J. B. Stewart. ......................................

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

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

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

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

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

W. B. Freeman.....................................

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

Width.

Feet. 

59

150

149

150

150

150

144

150

150

148

124

119

131

124

151

151

151

150

63

118

117

Area of 

section.

89. ft.

106

164

170

376

468

443

622

385

352

211

130

123

174

160

241

379

338

418

171

45.0

115

88.0

107

98.5

Gage 

height.

Feet. 

.2.10

2.70

2.70

4.10

4.75

4.49

5.47

3.85

3.58

2.59

2.05

1.99

2.34

2.35

2.78

3.70

3.48

3.95

2.45

1.60

2.20

1.97

2.00

1.97

Discharge.

Sec.-ft. 

225

591

614

2,290

2

QCft

2 70ft

4,170

1,880

1,670

697

308

260

504

424

775

1,750

1,430

1,980

431

43.0

284

181

188

178

a Measurements made at different s ection.

Daily gage height, in feet, of Arkansas River at Pueblo, Colo., for 1907 and 1908.

[David J. Cox, observer.]

Day.

1907. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Feb.

2.25

2.25

2.22

2.22

2.22

2.12

2.12

2.08

2.08

2.08

2.02

2.00

2.05

1 98

1.85

1.85

1.85

Mar.

1.85

1.68

1.62

2.00

1.65

1.65

1.65

1.80

2.05

2.08

1.90

2.05

2.20

2.18

2.12

2.00

2.05

2.02

2.10

2.40

2.40

2.70

2.80

2.82

2.68

2.62

2.62

9 fift

2.65

2.50

2.50

Apr.

2.35

2.10

1.98

2.08

2.20

2.22

2.15

2.10

2.00

1.92

1.95

2.10

2.30

2.50

2.50

9 4R

2.50

2.40

2.40

2.55

9 t\C\

2

CA

2.55

2

Crt

2

Crt

2.52

2

CA

2.40

2.45

May.

2.50

2.50

2.55

2.55

2.52

2.68

2.75

2.98

2.80

2.65

2.50

2.50

9 fift

2.62

2.75

2.82

2 QC

2.70

2.95

3 20

O Qrt

4 00

4.20

4.10

3

QK

3 70

3 60

3 fift

3 79

3

QO

June.

3.75

3.45

3.40

3.82

3.88

4.25

4.28

4.15

4.15

4.05

3.80

3.75

4 00

4.20

4.85

4 80

4 95

5.05

4.55

4

Crt

4.35

4

CA

4 60

4

QK

5.05

5 9ft

5.35

5.60

July.

5.60

5.70

5.35

'5.35

5.35

5.50

5.28

5.15

5.05

5.20

5.05

4.65

4.40

4.70

4.95

4.15

4.00

3.95

3.92

3.85

3.95

3.85

3.65

3.55

4.25

4 45

5.75

4.45

4.28

3.95

Aug.

3.90

3.78

4.10

3.80

3.62

3.40

3.22

3.15

3.05

2.90

2.95

2.88

3.00

3.08

3.12

3.10

3.05

2.88

2.72

2.72

2.88

2.80

2.85

2.80

2.80

2.80

2.85

2.85

2.80

2.78

3.20

Sept.

2.98

2.82

2.60

2.50

2.58

2.65

2.62

2.55

2.58

2.52

2.45

2.42

2.45

2.42

2.48

2.70

2.65

2.65

2.70

2.70

2.70

2.60

2.60

2.62

2.60

2.65

2.55

2.45

2.40

2.38

Oct.

2.52

2.42

2.40

2.42

2.38

2.40

2.40

2.45

2.52

2.42

2.38

2.38

2.38

2.38

2.38

2.40

2.38

2.32

2.32

2.45

2.58

2.52

2.42

2.32

2.55

2.50

2.48

2.55

2.60

2.40

2.35

Nov.

2.30

2.30

2.30

2.22

2.20

2.20

2.18

2.20

2.20

2.20

2.22

2.18

2.10

2.10

2.20

2.20

2.20

2.25

2.22

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.15

2.15

2.15

2.15

Dec.

2.15

2.15

2.15

2.10

2.12

2.28

2.28

2.30

2.25

2 28

2.30

2.38

2.35

2.30

2.28

2.22

2.20

2.30

2.12

2.10

2.20

2.25

2.30

2.30

2.25

2.15

2.25

2.22

2.22

2.20

2.15
ARKANSAS RIVER DRAINAGE BASIN. 45 

Daily gage height, in feet, of Arkansas River at Pueblo, Colo.,for 1907 and 1908 Con.

Day.

1908. 

1...!.................

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Feb. Mar.

"2.T"

2.0 

1.9 

2.0

1.9

1 Q

1.95 

2.0 

2.0 

2.0 

1.95

2.0 

1.9

1.95 

1.9 

1.9

1.9 

1.9 

1.9

1.95 

1.9 

1.8

Apr.

1.8

1.75

1.75

1.7 

1.75

1.8

1.8

2 AC

2.3 

2.35

2.4 

2.4 

2.4

2.4

2.4

2.4 

2.45 

2.4 

2.3 

2.35

2.4 

2.3

2.35 

2.4 

2.4

2.4 

2.35 

2.1

2.0 -2.0

May.

1.9

1.8

1.8

1.8 

2.0

1.9

1.9

1.9

1.8 

1.85

2.0 

2.0 

2.0

2.05

2.1

1.9 

2.2 

2.3 

2.35 

2.45

2.75 

2.9

3.0 

3.2 

3.2

3.1 

3.05 

2.95

2.85 

2.8 

2.75

June.

2.85

2.9

2.8

2.75 

3.05

3.0

3.1

0 A

2.9 

3.0

3.5 

3.65 

3.6

3.55

3.9

3.9 

3.4 

3.65 

3.8 

3.4

3.1 

3.2

3.45 

3.5 

3.5

3.5 

3.35 

3.55

3.5 

3.3

July.

3.25

3 9

3.1

3.05 

3.05

3.1

3.1

3

AK

2.95 

2.9

2.9 

3.2 

2.85

2.9

3.35 

3.4 

3.05 

3.6 

3.1

2.95 

2.9

2.8 

2.8 

2.6

2.6 

2.45 

2.3

2.2 

3.0

2.65

Aug.

3.8

2 9

3.0

2.9 

2.65

2.5

2.9

2.55

2.35 

2.3

2.25 

2.5 

2.35

2.35

2.3

2.65 

2.4 

2.2 

2.35 

2.55

2.65 

2.9

3.05

2.7 

2.55

2.35 

2.45 

2.4

2.35 

2.3 

2.3

Sept.

2.15

2.1

2.0

1.9 

1.85

1.8

1.75

1.7

1.65 

1.6

1.55 

1.75 

1.8

1.75

2.6

1.8 

1.7 

1.8 

1.8 

1.75

1.75 

1.7

1.6 

1.7 

1.7

1.65 

1.9 

1.95

1.9 

1.9

Oct.

1.9

1.85

1.8

1.7 

1.85

2.0

2.0

2.0

2.0 

1.95

2.0 

2.05 

2.0

2.0

2.0

2.0 

2.0 

2.1 

2.2 

2.25

2.2 

2.3

2.5 

2.4 

2.2

2.25 

2.2 

2.2

2.2 

2.2 

2.2

Nov.

2.2

2.2

2.2

2.2 

2.2

2.15

2.2

2.2

2.2 

2.2

2.15 

2.2 

2.2

2.2

2.2

2.2 

2.3 

2.25 

2.2 

2.2

2.0 

1.95

2.0 

1.95 

2.0 

2.1 

2.05 

2.0

2.2 

2.25

Dec.

.......

NOTE. November 26-27,1908, river contained floating slush ice.

Rating tables for Arkansas River at Pueblo, Colo. 

JANUARY 1 TO JUNE 30,1907; ALSO JULY 15 TO NOVEMBER 30,:

Gage 

height.

Feet.

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

Discharge.

Sec.-ft.

10

40

70

105

140

180

225

270

325

385

Gage 

height.

Feet.

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

Discharge.

Sec.-ft.

450

520

595

675

760

850

945

1,050

1,160

1,275

Gage 

height.

Feet.

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

Discharge.

Sec.-ft.

1,390

1,510

1,630

1,755

1,890

2,025

2,160

2,295

2,435

2,580

Gage 

height.

Feet.

4.50

4.60

4.70

4.80

4.90

5.00

5.20

5.40

5.60

Discharge.

Sec.-ft.

2,725

2,870

3,015

3,160

3,310

3,460

3,760

4,075

4,400

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

discharge measurements made during the above periods and the high water measurements above gage 

height 5.0 feet. It is well defined between gage heights 2.0 feet and 5.0 feet.

JULY 1,1907, TO APRIL 27,1908.

Gage 

height.

Feet.

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

Discharge.

Sec.-ft.

120

165

215

270

330

395

465

540

620

700

Gage 

height.

Feet.

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

Discharge.

Sec.-ft.

785

870

960

1,055

1,155

1,260

1,365

1,470

1,575

1,685

Gage 

height.

Feet.

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

Discharge.

Sec.-ft.

1,795

1,905

2,015

2,130

2,245

2,365

2,490

2,620

2,750

Gage 

height.

Feet.

4.60

4.70

4.80

4.90

5.00

5.20

5.40

5.60

5.80

Discharge.

Sec.-ft.

2,880

3,020

3,165

3,310

3,460

3,760

4,075

4,395

4,725

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

seven discharge measurements made during the above period and is well defined between gage heights 

1.9 feet and 5.5 feet.
46 SURFACE WATER SUPPLY, 1907-8.

Rating tables for Arkansas River at Pueblo, Colo. Continued.

APRIL 28 TO MAY 16, 1908. 

[The indirect method for shifting channels used.]

MAY 17 TO JULY 14, 1908.

Gage

height.

Feet. 

2.00

2.10

2.20

2.30

2.40

Discharge.

Sec.-ft. 

220

270

325

390

460

Gage

height.

Feet. 

2.50

2.60

2.70

2.80 '

2.90

Discharge.

Sec.-ft. 

535

615

700

790

880

Gage

height.

Feet. 

3.00

3.10

3.20

3.30

3.40

Discharge.

Sec.-ft. 

975

1,070

1,170

1,270

1,375

Gage

height.

Feet. 

3.50

3.60

3.70

3.80

3.90

Discharge.

Sec.-ft. 

1,480

1,590

1,700

1,815

1,930

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

discharge measurements made during 1908 and the general form of previous curves and is well defined.

Daily discharge, in second-feet, of Arkansas River at Pueblo, Colo., April 28-May 16,1908.

Day.

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

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

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

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

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

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

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

8....-..--.....

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

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

April. May.

180

138

135

250

170

168

165

130

150

Day.

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

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

1?

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

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

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

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

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

19

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

April. May.

225

205

230

260

160

Day.

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

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

9?

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

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

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

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

28

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

30

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

April.

300

250

250

May.

NOTE. These discharges were obtained by the indirect method for shifting channels.

Monthly discharge of Arkansas River at Pueblo, Colo., for 1907 and 1908.

Month.

1907. 

February 12-28. .....................................

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

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

September. .........................................

1908. 

March 10-31 .........................................

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

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

The rieriod

Discharge in second-feet.

Maximum.

298 

692 

485 

2,300 

4,400 

4,640 

2,240 

1,040 

700 

465 

525

330 

580 

1,170 

1,930 

1,510 

1,760 

520 

450 

298

^

Minimum.

122 

46 

148 

450 

1,280 

1,630 

802 

525 

480 

330 

330

165 

120 

130 

745 

270 

270 

25 

70 

160

Mean.

216 

302 

349 

998 

2,640 

3,000 

1,160 

691 

566 

395 

416

238 

402 

480 

1,280 

898 

531 

118 

221 

249

Run-off 

(total in 

acrefeet).

7,280 

18,600 

20,800 

61, 400 

157,000 

184,000 

71,300 

41,100 

34,800 

23,500 

25,600

645,000

10,400 

23,900 

29,500 

76,200 

55,200 

31,600 

7,020 

13,600 

14,300

262,000

Accuracy.

C. 

B. 

B.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B.

B. 

A. 

B. 

A. 

A. 

A. 

C. 

B. 

B.
ARKANSAS RIVEE DRAINAGE BASIN. 47

ARKANSAS RIVER AT LA JUNTA, COLO.

This station, which was established in August, 1908, and discontinued November 30, 1908, was located at the highway bridge about 

one-half mile northwest of the Atchison, Topeka and Santa Fe Railway depot at La Junta, Colo. The locality is a short distance below 

the mouth of Crooked Arroyo and some 20 miles above the mouth of 

Purgatory River.

The records furnish general information of much value. A considerable portion of the flow of Arkansas River is diverted for irrigation above.

The gage is one that has been used at different times by the division 

engineer of irrigation, division No. 2 of Colorado. The United States 

Geological Survey has had fragmentary records at La Junta in several 

different years, but there seems to be very little connection between 

them. The 1903 records were taken at a bridge about a mile and 

a half farther east.

The stream bed shifts, and as only a few measurements were taken 

during 1908, it has not been possible to make reliable estimates of the 

daily discharge.

Discharge measurements of Arkansas River at La Junta, Colo., in 1908.

Date.

July 22.........

October 3 ......

October 24o....

Hydrographer.

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

Width.

Feet. 

153

67

68

20

Area of 

section.

Sq.ft. 

197

71.7

117

13.8

Gage 

height.

Feet. 

2.10

1.30

1.70

1.05

Discharge.

Sec. ft. 

492

101

120

615

15.7

a Wading measurement. Estimated.

Daily gage height, in feet, of Arkansas River at La Junta, Colo., for 1908. 

[Thomas J. Alliston, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Aug. Sept.

1.1

1.2

1.1

1.2

1.1

1.15

1.0

1.0

1.1

1.2

1.3

1.15

1.15

1.2

1.15

Oct.

1.15

1.0

1.0

1.05

1.1

1.15

1.4

1.25

1.15

.5

.4

.7

1.2

.7

.3

Nov.

1.7

1.8

1.5

1.5

1.5

1.5

2.0

1.75

1.5

1.5

1.75

1.5

1.75

2.0

2.0

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

30

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

Aug.

1.5

1.55

1.25

1.2

1.2

Sept.

1.0

1.05

1.0

1.05

1.15

1.15

1.5

1.2

1.05

1.2

1.15

1.2

1.2

1.2

1.2

Oct.

.3

.2

.9

4.85

2.1

1.7

1.7

1.5

1.5

1.5

2.1

2.0

2.0

2.0

2.0

2.0

Nov.

2.1

2.0

2.0

1.5

1.75

1.5

1.5

1.5

1.75

1.75

1.5

1.5

1.5

1.5

1.75
48 SURFACE WATEE SUPPLY, 1907-8.

ARKANSAS RIVER AT HOLLY, COLO.

This station, which was established October 15, 1907, is located 

at the pile highway bridge one-half mile southeast of Holly, Colo'., 

about 4 miles above the Colorado-Kansas line.

As no important diversions are made between the two points the 

data obtained at this station have special value as showing the 

amount of surface water passing from Colorado to Kansas.

The station is just above the mouth of Wild Horse Creek and 

about 1 mile below the mouth of Two Butte Creek. The drainage 

area is about 25,000 square miles.

As nearly a half million acres of land are under irrigation above 

this point most of the ordinary flow of the stream is diverted during 

the irrigation season, while during the winter months it is used to 

fill up the numerous storage reservoirs in the basin. Except during 

periods of heavy flood, the flow at Holly consists chiefly of return 

waters. The stream flow is little affected by ice.

The gage heights here published have all been referred to the same 

datum, though a rod gage at a different datum was used during part 

of 1908.

Fairly good measurements can be taken at this point, but in order 

to obtain accurate records of daily discharge it is necessary to take 

them frequently on account of the extremely shifting character of 

the channel.

Discharge measurements of Arkansas River at Holly, Colo., in 1907 and 1908.

Date.

1907.

October 15 .....

1908. 

March 24. ......

June 13.........

July 20.........

July 21. ........

July 23. ........

August 26......

October 25.....

Hydrographer.

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

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

C. W. Beach .......................................

G . J. Lyon .........................................

Width.

Feet. 

144

102

130

93

142

513

473

292

Area of 

section.

Sq.ft. 

45

50

51.0

48.6

50.8

300

50.0

362

380

Gage 

height.

Feet. 

2.00

1.96

2.18

2.25

2.00

2.85

2.29

3.10

1.05

Discharge.

Sec.-ft. 

68

95

64

67

511

91

55_,

1,020

\ 

V

V

Daily gage height, in feet, of Arkansas River at Holly, Colo., for 1907 and 1908. 

[Fred Gores, observer.]

Day.

1907. 

1.. ...

3.....

4.....

5.....

6.....

7.....

8.....

9

10......

Oct. Nov.

2.00

2.00

2.00

2.00

2.00

2.00

1.95

1 Of,

1 95

Dec.

2.10

2.30

2.28

2.10

2.00

2 on

2.00

O 1 A

2.00

2.12

Day.

1907. 

11......

12......

13......

14......

15......

16......

17......

1 0

19......

90

Oct.

1 95

1 08

2 1 t\

2 10

2 00

1 80

Nov.

2.00

2 25

2.20

2 1 ^

2.10

9 T5

2.15

2 15

2 on

2 on

Dec.

9 9>;

2.20

2 15

2.12

2.05

2.00

2.05

9 ftft

2 10

Day.

1907. 

21......

22......

23......

24......

25......

26......

27......

OQ

90

3ft

31......

Oct.

1.80

1.80

1.80

1 80

2.00

1 Q^

1 a*

1 0*1

2 1ft

2.10

Nov.

2.20

2.10

2.10

2 On

2.25

2.25

2 on

2 On

2 1 f\

Dec.

2.00

2.00

2.00

2.05

2.15

2 Oft

3 All

2 92

3

f|A

3 fift

2.95
AKKANSAS KIVEE DKAINAGE BASIN". 49 

Daily gage height, in feet, of Arkansas River at Holly, Colo.,for 1907 and 1908 Con.

Day.

1908. 

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

9

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

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

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

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

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

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

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

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

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

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

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

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

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

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

19

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

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

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

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

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

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

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

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

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

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

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

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

Mar.

2.3

2.5

2.35

2.4

2.2

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.0

Apr.

2.0

2.0

1.9

1.9

1.9

1.9

1.95

1.95

1.9

1.9

1.9

1 9

1.9

1 Q

1 9

1 9

1 9

1.9

1 n

1 9

1 9

1.85

1.85

1.85

1.85

i s*;

1.85

1.85

1.85

1.85

May.

1.85

1.85

1.85

1.8

1.8

1.8

1.8

1.8

1.8

1 H

1.8

1.8

1.8

1 Q

1 9

1 9

1 9

1.9

1 Q

1 n

1 9

1.9

1.85

1 9

1 9

1 Q

1 s

1.8

1.8

1.8

1.8

June.

1.8

1.8

1.8

1.8

1.8

1.8

3.1

3.1

3.1

3 1

3.2

2.85

2.2

2.0

1 H^

4.0

4.25

4.2

2.2

1.8

1.8

1.8

1.8

1.8

1.8

3 7

4.2

3.2

1.8

July.

2.15

2.0

1.85

1.8

1.8

1.8

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

2.0

2.5

9 9

2.75

2.4

2.1

2.05

2.1

2.6

2.85

2.7

2.2

2.05

2.0

Aug.

3.0

3.0

2.7

2.4

2.15

1.85

1.8

1.7

1.7

1.7

1.7

1.65

1.65

1.7

1.7

2.3

2.2

2.1

2.65

2.65

3.25

3.6

3.25

3.2

3.35

3.3

3.3

2.95

3.9

3.85

3.6

Sept.

3.5

2.7

Oct.

0.4

.5

.5

.5

.45

.5

.5

.5

.5

.5

.5

.6

.6

.5

.6

7.1

10.3

4.3

3.0

3.0

3.0

1.05

1.1

1.0

.9

.9

.7

.7

Nov.

0.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.55

.5

.5

.5

.4

.4

.4

.3

 .2

.2

.15

.1

.1

.2

.15

.1

.1

.2

.2

.2

Dec.

0.15

.2

.2

.2

.2

.2

.2

.25

.25

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.4

.4

.45

.45

.45

.45

.45

.45

NOTE. Water away from the gage March 16-23, September 3-October 3, 1908.

GRAPE CHEEK AND DE WESSE-DYE DITCH NEAR CANON CITY,

COLO.

This station was established July 24, 1907, primarily to determine 

the amount of flood waters available for storage. Two gages have 

been used, which have been called the upper and the lower gages. 

The lower gage, at which daily gage readings have been made, was 

established because of its accessibility. It is located about 150 yards 

above the junction of the creek with the Arkansas River, some distance below the head of the De Wesse-Dye ditch, which has a capacity 

of about 25 second-feet. The upper gage is located about 1J miles 

above the mouth of the stream, and 200 yards above the headgates 

of the De Wesse-Dye ditch. At high water discharge measurements 

are made at the upper gage, and the discharge of the De Wesse-Dye 

ditch is subtracted to show the flow past the lower gage.

No important tributaries enter below the upper gage. Pine Creek 

enters a few miles above.

Considerable irrigation is practiced above this station in the vicinity 

of Silver Cliff, and a storage reservoir is also used to regulate the 

supply of water for the De Wesse-Dye ditch.

No change has been made in the datum of either gage since the 

station was established. 

27586 IRE 247 10 4
50 SUKFACE WATER SUPPLY, 1907-8.

High velocities, the character of the stream bed, and the shifting 

nature of the channel during flood make it difficult to obtain accurate 

measurements. Moreover, the stream is subject to very rapid rises 

and subsides just as suddenly, so that an automatic register is 

necessary to record the changes in the gage heights.

The flow is usually very small during the winter months except 

when a flood occurs, so that ice conditions have very little influence 

on the flow.

Discharge measurements of Grape Creek near Canon City, Colo., in 1907 and 1908.

[Upper gage.]

Date.

1907. 

October 31 a. ...

19C8. 

February 14 <*..

May 20».......

July 15. ........

July 16o.......

Hydrographer.

J. B. Stewart. ......................................

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

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

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

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

Width.

Feet. 

11.5

17.5

36

13.5

16

18

29

32

Area of 

section.

Sq.ft. 

8.5

15.0

28.0

19 4

10.2

11.8

118

14.9

15. 2

Gage 

height.

Feet. 

1.01

6.99

1 00

.68

.60

.65

q en

1.00

.60

Discharge.

Sec.-ft. 

148

4.2

59

18.7

18

c650

22.4

27.8

a Made by wading at various sections in the vicinity of the gage. 

& Gage height distorted. Ice 1 foot thick along edges of creek, 

c Estimated by Kutter's formula.

Discharge measurements of De Wesse-Dye ditch near Canon City, Colo., in 1908.

Date.

March 226......

April 14&.......

May 20.........

June 13.. .......

July 16.. .......

Hydrographer.

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

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

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

Width.

Feet.

1

6.8

7.2

Area of 

section.

Sq.ft.

7

8

8.2

Gage 

heignt.

Feet.

0.97

.99

1.10

Discharge.

Sec.-ft. 

0

11

18.2

18.9

cir

d2a4

d23. 2

a Ditch dry. 6 Made by wading. c Estimated. 

<* Computed from difference in discharges at the two stations on Grape Creek, Colo., on this date.

Discharge measurements of Grape Creek near Canon City, Colo., in 1907 and 1908.

[Lower gage.]

Date.

1907. 

July 23. ........

1908. 

February 14 6 . . 

March 22.......

April 14........

May 20. ........

July 15. ........

July 16. ........

Hydrographer.

W. B. Freeman ....................................

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

J. B. Stewart. ...................................... 

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

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

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

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

Width.

Feet. 

10.5

38

2]

13.5

12

Area of 

section.

Sq.ft. 

22.5

26.0

9.2

3.8

118

2.2

Gage 

height.

Feet. 

1.15

1.60

1.42

1.15

~"~2." 26"

1.55

1.45

1.55

3.50

1.60

1.55

Discharge.

Sec.-ft. 

73

86

28

2.7

4.2 

c48.0

c3.3

dl.O

<H.O

«650

d2.0

4.6

a Made by wading near gage.

6 From February 11-23,1908, water was diverted by a cofferdam while a headgate a short distance below 

lower gage was being repaired. As the water was not used, the effect was same as if it actually passed the 

lower gage, and it should be estimated. Measurement on February 14,1908, shows the amount of water 

which would have passed the lower gage.

c Computed from sum of discharges at upper gage and in the ditch.

<* Estimated. « Estimated by Kutter's formula.
ARKANSAS RIVER DRAINAGE BASIN. 51

Daily gage height, in feet, of Grape Creek near Canon City, Colo.,for 1907 and 1908.

[S. R. McKissick, observer.]

Day.

1907. 

1. .........

2..........

3.......... 

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

Da:

190 

1. .........

2...... ...

3..........

4. .........

5. .........

6..........

7..........

8. .........

9. .........

10. .........

11..........

12.... .

13..........

14. .........

15. .........

6. .........

17. .........

18. .........

19. .........

20. .........

21..........

22. ....

23..........

24. ......... 

25..........

26..........

27..........

28. .........

39..........

30. .........

31..........

July.

7-

i.

Auj

1 9

1,9

1.9

9, 0

1 9

1 fi

1 fi

1 6

1 6

l.fi

1 fi

l.fi

1 fi

1 fi

Sept.

1.5

1.5

1.5 

1.55

1.7

1.55

1.5

1.5

1.5

1.55

1.55

1.55

1.55

1.5

1.5

Fan.

1.8

1.75

1.9

2.1

2.0

1.9

1.55

1.45

1.6

1.5

1.45

1.7

1.55

1.7

2.0

1.7

1.9

1.7

1.9

1.9

1.8

1.8

1.75

1.7 

1.85

1.9

1.7

1.7

1.55

1.4

1.55

Oct.

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

Peb.6

1.35

1.6

1 95

2.0

1.9

1.7

1.8

1.95

1.8

1.45

1.9 

1.65

1.65

2.0

2.0

Nov.

1.25

1.2 

1.15

1.1

1.25

1.25

1.25

1.25

1.2

1.2

1.4

Mar.

2.0

2.0

2.0

2.1

2.2

2.4

2.1

1.9

1.85

1.9

1.85

e2.35

e2.25

2.3

2.2

2.1

2.1

2.2

2 2

2.2

2.2

2.2

2.2 

2.2

9 9

1.75

1.7

1.6

Dec.

1.3

1.45

1.7

1.5

Apr.

1.6

1.65

1.6

1.6

1.6

1.6

1.55

1.55

1.55

1.65

1.6

1.55

1.55

1.55

1.6

1.6

1.6

1.6

1.6

1.6

1.55 

1.6

1.6

1.55

1.85

Da^

190 

16 ....

18.... 

19

20. ...

91

24....

99

30....

31 ....

May.

1.6

1.6

1.55

2.0

2.05

1.7

1.7

1.7

1.55

1.6

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.45

1.45

1.45

1.5

2.0 

2.0

1.9

1.45

1.45

1.5

1.5

f.

r.

June

1.5

1.5£

1.5E

1.6

1.6

1.6

1.5E

1.5E

1.6

1.6

1.5E

1.5E

1.5E

1.5E

1.5E

1.5E

1.5£ 

1.5E

1.5E

1.5E

1.5£

J uly.

.15

Qc:

L 98

.1

} 0

* 1

* 1

,9

Julj

1 f

1 c

1 f

1 E

1 f

1 f

1 f

1 f

?, r

i f

i t

?, i

i (

i f

i f

i (

i f

i F

l.E

l.E

1 ,f

1 "

1 i

1 -1

A

1

1 

1

1

1

1

1

7.

5

5

I

t

I

1

ug.

6

fi

6 

fi

5

5

5

45

45

5

5

55

45

Av

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1. 

1.

1

1

1

Se]

1

1. 

1.

1.

1

1,

1,

1.

1.

1.

ig4

4

5

5

4

4

3

3

3

5

4

4

3

4

7

45

5

5

5 

5

4

35

35

3

Dt.

tt

tt

55

W

1

tt>

\

W

W

3

3

St

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1 

1

1

1

1

1

1

Oct

1 3

1,3

1.3 

1 3

1 3

i a.

1,3

1 ?.

1.3

1 3

1 3

1.3

1 ?,

1 3

1 3

1 3

>pt.

3

35

3

fi

fi

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

.5 

.5

5

5

7

7

fi

Nov.

1.4

1.3

1.4 

1.45

1.4

1.35

1.2

1.2

1.4

1.4

1.4

1.45

1.4

1.4

Oct.

1.6

1.7

1.5

1.5

1.5

1.9

1.6

1.6

1.6

1 6

1.6

1.6

1.6

1.65

1.65

1.6

1.6

1.7

1.7

1.7

1.65

1.65

1.5

1.65 

1.7

1.55

1.5

1.85

1.5

1.5

1.55

Dec.

1.7

1.65

1.7 

1.6

1.7

1.7

1.85

1.95

1.95

1.85

1.85

1.8

1.8

1.75

1.7

1.6

Nov.

1.6

1.6

1.5

1.55

1.55

1.5

1.5

1.5

1.55

1.6

1.6

1.7

1.8

1.7

1.6

1.5

1.5

1.5

1.8

1.55

1.55

1.85

1.8

1.5 

1.9

1.85

1.8

1.6

1.55

1.9

a Maximum gage height July 28, 1907, was 0.0 feet. 

& Water temporarily diverted from gage February 11-23,1908.

cGage heights for March 12, 13, 14, 1908, probably affected by backwater caused by construction of a 

wing dam by South Canyon Ditch Company to divert water from Grape Creek into South Canyon ditch.

HTJERFANO RIVER NEAR TJNDERCLIFFE, COLO.

This station, which was established July 31, 1908, and discontinued 

December 31, 1908, was located at the Dqyle ranch bridge, on the old 

government road from Pueblo to Trinidad, in the SE. i sec. 11, 

T. 23 S., R. 63 W. 7 and about 4 miles south of Undercliffe post-office.
52 SURFACE WATER SUPPLY, 1907-8.

The records are valuable chiefly because they show the amount of 

water available for storage on the river.

Cucharas River, the most important tributary, enters a few miles 

above the station. There are no important diversions below. In 

all, about 25,000 acres are being irrigated from Cucharas and Huerfano rivers. Excellent storage sites, some of which are now being 

developed, are found on both of these streams.

The datum of the gage remained constant during the period the 

station was in operation. Unfortunately, not enough discharge measurements were taken to form a basis for accurate computations of 

the daily discharge.

The following discharge measurement was made July 31, 1908:

Width, 30 feet; area, 16.5 square feet; gage height, 1.65 feet; discharge, 42.2 secondfeet.

Daily gage height, in feet, of Huerfano River near Underclijfe, Colo.,for 1908. 

JC. T. Vertrees, observer.]

Day.

1. ......

2.......

3.......

4.......

5.J.....

6.......

7.......

8.......

9.......

10. ......

11.......

12.......

13.......

14.......

15.......

Aug.

3.05

1.9

1.5

1.0

2.6

1.2

a 5.0

2.0

1.4

1.2

Sept. . Oct. Nov. Dec.

0.5

.2

.6

.6

.3

.3

.3

Day.

16. ......

17.......

18.......

19. ......

20. ......

21.......

22...:...

23.......

24.......

25. ......

26. ......

27.......

28.......

29.......

30.......

31.......

Aug.

4.4

2.9

2.1

3.5

2.85

3.1

2.25

2.6

2.4

2.0

2.0

Sept. Oct. Nov. Dec.

a Crest height of flood.

NOTE. The stream was dry on those days between August 1 and December 31, for which no gage reading 

is given.

CTJCHARAS RIVER AT WALSENBTJRG, COLO.

This station, which was established May 6, 1907, and abandoned 

November 13, 1908, was located at the steel highway bridge on Main 

street, one-half mile southeast of the court-house at Walsenburg, 

Colo.

The locality is about a mile above the mouth of Bear Creek and 20 

miles above the junction of the Cucharas and Huerfano.

As practically all the normal and low-Water flow of the stream is 

diverted for irrigation above this point, the records are valuable only 

to determine the discharge of the river.

No winter records have been kept, but ice conditions usually prevail for several months. No change was made in the datum of the 

gage during the maintenance of the station.
ARKANSAS RIVER DRAINAGE BASIN. 53

The results obtained here have been very unsatisfactory, because 

of the shifting nature of the channel and the fact that no high-water 

measurements were made.

Discharge measurements of Cucharas River at Walsenburg, Colo., in 1907 and 1908.

Date.

1907. 

March 28. ......

May 6. .........

May 24. ........

July 216. ......

1908.

May 29. ........

June 29.........

Hydrographer.

C. L. ChatfiekL... . .................................

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

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

C. L. Chatfield. .....................................

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

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

Width.

Feet. 

14

39

40

37

6

43

9

Area of 

section.

Sq.ft. 

3.8

37.0

62.0

29.0

2.5

42.0

.6

Gage 

height.

Feet, 

(a)

2.30

2.50

1.45

.55

1.20

.75

.69

Discharge.

Sec.-ft. 

4.2

132

271

62.0

4.5

78.0

cl.O

e.8

c.8

c.5

No gage established. i- Float measurement, 50 feet downstream. Estimated.

Daily gage height, in feet, of Cucharas River at Walsenburg, Colo., for 1907 and 1908.

[Bolden Harrison, obse rver.]

Day.

1907. 

1....

2....

3.... 

4.... 

5....

6.... 

7....

8....

10....

11.... 

12.... 

11

14....

15....

16....

17....

18....

19....

20....

21....

22....

00

24....

25....

26....

27....

28....

29....

30....

31....

May.

2.30 

2.34 

2.36

2 Oft

2.34

2.35 

2.40

2.39

2.31

2.29

2.38

2.42

2.53

2.48

2.56

2.56

2.54

2.44

2.30

2.14

2.30

1.98

1.99

2.38

2.45

June.

2.57

2.78

3.08 

3.15 

9 on

2.65 

2.42 

2.28

2.19

2.40

1.81 

1.68 

1.56

1.52

1.40

1.32

1.38

1.62

1.52

1.56

1.48

1.42

1.42

1.40

1.38

1.18

1.25

1.20

1.02

.58

July.

0 59

.48

.66 

.62 

.60

.62 

.54 

.56

.64

.60

.51 

.60

.58

fi9

.65

89

.81

.44

.66

.56

.50

88

.58

1.70

1.11

1.18

.96

.94

1.04

Aug.

1.18

1.18

1.42 

1.31

1 3ft

1.28 

1.22 

1.20

QQ

.86 

.85

94

.86

.81

84

.84

1.18

1.48

1.55

1 60

1.65

1.04

.89

.83

1.11

Sept.

1.11

1.18 

1.16 

1.18

1.18 

1.21 

1.29

1.23

1.26

1.32 

1.47 

1.46

1.40

1,36

1.46

1.32

1.44

1.38

1.31

1.26

1.20

1.28

1.27

1.22

1.20

1.20

1.16

Oct. Nov.

1.05

1.05

1.13

1.10

1.10 

1.14 

1.12

1.10

1.16

1.12

Day. 1

1908. 

1....

9

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....

^ay.

0 75

85

8

8

85

8

8

.7

.7

June.

0.7

.65

.7 

.8 

1.0

1.1 

1.1 

1.55

1.25

.95

.85 

.8 

.8

.85

.95

1.6

1.1

1.15

1.75

.95

.9

.85

9

9

.85

.8

.7

July.

0.7

.75

.7

'l.2 " 

1.0

1.15

1.1

1.0

.95

.9

.9

.9

.8

.8

.79

.75

.85

.8

.8

.8

.8

Aug.

0 85

9

9 

8

7

8 

75 

69

6

::::::

.75

3.8

3.2

2.6

2.0

2.2

1.55

1.65

1.6

1.85

1 9

1.55

1.5

1.55

1.5

1.4

1.45

Sept.

1.4

1.35

1.3 

1.2 

1.1

Oct.

1.0

1.05 

1.15 

1.1

1.15

1.2

1.2

1.15

1.1

1.15

1.25

1.25

1.15

1.1

Nov.

NOTE. Stream dry October 1-31 and November 4-9, 1907. 

cause gage chain was stolen. Stream was dry on days in period J 

not read.

Gage heights May 24-29, 1908, missing beune 27-November 13,1908, when gage was
54 SURFACE WATER SUPPLY, 1907-8.

PURGATORY RIVER DRAINAGE BASIN. 

DESCRIPTION.

Purgatory River, a the principal tributary of Arkansas River in 

Colorado, rises in the Culebra Mountains and flows northeastward 

across the plains for a distance of 165 miles. In the spring the channel carries a moderate volume of water, but as summer approaches 

this is greatly diminished by irrigation and natural conditions until 

the channel is practically dry. The volume of water contributed to 

the Arkansas is so small that it has no appreciable effect on the discharge of that river except at times of excessive rainfall, when it may 

discharge a large volume for a short time.

The drainage basin of Purgatory River is long and narrow. The 

total area is 3,400 square miles. The 742 square miles lying above 

Trinidad are mountainous and the surface is much broken by stream 

channels, which are normally dry. The lower basin is foothill country, merging into rough plains farther east. Drainage lines are well 

defined throughout part of the area. For 60 miles of its length, commencing 25 miles below Trinidad, Purgatory River flows in a deep 

canyon. Many small tributary canyons enter at various angles to the 

main channel.

In the mountainous portion the Weather Bureau records at Clearview for fifteen years give a mean annual rainfall of 23 inches; at 

Trinidad, ten years' record, 17 inches. The plains drainage has 

approximately a mean annual precipitation of 12 inches.

No storage is practiced on this stream, though investigations are 

being made by a corporation with the purpose of constructing a large 

storage reservoir for use in irrigation. No power has been developed, 

and because of the abundance of coal in the vicinity of Trinidad it is 

doubtful if power development would be feasible, even under very 

favorable circumstances.

The basin contains about 100 square miles of merchantable timber 

land and a small amount of woodland, all of which is included in the 

Las Animas National Forest.

Some 20,000 acres of land is now being irrigated along Purgatory 

River.

a This stream is often termed Las Animas, especially along its lower course, and sometimes it is called 

Picket Wire.
ARKANSAS RIVER DRAINAGE BASIN. 55

PURGATORY RIVER NEAR TRINIDAD, COLO.

This station has been maintained at the Animas Street Bridge, 

Trinidad, Colo., from May 1, 1896, to July 31, 1899; from August 25, 

1905, to December 31, 1905; from November 7, 1906, to March 10, 

1907; and from October 14, 1907, to date.

The records furnish information as to flood discharge and are 

valuable also for irrigation projects.

The South Fork joins the upper Purgatory about 14 miles above 

Trinidad. Chaquaqua River, the first important tributary below, 

enters about 60 miles below Trinidad. Considerable water is being 

diverted for irrigation above the station and some below. No power 

has yet been developed from this stream.

The flow at this point is affected to some extent by ice conditions, 

though the winter discharge is usually small.

The datum of the present gage, which has been used since August 

25, 1905, is 1.70 feet below the datum of the old rod gage formerly 

used.

Low-water measurements are usually t£,ken by wading, but conditions for taking measurements at higher stages are not favorable. 

The stream bed is shifting in character.

Discharge measurements of Purgatory River near Trinidad, Colo., in 1907 and 1908.

Date.

1907.

October 14.. ...

1908. 

March 25o.....

May 29o.......

June29o.......

July 17o.......

October 26o....

November 25 o .

Hydrographer.

L. D. Bull. ...................................

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

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

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

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

W. B. Freeman ..............................

J. B. Stewart. ................................

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

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

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

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

Width.

Feet. 

30

27

28

29

29

30

25

29

30.5

70

26.6

28.6

Area of 

section.

Sq.ft. 

16

13

15

17

14

25.5

13

19.5

25

84.2

17.6

17

Gage 

height.

Feet. 

4.15

4.02

4.10

4.20

4.05

3.17

3.15

3.25

3.37

4.55

4.25

4.18

Discharge.

Sec.-ft. 

19

14

18

24

 17

37

17

31

41

162

29.4

23

o Made by wading.
56 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Purgatory River near Trinidad, Colo.,for 1907 and 1908.

[H. D. Albertson, observer.]

Day.

1907. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

1908. 

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

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

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

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

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

6..:............

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

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

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

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

11. ....... .. 

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

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

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

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

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

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

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

19

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

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

22. ...... ..

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

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

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

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

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

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

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

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

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

Jan.

4.00

4.22

4.26

4.15

4.18

4.15

4.15

3.98

4.05

3.98

4.05

3.98

4.15

4.00

4.15

4.08

4.10

4.12

4.10

A. IS

4.12

4.10

4.10

4.10

4.10

3.90

4.10

3.90

4.20

4.08

4.00

.......

Feb.

4.00

4.02

4.00

4.00

4.05

4.02

4.02

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

3.98

3.98

3.98

3.92

3.92

3.95

3.95

3.95

4.00

4.00

4.00

Mar.

4 00

3.95

4.00

4.02

4.00

4.02

4.00

4.00

4.00

-------

3.2

3.2 

3.2 

3.2

3.2

3.2

3.15

3.2

3.2

3 9

3.15

3.2

3.2

3.2

3.25

3.15 

3.1

3.1

3.05

3.05

3.05 

3.0

Apr.

3 A

3.0

3.0

3.0 

3.0

3.0

2.95

2.85

2.8

3.3

3.4 

3.35 

3.35

3.2

3.15

3.25

3.3

3.4

3.45

3.35

3.3

3

QC

3.3

3.3 

3.5

3.5 

3.45

3.5

3.4

May.

3 Or

3.35

3.35

3.5 

3.55

3.55

3.5

3.35

3.35

3.35

3.5 

3.45 

3.4

3.3

3.3

3.3

3.3

3.25

3

0

3.2

3.4

3.35

3.65

3.7

3.75 

3.5

3.45 

3.45

3.2

3.15 

3.1

June.

3 1

3.2

3.2

3.25 

3.3

3.35

3.35

3.35

3.35

3.4

3.4 

3.45 

3.55

3.6

3.7

°. 7

3.6

3.5

3

C

3.35

3.3

3.2

3.1

3.1

3.15 

3.4

3.3 

3.3

3.3

3.3

July.

3.3

3.5

3.75

3.7 

3.5

3.6

3.3

3.25

3.2

3.2

3.6 

4.6 

4.65

4.85

4.6

4.8

4.5

4.6

4.4

4.4

4.8

4.6

4.5

6.5

4.8 

4.65

4.6 

4.55

4.5

6.3 

6.2

Aug.

5.25

4.85

4.65 

4.6

4.55

4.55

4.6

4.5

4.5

4.6 

4.6 

4.6

4.6

4.5

5.4

4.95

4.95

5.5

.5.65

5.05

7.15

5.1

4.9

4.8 

4.75

5.7 

4.7

4.6

4.6 

4.5

Sept.

4.5

4.5

4.5

4.5 

4.45

4.4

4.4

4.3

4.3

4.3

4.3 

4.3 

4.25

4.25

4.3

4.3

4.3

4.3

A 9

4.2

4.2

4.2

4.15

4.1

4.1

4.3

4.35 

4.35

4.3

4.3

Oct.

3.15

3.15

3.15

3.12

3.15

3.15

3.15

3.15

3.15

3.00

3.00

3.95

3.35

3.18

3.18

3.18

3.15

3.20

4.2

4.2

4.15

4.15 

4.2

4.2

4.2

4.2

4.2

4.2

4.2 

4.2 

4.2

4.2

4.15

4.15

4.15

4.45

A QE

4.3

4.3

4.35

4.3

4.3

4.25 

4.3

4.2 

4.2

4.2

4.1 

4.1

Nov.

3.15

3.20

3.20

3.12

3.10

3.10

3.10

3.10

3.10

3.10

3.25

3.20

3.08

3.22

3.22

3.30

3.30

3.22

3.20

3.12

3.20

3.18

3.08

3.25

3.18

3.18

3.18

3.18

3.15

3.15

4.1

4.1

4.0

3.9 

3.9

3.9

3.9

3.9

3.9

3.95

3.95 

4.1 

4.05

4.05

4.05

4.05

4.05

4.05

4.1

4.05

4.05

4.1

4.15

4.2

4.2 

4.2

4.2 

4.2

4.2

4.0

Dec.

3.22

3.18

3.22

3.20

3.20

3.30

3.28

3.25

3.10

3.18

3.18

3.25

3.15

3.10

3.10

2.92

3.20

3.20

3.10

3.18

3.20

3.25

3.20

3.20

3.30

3.40

3.15

3.25

3.25

3.20

3.20
AKKANSAS KIVEE DRAINAGE BASIN. 57

Daily discharge, in second-feet, of Purgatory River near Trinidad, Colo.,for 1907 and 1908.

Day.

1907. 

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

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

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

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

7.--..........-.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

1908. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

i\... ............

22.......:.......

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

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

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

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

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

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

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

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

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

Jan.

13

30

35

22

25

22

22

12

15

12

15

12

22

13

22

17

18

20

18

25

20

18

18

18

18

9

18

9

27

17

13

Feb.

13

14

13

13

15

14

14

13

13

13

13

13

13

13

13

13

12

12

12

10

10

11

11

12

11

13

13

13

Mar.

13

11

13

14

13

14

13

13

13

13

23

23

23

23

23

23

17

23

23

23

17

23

23

23

31

17

13

13

10

. 10

10

8

Apr.

8

8

8

8

8

8

6

5

4

37

54

45

45

23

17

31

37

45

54

64

45

45

37

37

75

75

64

75

54

May.

45

45

45

75

87

87

75

45

45

45

75

64

54

37

37

37

31

37

23

54

45

115

130

148

75

64

64

23

17

13

June.

13

23

23

31

37

45

42

42

42

50

50

60

82

95

122

122

95

70

70

42

34

20

10

10

13

45

30

30

30

30

July.

30

40

94

80

40

38

8

6

5

5

20

350

320

430

240

340

140

180

110

110

275

ISO

140

1,500

270

185

165

144

126

1,350

1,240

Aug.

500

280

255

184

164

144

144

164

126

126

164

164

164

164

126

600

300

300

630

730

355

2,600

380

280

230

208

780

184

144

144

110

Sept.

110

110

110

110

96

84

84

50

50

50

50

50

40

40

50

50

50

50

32

32

32

32

26

20

20

50

60

60

50

50

Oct.

35

35

35

31

35

35

35

35

35

19

19

315

76

39

39

39

35

42

22

22

17

17

22

22

22

22

22

22

22

22

22

22

17

17

17

63

36

36

44

36

36

29

36

22

22

22

13

13

Nov.

35

42

42

31

28

28

28

28

28

28

52

42

26

46

46

62

62

46

42

31

42

39

26

52

39

39

39

39

35

35

13

13

7

4

4

4

4

4

4

5

5

. 13

10

10

10

10

10

10

14

11

11

14

18

24

24

24

24

24

24

8

Dec.

46

39

46

42

42

62

58

52

28

39

39

52

35

28

28

14

42

42

28

39

42

52

42

42

62

90

.35

76

76

42

42

NOTE. These discharges were obtained by the indirect method for shifting channels.
58 SURFACE WATER SUPPLY, 1901-8.

Monthly discharge of Purgatory River near Trinidad, Colo.,for 1907 and 1908. 

[Drainage area, 742 square miles.]

Month.

1907.

March 1-10. ................................................

October 14-31 ..............................................

1908. 

March 10-31. ...............................................

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

Discharge in second-feet.

Maximum.

35 

15 

14 

315 

62 

90

31 

75 

148 

122 

1,500 

2,600 

110 

63 

24

Minimum.

9 

10 

11 

19 

26 

14

8 

4 

13 

10 

5 

110 

20 

13 

4

Mean.

18.6 

12.6 

13.0 

51.7 

38.6 

43.7

19.2 

35.3 

57.2 

46.9 

263 

350 

56.6 

25.8 

12.0

Run-off 

(total in 

acre-feet).

1,140 

700 

258 

1,850 

2,300 

2,690

8,940

838 

2,100 

3,520 

2,790 

16,200 

21,500 

3,370 

1,590 

714

52,600

NOTE. Owing to the shifting nature of the stream bed at this station the above values are at best only 

approximate.

PURGATORY RIVER NEAR ALFALFA (CANYON ENTRANCE), COLO.

This station, which was established March 23, 1905, and abandoned September 30, 1907, was located one-eighth of a mile below the 

canyon entrance, 4 miles east of Alfalfa post-office, and about 25 

miles east of Trinidad, in T. 32 S., R. 60 W.

The station was maintained primarily to determine the amount of 

water available for storage at a reservoir site in that vicinity. No 

important tributaries enter for several miles above and below the 

station. The drainage area is about 1,300 square miles. Considerable water is used for irrigation along Purgatory River both above and 

below this station, some 20,000 acres being irrigated. Storage is 

essential for the irrigation of an additional acreage, and some of the 

many reservoir sites will eventually be developed.

No change has been made in the gage datum since the station was 

established. Gage heights during the winter months are somewhat 

affected by ice conditions, though the winter discharge is usually 

small. As the bed of the stream is of shifting character it is difficult 

to estimate accurately the daily discharge unjess very frequent 

measurements are made.
ARKANSAS RIVER DRAINAGE BASIN. 59 

Discharge measurements of Purgatory River near Alfalfa, Colo., in 1907.

Date.

1907.

March 24. ......

April 22. .......

May 3, .........

May 10.........

July 16. ........

July 17. ........

July 21. ........

July 27. ........

September 9 a..

Hydrographer.

L. D. Bull.. ........................................

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Width.

Feet. 

22

3

14

24

27

26

29

14

97

28

46

75

30

30

32

25

22

Area of 

section.

Sq.ft.

7.8

.55

2.10

14

35

26

36

9

215

21

73

101

24

38

44

8.4

2.7

Gage 

height.

Feet. 

2.15

1.75

1.80

2.60

3.17

2.55

3.40

2.40

7.15

2.98

4.65

5.70

3.25

3.80

4.05

2.90

2.75

Discharge.

Sec.-ft. 

5.6

.3

.6

20

96

48

169

13

1,040

40

320

530

49

121

190

8.6

4.8

a Wading measurement.

Daily gage height, in feet, of Purgatory River near Alfalfa, Colo., for 1907. 

[Leigh D. Bull, observer.]

Day.

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

2....

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

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

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

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

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

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

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

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

11.......

12.......

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

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

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

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

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

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

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

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

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

22....

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

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

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

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

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

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

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

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

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

Mar.

2.0

2.0

1.95

1 Qt;

1.95

2.1

2.15

2.15

2.15

2.1

2.1

2.02

1 85

1.75

1.75

1.7

1.7

1.7

1.7

1.7

1.7

1.7

Apr.

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

1.75

1 O

i a

1.9

2.02

9 ft

2.59

2.55

2.65

2.6

2.6

2.65

2.52

2.58

May.

2.55

3.15

3.12

2.9

2.9

2.75

2.65

2.6

2.6

2.58

2.58

2.45

o 7c

1 74

3.69

4.74

4.01

3.58

4.44

3.82

3.4

3.4

3.4

3.4

3 A

3.4

3.4

3.18

3.1

8.14

7.99

June.

5.0

4.3

4.2

4.1

10.0

5.65

5.0

4.2

4.0

3.9

3

7C

3.6

3.4

3.3

3

TC

3.55

3.45

3.5

' 3.5

3.4

3.3

3.2

3

0

3.1

3.0

2.7

2.1

3.1

July.

2.7

3.65

3.4

2.7

. 2.7

2.6

2.5

3.6

2.75

2.6

2.5

2.5

2.4

2.4

2.4

6 9

4.5

3.6

3.18

2.95

3.5

3.52

3.95

3

1 C

8.27

4.8

5.32

4.6

4.2

4.05

Aug.

4.35

4.4

4.98

5.48

4.3

4.1

3.9

4.0

3.6

3.4

3.3

3.2

5.0

3.5

3.4

3.35

3.3

3.2

3.7

3.95

3.5

4.85

3.3

3.1

2.98

3.08

4.3

3.85

6.0

3.6

Sept.

3.3

3.25

3.2

3.1

3.1

3.0

3.0

2.95

2.9

2.85

2.8

2.8

2.75

2.75

2.75

2.95

2.85

2.85

2.85

2.85

2.8

2.75

. 2.8

2.8

2

0

2

0

2.8

2.8

2.8

2.8
60 SURFACE WATER SUPPLY, 1907-8.

Daily discharge, in second-feet, of Purgatory River near Alfalfa, Colo.,for 1907.

Day.

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

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

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

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

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

6. .............................. .....'........

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

51

Mar.

2

2

2

2

2

6

,6

6

4

4

3

1

0

0

0

0

0

0

0

0

0

Apr.

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0.5

.5

1

3

27

27

23

30

27

27

30

30

22

25

May.

23

92

87

66

70

57

50

50

53

51

51

40

70

237

218

418

277

198

362

242

163

163

163

163

163

163

163

127

' 113

1,560

1,470

June.

470

330

310

290

275

2,900

507

465

375

305

265

248

220

194

160

143

218

184

168

175

175

160

143

127

143

110

94

50

5

110

July.

50

202

160

50

50

37

28

190

52

35

25

25

20

14

14

14

915

325

147

80

38

117

123

191

63

1,650

350

455

311

230

209

Aug.

264

273

382

485

235

191

152

171

97

65

52

40

383

80

65

59

52

40

115

161

80

361

52

28

17

27

235

370

142

600

97

Sept.

52

46

40

28

28

18

18

14

11

8

6

6

4

4

4

14

8

8

8

8

6

4

6

6

6

6

6

6

6

6

NOTE. These discharges were obtained by the indirect method for shifting channels.

Monthly discharge of Purgatory River near Alfalfa, Colo.,for 1907.

Month.

March 10-31 .........................................

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

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

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

Discharge in second-feet.

Maximum.

6 

30 

1,560 

2,900 

1,650 

600 

52

Minimum.

0 

0 

23 

5 

14 

17 

4

Mean.

2.0 

9.1 

230 

311 

199 

173 

13.0

Run-off 

(total in 

acre-feet).

87 

542 

14,100 

18,500 

12,200 

10,600 

774

56,800

Accuracy.

D. 

C. 

C. 

D. 

C. 

B. 

C.

CIMARRON (DRY) RIVER DRAINAGE BASIN. 

DESCRIPTION.

Cimarron River rises in the Raton Mountains, in Colfax County, 

N. Mex., at an elevation of nearly 7,000 feet, and flows eastward, across Beaver County, in Oklahoma, then across the southwest 

corner of Kansas, entering Oklahoma again in Woodward County and 

following a southeasterly course to its junction with Arkansas River.

This river is usually called the Dry Cimarron in New Mexico and 

should not be confused with the Cimarron River that rises in the 

Cimarron Range and is a headwater tributary of Canadian River.
ARKANSAS EIVER DRAINAGE BASIN. 61

The basin of the Dry Cimarron lies between the Arkansas and 

North River basins and is within the arid belt. East and west it 

measures from the source of the stream to its mouth, about 450 miles, 

its extreme width is not more than 50 miles, and its area is 5,200 

square miles.

In the upper part of its course the Dry Cimarron is an intermittent stream, receiving little water from melting snows, flowing 

through a mountainous region whose precipitous, rocky slopes favor 

rapid run-off and being subject to disastrous floods, such as that of 

August 28, 1908, in the vicinity of Folsom, N. Mex. In this portion 

it has no important tributaries. Farther down the bottoms are 

sandy and porous and the soil is generally a black loam covered with 

buffalo grass. Considerable timber is found along all the stream 

courses of this basin in New Mexico and northwestern Oklahoma, but 

very little in Kansas.

The annual rainfall ranges from 10 to 15 inches in New Mexico 

and the western part of Beaver County, Okla., to 28 niches in the 

eastern part of Woodward County, Okla., and to 35 inches or more at 

the mouth of the stream.

Gaging stations have been maintained in this basin as follows:

Cimarron River near Arkalon, Kans., 1895-96, 1903-1905. 

Cimarron River near Kenton, Okla., 1904-5. 

Cimarron River near Garrett, Okla., 1905-1907. 

Cimarrqn River near Waynoka, Okla., 1903-1905.

CIMARRON RIVER NEAR GARRETT, OKLA.

This station, which was established May 8, 1905, to obtain data for 

use in connection with the Garrett project of the United States Reclamation Service, was located at Strong's ranch, about 3 miles west of 

Garrett, Okla., 20 miles east of Kenton, and 50 miles by stage from 

Clayton, N. Mex., the nearest railroad station. The station was 

abandoned September 30, 1907.

The locality is below .the mouth of North Carriso and South Carriso creeks and 1 mile below the site of the proposed dam for a storage reservoir. The dam. site is in the SW. J sec. 9, T. 5 N., R. 4 E., 

Cimarron meridian. The reservoir, with a dam 80 feet high, will 

have a capacity of 58,000 acre-feet. The project covers about 30,000 

acres of land.

Very little irrigation is practiced on this stream above the station.

The drainage area at the station is about 2,100 square miles.

The datum of the gage remained constant while the station was in 

operation.
62 SUEFACE WATER SUPPLY, 1907-8.

Daily gage height, infect, of Cimarron River near Garrett, Okla.,for 1907. 

[R. L. Strong, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

15...... i... ...........................

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

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

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

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

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

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

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

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

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

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

26.........:..........................

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

28.................................... 99

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

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

Jan.

0.95

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

.95

QE

.95

.95

QK

^95

.95

.95

9

g

Feb.

0.9

.9

.9

.9

.9

.9

.9

.9

.9

.9

.9

.9

.9

.9

.9

.9

.9

.9

.9

g

.9

g

g

.9

.9

.85

.8

.75

Mar.

' 0.8

.8

.75

.7

.7

.65

.6

.55

.55

.55

.5

.5

.5

.4

.4

.35

.3

.3

.35

.35

.35

.35

.3

.3

.3

.3

.3

.3

.3

.3

.3

Apr.

0.3

.3

.3

.3

.35

.35

.35

.35

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.4

.6

.7

.7

.7

.6

.55

.5

.5

.5

.6

.65

May.

0.7

.7

.65

.65

.65

.65

.65

.7

.75

.75

.75

.75

.9

.8

.75

.75

.7

.6

.6

.55

.55

.55

.45

.45

.45

.45

.4

.4

3 A

1.2

1.0

June.

0.9

.9

.9

.9

.85

.8

.75

1.5

.85

.85

.8

.8

.8

.75

.7

.66

.65

.6

.55

.55

.55

.55

.55

.5

.5

.5.5'

.5

.5

.5

July.

3.3

1.4

3.3

1.5

1.3

1.0

1.0

.95

.75

.6

2.0

.95

3.42

1.3

1.0

.7

1.8

2.75

6.2

2.0

1.0

1.0

1.0

1.0

1.0

1.1

1.42

1.9

2.0

1.8

1.75

Aug.

1.0

1.1

4.2

3.0

4.5

1.0

.95

.95

.9

.9

.9

Rating table for Cimarron River near Garrett, Okla.,for 1906 and 1907.

Gage 

height.

Feet.

0.30

.40

.50

.60

.70

.80

.90

1.00

1.10

1.20

1.30

1.40

1.50

Discharge.

Sec-ft.

0.5

2.5

4.8

7.5

10.5

14

19

24

30

38

47

57

68

Gage 

height.

Feet.

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

Discharge.

Sec.-ft.

79

90

102

114

126

139

152

166

180

195

211

228

Gage 

height.

Feet.

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

Discharge.

Sec.-ft.

245

262

280

298

316

334

353

372

392

413

434

456

Gage 

height.

Feet.

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

6.20

Discharge.

Sec.-ft.

478

524

571

619

669

720

780

840

900

960

1,020

1,100

NOTE. The above table is not applicable for ice or obstructed-channel conditions, 

discharge measurements made during 1906 and is well denned.

It is based on
ARKANSAS RIVER DRAINAGE BASIN. 

Monthly discharge of Cimarron River near Garrett, Okla.,for 1907.

63

Month.

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

August 1-11 .........................................

Discharge in second-feet.

Maximum.

24 

19 

14 

10,5 

353 

68 

1,100 

595

Minimum.

19 

12 

.5 

.5 

2.5 

4.8 

7.5 

19

Mean.

22.9 

18.5 

4.15 

3.30 

21.3 

12.4 

120 

143

Run-off 

(total in 

acre-1'eet).

1,410 

1,030 

_ 255 

196 

1,310 

738 

7,380 

3,120

15,400

Accuracy.

A. 

A. 

B. 

B. 

A. 

A. 

A. 

A.

CANADIAN RIVER DRAINAGE BASIN.

DESCRIPTION.

Canadian River (frequently called Red River in New Mexico) rises 

in the Cimarron Mountains in Coif ax County, N. Mex., flows southward across Mora and San Miguel counties, then turns and flows eastward across northern Texas and through Oklahoma, uniting with 

Arkansas River about 80 miles above Fort Smith, Ark. The total 

length of the river from Raton Pass, N. Mex., to the mouth is about 

750 miles. Altitudes within the basin ra:ige from about 9,000 feet at 

the-head to 460 feet at the mouth. Some of the highest peaks in the 

Cimarron Range are more than 12,000 feet in elevation.

Cimarron, Mora, and Sapello rivers, and Ute Creek, all in New 

Mexico, are the principal perennial tributaries, but many of the 

intermittent tributaries, such as the Sweetwater, carry large quantities 

of flood water. The total drainage of the river in New Mexico is 

about 13,000 square miles. The North Fork of the Cimarron (frequently called Beaver Creek at its head) is the most important of the 

lower tributaries. Its drainage area lies just south of the Cimarron 

(Dry). Along the headwaters of the Canadian in New Mexico is a 

considerable area of timber land and woodland, and the drainage area 

in eastern Oklahoma is also wooded. The remainder of the area in 

New Mexico, Texas, and Oklahoma consists of dry plains.

The annual precipitation varies from 20 inches or more in the 

mountainous sections to 12 inches or less on the plains of New Mexico 

and Texas; in Oklahoma the range is from 20 inches in the western 

part to 35 inches near the mouth of the stream. Except along the 

lower course the run-off is very uncertain and the river bed is frequently dry for long periods; at other times it carries very disastrous 

floods. The winters along this stream are mild and the stream flow 

is rarely affected by ice conditions, except at the higher altitudes.

Many tracts of land are irrigated along the upper Canadian and 

tributaries, although the aggregate area is only a few thousand acres; 

the number and acreage of these tracts are, however, rapidly being
64 SUEFACE WATER SUPPLY, 1907-8.

increased. Good storage sites are afforded by a number of natural 

lakes and basins, and reservoirs will eventually be constructed on the 

Cimarron, Vermejo, Ute Creek, Sapello, Mora, and other tributaries, 

which will provide for the irrigation of hundreds of thousands of acres.

Owing to the intermittent character of the stream, opportunities 

for water-power development are not very good except on the upper 

reaches of the mountain streams, but these opportunities will be 

somewhat increased by storage reservoirs. It may eventually be 

possible to develop commercially over 25,000 horsepower in New 

Mexico. At present no important water-power plants are in 

operation.

The following list gives the gaging stations which have been 

maintained in the Canadian River basin:

Canadian River near Logan, N. Mex., 1904-5. 

. Canadian River at Calvin, Okla., 1904-1908. 

Cimarron River at Ute Park, N. Mex., 1907-8. 

Cimarron River at Springer, N. Mex., 1907-8. 

Rayado River near Springer, N. Mex., 1907-8. 

Mora River at La Ctieva, N. Mex., 1903-1908. 

Mora River near Weber, N. Mex., 1903-4. 

Mora River near Watrous, N. Mex., 1894-1896. 

Sapello River at Sapello, N. Mex., 1903-4. 

Sapello River at Los Alamos, N. Mex., 1903-1908. 

Manuelitos River near Sapello, N. Mex., 1903-4. 

Ute Creek near Logan, N. Mex., 1904-1906. 

Beaver Creek at Beaver, Okla., 1904-5.

North Fork of Canadian River near Woodward, Okla., 1903-1906. 

North Fork of Canadian River near El Reno, Okla., 1902-1908. 

North Fork of Canadian River near Oklahoma, Okla., 1899. 

North Fork of Canadian River near Eufaula, Okla., 1899.

CANADIAN RIVER AT CALVI-N, OKLA.

This station, which was established in 1904 by the United States 

Weather Bureau, primarily to obtain flood data, is located at the 

railroad bridge about one-fourth mile west of Calvin, Okla. The 

bridge has a total length of 835 feet, with a trestle approach of 30 

feet on the left bank. Neither bank overflows beyojid the limits of 

the bridge and trestle approach. The bed of the stream is composed 

of clean sand and is shifting.

Gage heights for 1907 and 1908 have been furnished by Thomas W. 

Purcell, the observer for the Weather Bureau.

Discharge measurements of Canadian River at Calvin, Okla., in 1907.

Date.

February 12....

March 13.......

April 13........

Hydrographer.

W. A. Laub.. ......................................

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

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

Width.

Feet. 

408

299

, 325

Area of 

section.

Sq.ft. 

618

607

Gage 

height.

Feet. 

3.00

3.35

2.75

Discharge.

Sec.-ft. 

1,020

1,900

799
ARKANSAS RIVER DRAINAGE BASIN. 65

Daily gage height, in feet, of Canadian River at Calvin, Okla.,for 1907 and 1908. 

[Thomas Purcell, observer.]

Day.

1907. 

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

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

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

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

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

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

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

8......:........

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

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

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

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

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

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

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

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

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

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

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

20:..............

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

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

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

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

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

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

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

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

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

30

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

1908. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

3.0

3.1

3.6

3.7

3.5

3.3

3.3

3.2

3.1

3.2

3.1

3.0

3.0

3.2

3.2

3.1

3.1

3.7

3.5

3.5

3.2

3.2

2.9

2.8

3.0 

3.2

3.0

3.0

3.0

3 A

2.9 

3.5

3.4

3

0

4.0

4.2

4.3

4.2

4.0

3.8

3.7

3.6

3.5

3.5

3.5

3.4

3.3

(a)

3.2

3.2

3.0

3 A

3.2

3.2

3.1

3.1

3.0

3.0 

3.0

2.9

3.0

3.1

Feb.

2.9

2.8

2.8

2.7

3.2

2

0

2.8

2.7

2.8

2.7

2.7

2.7

3.0

3.0

2.9

 2.9

2.9

2.9

3.4

3.7

3.2

3.0

3.0

2.9

3.6 

3.4

3.4

3.2

3.1

3.0

s n

3.0

3.0

3.0

3.0

3.0

3.2

3.2

3.2

4.2

3.8

4.5

4.1

4.0

3.8

3.7

3.7

3.7

4.2

3.9

3.5

3.4

4.9

4.6

4.2 

4.1

4.0

.......

Mar.

3

1

3.5

3.4

3.5

3.0

3 A

3.1

2.9

2.9

9 Q

2.8

2.S

2.S

2.7

2.7

2.6

2.4

2.8

3.0

9 ft

2 8

2.8

3.0

3.0 

3.3

3.S

3.6

3.6

n -

3.6 

3.9

3

Q

3 7

3.7

3.fi

3.5

3.5

3.5

3.9

3.8

3.6

3.5

3

K

3.6

3.5

3.5

3 q

3.2

,J

3.1

3.1

3

1

q A

3.0

3.0 

2.9

3.0

3.1

3.2

Apr.

2.2

2.3

2.4

2.3

2.9

3.8

3.5

3.3

2.9

2.6

2.4

2.9

2.8

2.5

2.3

2.2

2.2

2.1

2.1

2.1

2.1

2.0

2.2

2.2

2.4 

2.2

2.4

2.3

2.3

2.7

3.3

3.3

3.3

3.2

3.6

3.6

3.6

3.7

4.2

5.9

5.6

5.1

4.6

4.6

4.7

4.5

4.5

4.6

4.5

4.7

4

Q

4.8

5.4

6.0

5.4

5.5

5.3 

4.9

4.6

4.5

May.

4.0

3.2

3.5

3.0

2.9

3.0

4.1

3.7

3.7

3.5

3.2

3.3

3.0

2.9

2.6

3.0

2.9

3.0

3 n

2.7

2.6

2

C

2.1

3.0

3.3

3 7

3.5

4 9

4.0

4.1

4

0

4.0

4.1

4.0

4.2

3.8

q e

3.4

3.8

o 7

3.5

4.2

6.1

4.8

4.7

4.4

4.2

3 Q

3.8

3.6

3 7

7 ^

17.2

9 2

7.3

6.9

5 0

c A

4.5

3.7

June.

4.0

3.7

3.4

3.4

3.4

3.2

3.2

3.4

3.3

3.3

5.4

4.0

3.8

4.0

3.8

3.4

3.1

2.9

2 9

3.6

3.2

5 A

4.8

4.0 

4.5

4.0

5.4

5.3

^ 1

4.2

5.6

7.4

6.4

7.6

6.5

4.8

11.4

7.2

11.8

9 9

7.3

6.4

C C

5.4

8 A

8

0

5.6

5.0

4

K

3

0

4.1

4.2

3 7

3.6

3.9

3.4

3 Q

3.6

3.7

July.

4 9

4.5

4.0

3.7

3.7

3.7

3.8

3.9

3.8

4.3

4.0

4.1

3.7

3.5

3.5

3.4

3.2

3.0

9 n

2.8

3.6

3

C

3

0

3.2

3.5 

3.3

3.1

2.9

3

n

9 S

2 9 

4.0

4.0

4 9

4.7

4 9

4.0

3.8

3

C

4

C

4.1

3 a

3.4

3

0

3 9

3 A

3.0

2 Q

9 Q

3.0

3 A

3 7

3

0

3 A

3 1

3

1

3 A

3.1

3

C

3 a

3.9

3.4

Aug.

9 ^

2.5

2.5

2.9

2.9

3.1

4.3

3.9

3.6

3.9

3.8

3.8

3.4

3.2

3.3

2.9

2.7

2.5

2.4

2.4

2.2

2.1

2.3

2.0 

1.9

5.8

4.8

4.4

3 A

3.5

3

C

3.1

0 A

2 Q

3 A

2.8

2.8

9 7

9 7

3.1

3

1

2

0

2

0

9 Q

i n

9 Q

9 Q

9 S

4.0

3

0

3

Q

4.1

d. 9

3 7

3

n

3 Q

3.4 

4.4

4.0

3.8

3.8

Sept.

3.3

3.2

2.9

2.8

2.8

2.9

2.6

2.5

2.9

3.5

3.2

3.4

3.1

3.5

3.5

3.1

3.2

3.0

3.6

2.7

2 Q

9 7

2.5

2.3

2.0 

2.0

1.8

1.7

1.7

1.7

3.8

3 s

4.0

3

0

3.7

4.2

4

0.

q Q

Q -T

1 ^

3.3

3

0

3

K

3.8

3.2

1 9

3

1

3 7

3 7

^ ^

3 A

3.8

3.4

3 A

3

E

3

0 

. 0

3

C

3

0

Oct.

2.5

3.3

3.3

3.3

7.0

4.0

3.2

3.0

3.0

2.8

2.7

2.6

2.5

2.5

2.9

2.8

2.8

2.7

2.6

2.6

2.6

2.5

2.5

2.4

2.4 

2.6

2.7

2.7

2.6

3

0

3.6

3.9

3.6

3 A

3.2

3.0

3.0

9 Q

 ? n

3.1

9 Q

3.7

3

0.

3

D

3.0

2 Q

9 a

9 7

2 7

2

0

6.5

8.4

6.3

7.4

7.1

6.0

5 A

4.9

4.5

4.1

Nov.

^ t;

3.5

3.5

3.5

3.3

3.2

3.1

3.0

3.5

3.3

3.2

3.1

3.0

2.9

2 9

2

Q

2

Q

2

0

2.8

3.3

3.2

3.2

3.1

3.1

3.1 

3.1

3.5

3.6 ^ t;

3

K

4.1

4.2

3 7

3.5 ? 1

3.2

3.2 ? n

^ n

3.0

2 9

2.9

2.8

2.8

2.8

2.8

2 7

2.8

9 ft

2

0

9 ft

4.6

4.5

3 9

4.4

4.5

4.0 

6.1

8 A

7.8

Dec.

3.7

3.5

3.4

3.3

3.2

3.1

3.1

3.0

3.0

3.0

2.9

2.9

3.1

3.2

3.2

3.1

3.0

3.1

3.0

3.0

3.1

4.2

3.9

3.8

3.8 

3.9

3.8

3.8

4.0

3

0

3.6 

6.1

5.0

4

K

4.2

4.3

4.1

3.9

3.8

3.6

3.8

3.6

3.4

3

0

3.2

3.3

S A

3.6

3.5

3 £

3.6

3.5

3

C

3.5

3.5

q A

3.4

3.4

S A

3.3

3.3

3.2

o River frozen January 17,1908. 

27586 IRE 247 10 5
66 SUEFACE WATEE SUPPLY, 1907-8.

CIMABRON KIVEB AT UTE PABK, N. MEX.

This station, which was established July 14, 1907, to determine the 

amount of water available for storage and irrigation, is located at 

the highway bridge 300 feet north of the railway station at Ute 

Park, N. Mex., the terminus of the St. Louis, Rocky Mountain and 

Pacific Railroad. It has been maintained in cooperation with the 

territorial engineer of New Mexico.

The station is one-half mile below the mouth of Ute Creek and is 

below most of the mountain tributaries except the Rayado, which 

enters several miles below. The drainage area above the station is 

over 200 square miles.

Very little water is diverted above this point, but most of the normal flow of the stream is used for irrigation in the valley below. 

The Eagles Nest reservoir site, which has a capacity of over 100,000 

acre-feet, is situated in the canyon a few miles upstream from this 

station and is capable of storing the entire run-off.

Ice is found on this stream during the winter months, but usually 

has very little effect on the open-channel flow. High water measurements are made at the bridge and low water measurements by 

wading.

The rod gage datum has remained constant since the station was 

established. The stream bed is fairly permanent, but it is rather 

rough, making high-water measurements somewhat inaccurate. 

Results, however, should be very good.

Discharge measurements of Cimarron River at Ute Park, N. Mex., in 1907 and 1908.

Date.

1907. 

October 12......

1908.

April 26........

Hydrographer.

V.L. Sullivan......................................

V.L.Sullivan......................................

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

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

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

Width.

Feet. 18

25

36

26

27

25.5

23

Area of 

section.

Sq.ft. 

10.9

14.6

39.0

15.3

15.1

13.9

12.8

Gage 

height.

Feet. 

0.40

.50

1.10

.40

.45

.40

.40

Discharge.

Sec.-ft. 

13.3

22.0

^12-

17.4

18.2

14.1

7.1

NOTE. Measurements made by wading at different sections.

C5C
ARKANSAS EIVER DRAINAGE BASIN. 67

Daily gage height, in feet, of Cimarron River at Ute Park, N. Mex., for 1907 and 1908. 

[R. A. Shearer and Mrs. R. P. Woodward, observers.]

Day.

1907. 

1..........

2..........

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

Day.

1908. 

1..........

2..........

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

16..........

17..........

18..........

19..........

20..........

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

22..........

23

24..........

25..........

26..........

27..........

28. .........

29. .........

30..........

01

July

.....

0,5

.5

Aug.

0.6 

.6

.7

.7

.6

.5

.5

.5

.5

.5

.5

.6

.6

.7

.6

Jan.

0.4

.4

.4

.5

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.5

Sept.

0.8

.7

.7

.6

.5

.5

.5

.5 

.5

.5

.5

.5

.5

.5

.5

Feb.

0.5

.5

.5

.5

.5

.5

.4

.4

.4

.4

.4

.4

.4

.5

.5

.4

.4

.4

.4

.4

.4

.3

.3

.3

.3

.3

.3

Oct.

0.4 

.4

.4

.4

.6

.6 

.5

.5

.4

.4

.4

.4

.4

Mar.

0.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.5

.6

.6

.5

Nov.

0.4 

.4

.4

,4

,4

.4 

.4

.4

.4

.4

.6

.6

.5

Apr

0.5

.5

.5

.5

.5

.5

.5

.5

.6

.4

.8

.9

1.0

1 4

1 4

1 4

1 4

1 3

1.3

1.3

1 ?

1,3

1.3

1.3

1 1

1 1

1 1

1.(1 i.r

i

5

0

5

>ec.

0.4 

4

3

3

.4 

.4

.4

,4

.4

.3

.3

May

1.

1.

1

1.

1.

1.

1.

1.

1.

1.

1

1

1.

1.

1.

1

1

1

1

1

1

5

f

^

i

F)

n

()

(1

nD

n

9

9

0

n

0

0

0

q

9

Q

0

9

9

9

0

0

C)

Day.

1907. 

fi......

7......

8.....

g

o

1.....

3..... 

4.....

'5.....

27..... '8

'9.....

0.....

1.....

June.

0.9

.7

.7

.7

.7

.7

.7

.7

.7

.7

.7

.6

.6

.6

.5

.5

.5

.4

.4

.3

.3

.3

.3

.4

.4

.4

.4

,

Jub

0.

Ju

C

r .

4

4

4

4

4

5

5

4

4

4

5

5

5

5

5

4

4

3

4

4

4

4

5

5

iy-

.5 

R

5

5

5

,5

.6

.5

.5

.5

.5

.7

.6

,5

.6

Ai

(

Au

0.

ig-

.5

5

5

4

4

.4

5

,5

.5

.5

4

,4

.4

.5

.5

4

4

.4

.4

,5

5

5

4

4

,5

,5

,5

.5

5

4

.4

g5 

4

4

5

5

5

5

S

Sept

0.4 

4

4

4

4

4

4

.4 

4

4

4

4

4

4

.4

;pt.

0.3

.3

.3

.4

.4

.3

.3

.3

.3

o

.2

.2

.2

.3

3

.3

.3

.3

.3

.3

,?,

.?.

.3

.3

,3

.3

13

.3

.3

Oct..

0.4 

.4

.4

.4

.4

.4 

.4

.4

.4

.4

.4

.4

.4

.4

Oct.

0.3

.3

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.3

.3

.4

.4

.4

Nov.

0.5 

.4

.4

.45

.4 

.4

.3

.5

.4

.4

.4

.3

Nov.

0.5

.5

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.3

.2

.2

.2

.2

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

Dec.

0.3 

.3

.3

.3

.3

.3

.4

.4 

.4

.4

.4

.4

.4

.4

.4

.4

Dec.

0.3

.4

.4

.4

.4

.5

.5

.5

.4

.4

.4

.4

.3

.3

.4

.4

.5

.5

.5

.4

.4

.4

.4

.4

.4

.4

.5

.5

.5

.4

.4
68 SURFACE WATER SUPPLY, 1907-8.

Rating tables for Cimarron River at Ute Park, N. Hex. 

JULY 14, 1907, TO NOVEMBER 2, 1908.

Gage 

height.

Feet.

0.20

.30

.40

.50

.60

.70

.80

Discharge.

Sec.-ft.

6

9

14

22

33.5

47

62

Gage 

height.

Feet.

0.90

1.00

1.10

1.20

1.30

1.40

Discharge.

Sec.-ft.

78

95

112

129

146

163

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

discharge measurements made during 1907 and 1908 and is not well denned.

NOVEMBER 3 TO DECEMBER 31, 1908. 

- [The indirect method for shifting channels used.]

Daily discharge, in second-feet, of Cimarron River at Ute Park, N. Hex., November 3 to

December 31, 1908.

Day.

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

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

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

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

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

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

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

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

9

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

Nov.

13.5

13.5

13.5

13.5

13.0

13.0

Dec.

6.5

10.0

9.5

9.5

9.5

14.0

14.0

10 C

9 0

9 0

Day.

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

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

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

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

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

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

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

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

19

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

Nov.

1 q fl

12.5

12.5

12.5

12.0

8.0

5.5

5.5

5.0

5.0

Dec.

8.5

8.0

6.0

6.0

8.0

8.0

10.5

10.5

10.5

7.0

Day.

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

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

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

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

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

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

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

28............. X}

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

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

Nov.

7.5

7.5

7.5

7.5

7.5

7.5

7.0

7.0

7.0

6.5

Dec.

7.0

7.5

7.5

8.0

8.0

13.0

13 t;

14.0

9 0

9 0

NOTE. These discharges were obtained by the indirect method for shifting channels.

Monthly discharge, of Cimarron River at Ute Park, N. Mex.,for 1907 and 1908.

Month.

f~ 

1907. 

July 14-31 .................................................

1908.

Discharge in second-feet.

Maximum.

47 

57 

62 

33.5 

33.5 

14

22 

22 

33.5 

172 

112 

78 

22 

22 

14 

14 

22 

14

172

Minimum.

22 

14 

14 

14 

9 

9

14 

9 

14 

22 

78 

9 

9 

14 

6 

6 

5 

6

5

Mean.

25.9 

31.0 

21.4 

15.8 

16.2 

12.2

14.8 

15.2 

24.0 

89.4 

90.6 

31.4 

16.4 

18.4 

8.73 

7.16 

10.5 

9.43

28.0

Run-off 

(total in 

acre-feet).

925 

1,910 

1,270 

972 

964 

750

6,790

910 

874 

1,480 

5,320 

5,570 

1,870 

1,010 

1,130 

519 

440 

625 

580

20,300

NOTE. Owing to the shifting nature of the stream bed at this station the above values of mean monthly 

discharge are at best only approximate. Values of accuracy vary from fair (C) to approximate (D).
ARKANSAS EIVEE DRAINAGE BASIN". 69

CIMARRON RIVER AT SPRINGER, N. MEX.

This station, which was established July 13, 1907, primarily to 

determine the amount of unused water in the valley above, is located 

at Springer, N. Mex., at the highway bridge which crosses the river 

about one-half mile above the Atchison, Topeka and Santa Fe Railway bridge, about 6 miles below the mouth of the Ray ado and 6 

miles above its junction with the upper Canadian. The channel is 

practically without flow during the irrigation season. The drainage 

area is nearly 1,000 square miles.

The station has been maintained in cooperation with the territorial 

engineer of New Mexico.

The datum of the rod gage has not been changed. High-water 

discharge measurements are made from the bridge. The flow is 

little affected by ice. On account of the shifting character of the 

stream and the comparatively small number of discharge measurements the results at this station have not been entirely satisfactory.

Discharge measurements of Cimarron River at Springer, N.Mex., in 1907 and 1908.

Date.

1907. 

July 13......:.

October 13.....

'\ 1908. 

~ March 28.......

/April®)........

//July 12........

]/ August 12. .....

Hydrographer.

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

V. L. Sullivan .....................................

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

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

Width.

Feet. 

67

20

54

56

18.5

23

32.5

25

Area of 

section.

Sq.ft. 

22.9

8.10

19 4

64.0

5.4

8.0

14.9

15.9

Gage 

height.

Feet.

0.00

60

1.10

.00

.05

.30

.48

Discl;arge.

Sec.-ft.

27.5

3.3

18.9

203 

1.7

2.0

17.3

5.6

a Made by wading.

l*~VT~~l-t>9 ,c« *-/ M-^4^^t ^<

Daily gage height, in feet, of Cimarron River at Springer, N. Mex., for 1907 and 1908.

[W. L. Sever, observer.]

Day.

1907.o 

1. .......

2........

3........

4........

5........

6........

7........

8........

9........

10........

11........

12........

13........

14........

15...... ..

Aug.

-0.1

- .2

_ 9

2

Sept.

0.65

.6

.65

,6

.6

.5

.4

.4

.3

.3

.2

.1

Oct.

0.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

Nov.

0.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0.1.1.1.1

Dec.

0.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

Day.

1907. 

16........

17........

18........

19........

20........

21........

22........

23........

24........

25........

26........

27........

28........

29........

31 ........

Aug.

-0.3

.1

.1

.1

.48

.4

.4

.2

.2

.2

.6

.85

.72

.75

Sept.

0.1

.0

.0

.0

.0

.0

.0

.0

.0

.1

.1

.1

.1

.0

.0

Oct.

0.0

.0

.0

.0

.0

.0

.0

.0

.0.1

.0

.0

.0

.0

.0

.0

Nov.

0.1

.0

.0

.2

.1

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

Dee.

0.0

" '0

olce conditions December 17-28,1907.
70 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Cimarron River at Springer, N. Hex., for 1907 and 1908 

Continued.

Day.

1908. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

19

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

0.5

.4

.3

.2

.2

.5

.6

.5

.4

.5

.5

.5

.6

.7

.6

.8

.8

.7

.7

.8

.6

.6

.6

.5

.5

.5

.5

.5

.5

.5

Feb.

0.7

.4

.6

.6

.4

.5

.6

.5

.4

.5

.5

.5

.7

.7

.8

.9

.9

.7

.7

.8

.7

.6

.6

.6

.6

.6

.5

.6

Mar.

0.6

.6

.6

.6

.6

.7

.7

.7

.8

.6

.6

.6

.6

.6

.6

.6

.6

.7

.7

.8

.7.'!

.6

.6

.6

.6

.6

.6

.7

.6

Apr.

0.6

.5

.4

.4

.3

.3

.3

.3

.3

.4

.6

.8

1.0

1.0

1.15

1.2

1.1

1.1

1.15

1.15

1.15

1.2

1.1

1.1

1.0

1.0

1.0

May.

1.0

1.0

1.1

1.1

1.1

1.1

1.0

1.0

.9

g

.9

.9

.9

g

.7

.7

.7

1.0

1.0

.9

.9

9

.8

.7

.6

.6

June.

0.5

.5

.3

.2

.2

.2

.0

.0

.0

.0

.0

.1

.1

.1

.1

.1

.1

.1

.0

.0

.0

.0

.0

.0

.0

.35

.2

.1

.0

.0

July.

0.0

.0

.0

.0

- .1

- .1

- .1

.0

.0

.0

.0

.0

.0

.0

2.5

1.0

.0

.0

.0

.0

.0

.0

.0

.0

.2

.0

.0

.0

.0

.65

.3

Aug.

0.0

.0

.0

.0

.0

.0

.1

.1

.0

.0

.1

.1

.0

1.15

.5

.3

.0

.0

.0

.3

.5

AK

.4

.3

.3

.2

.1

.1

.1

.0

Sept.

0.0

.0

.1

.0

.0

.0

.0

.0

- .1

 .1

- .1

_ 1

- .1

 1

- .1

- .1

- .1

 .1

- .1

- .1

 .1

- .2

- .2

- .2

- .2

- .2

- .2

_ 2

- .2

- .2

Oct.

-0.2

- .2

- .2

- .2

- .2

- .2

- .2

_ 2

- .2

- .2

- .2

- .2

- .2

_ 2

- .2

- .2

- .2

- .2

- .2

_ 2

_ 2

.1

.2

.2

.2

.2

.2

.2

.3

.3

.3

Nov.

0.3

.3

.3

.3

.3

.3

.3

.2

.2

.2

.2

.3

.3

.3

.3

.3

.2

.2

9

.2

2

.2

.1

.1

.1

.1

.1

.5

.3

.3

Dec.

0.3

.3

.4

.4

.4

.4

.4

.4

.4

.4

.4

.5

.4

.3

.3

.2

.3

.5

.5

.5

.5

.4

.4

.4

.8

.6

.5

.4

.4

.5

RAYADO RIVER NEAR SPRINGER, N. MEX.

This station, which was established July 9, 1907, to obtain data 

concerning the amount of water available for storage and irrigation, 

is located at the proposed site of the Farmers Development Company's reservoir dam, and about one-half mile north of their office, 

which is at Miami ranch, 12 miles west of Springer, the nearest railroad point. The records have been obtained in cooperation with the 

territorial engineer of New Mexico.

The station is about 6 miles above the junction of the Rayado with 

Cimarron River, and below the important tributaries. The drainage 

area is about 100 square miles. Considerable water is diverted for 

irrigation above this point.

The rod gage datum has remained permanent since the station 

was established. Discharge measurements have been taken by 

wading. Ice conditions have practically no effect on the flow. 

The stream bed is fairly permanent, and good results will be obtained 

when the discharge has been well defined by measurements.
ARKANSAS KIVEK DRAINAGE BASIN. 71

Discharge measurements of Rayado River near Springer, N. Mex., in 1907 and 1908.

Date.

1907. 

July 9.... ......

October 11.....

1908. 

March 27....... 

April24........

Junel9a.......

August 10......

Hydrographer.

V. L. Sullivan. .....................................

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

V. L. Sullivan. . ....................................

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

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

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

J. B. Stewart. ......................................

Width.

Feet. 

3.5

10

2.2 

15

10

Area of 

section.

Sq.ft. 

0.64

2.80

.40 

7.80

2.60

Gage 

height.

Feet. 

0.10

.20

.10 

.55

' .15

.00

.10

.10

Discharge.

Sec.-jt. 

0.36

1.80

.40 

21.0

.80

6.50

6.50

6.30

a. Wading measurement. * Discharge estimated.

Daily gage height, in feet, of Rayado River near Springer, N. Mex., for 1907 and 1908. 

[J. W. Ausherman, observer.]

Day.

1907. 

1..........

2... .

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12

13..........

14..........

15..........

Day.

1908. 

1..........

2.... .....

3. .........

4. .........

5..........

6..........

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

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

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

10..........

11..........

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

13..........

14..........

15..........

16.......... 

17..........

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

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

20. .........

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

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

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

24. .........

25. .........

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

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

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

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

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

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

Julj

0

T. Aug.

0.2

.3

.45

.35

.3

.3

.2

.2

.2

.1

.1

.1

.1

fan.

0.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1 

.1

.1

.1 

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

Sept.

.5

.48

.35

.3

.3

.3

.3

.25

.2

.2

.2

.2

.2

Feb.

0.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.15

.1 

.1

.15

.15

.2

.1

.1

.1

.1

.1

.1

.1

.1

.1

Oct.

0.15

.15

.15

.15

.15

.15

.15

.15

T;

.15

.15

.15

.2

.2

2

Mar.

0.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

- - 

.1 

.1

.1

.1

.25

.2

.1

.1

.1

.3

.2

.25

Nov.

0.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

Apr

0.2

.1

.1

. 1

.1

.2

.3

.2

.2

.4

.6

.4

.4

.4 ""."4

.4

.5

.5

.5,

.4

.4

.3

.3

.3

*

<?

*

<?

5

5

5

5

5

?~

H

7-

?,

*

1

Dec.

.1

.1

.1

.1

.1

.1

May.

0

0

.3

.3

.4

.3

.3

.4

.25

.3

.3

.25

2

9

.35

.42

.15

.35

.3

.3

.3

.3

.25

Day

1907 

16.....

18.....

19.....

20.....

21 .....

22.....

23.....

24.....

25.....

26 .....

27.....

28.....

29 .....

31 .....

June.

0.3

.2

.25

2

.2

.3

.3

.2

.2

.2

.2

.2

.2

.2

.18

.18

.18 

.12

1 £.

.18

.18

.18

.18

.5

.1

.5-.1

Tub

0

Ji

j.

1

1

1

1

1

1

1

1

1

1

1

1

1

1 

1

1

i"

1

i

i

1

1

i

?,

iiy.

1.0

0

.0

.0

0

0

n

0

,1

1

i

.1i

1

i

At

«C

h

At

0.

g1

?,

1

1

.1

1

1

0

0

.0

0

0

.0

,0

.0

.0 

,0

0

.11

.0

0

1

,1

.0

0

g.

a

5

5

5

5

5

5

5

?,

7,

5

W

S(

Sep

0 ?,

,?,

* ?,

7,

?,

7,

?,

?,

,1

.1

1

1

1

ipt.

0 0

0

0

0

.0

0

0

0

0

0

,0

.0

0

.1 11

"6"

.0

0

.0

.0

0

.0

0

,0

0

.0

t.

5

5

5

5

5

Oct.

0 2

.2

.2

.2

.2

o

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

Oct.

0.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

c.l

.0

.0.1.1.1

.1.1.1

.1.1

Nov.

0.1.1.1.1.1

.1.1.1.1.1

.1.1.1.1.1

Nov.

0.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1 

.1

.......

.1

.1

.1

.1

.1

.1

.1

Dee.

0.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

Dec.

0.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1 

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

o Flood August 1,1908; crest height, 1.2 feet. c Small flood October 19,1908. 

6 Flood August 15,1908; crest height, 1.0 foot.

NOTE. River frozen December 15-21,1907; effect on discharge unknown and no correction made therefor.

It is probable that ice conditions prevailed to a greater or less extent during the winter period of 1908. 

No corrections made.
72 SURFACE WATEK SUPPLY, 1907-8.

Rating table for Rayado River near Springer, N. Hex., for 1907 and 1908.

Gage

height.

Feet. 

0.00

.10

Discharge.

Sec.-ft. 

0.2

.4

Gage

height.

Feet. 

0.20

Ofi

Discharge.

Sec.-ft. 

1.8

5

0

Gage

height.

Feet. 

0.40

Discharge.

Sec.-ft. 

11

17

Gage

height.

Feet. 

0.60

Discharge.

Sec.-ft. 

25

NOTE. The above table Is not applicable for ice or obstructed-channel conditions. It is based on 12 

discharge measurements made during 1907-1909 and is well defined.

Monthly discharge of Rayado River near Springer, N. Mex.,for 1907 and 1908.

Month.

1907. 

July 12-31. . ................................................

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

1908.

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

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

Discharge in second-feet.

Maximum.

0.4 

17.0 

17.0

1.8 

.4 

.4

.4 

1.8 

5.8 

25.0 

12.0 

17.0 

1.8 

1.8 

.4 

.4 

.4 

.4

25.0

Minimum.

0.2

.4 

.8 

.4 

.4 

.4

.4 

.4 

.4 

.8 

.8 

.4 

.4 

.2 

.2 

.2 

.4 

.4

.2

Mean.

0.33

2.91 

3.73 

.96 

.40 

.40

.40 

.49 

.93 

9.54 

6.07 

3.03 

.45 

.34 

.22 

.26 

.40 

.40

1.S8

Run-off 

(total in 

acre-feet).

13.1 

179 

222 

59.0 

"23.8 

24.6

522

24.6 

28.2 

57.2 

568 

373 

180 

27.7 

20.9 

13.1 

16.0 

* 23.8 

24.6

1,360

NOTE. During April, May, and June, 1908, a large part of the flow was diverted into a storage reservoir 

above the station. The low-water discharge during the latter part of 1907 and 1908 represents only the 

seepage from the diversions above the station. Owing to the flashy nature of the stream it is impossible 

to make accurate estimates of discharge for the sudden floods which periodically occur at this station. 

No accuracy notes are of value; except for the stages above 0.2 foot the computed discharge is only of relative value.

MORA RIVER AND LA CTJEVA CANAL AT LA CTJEVA, N. MEX.

This station, which was established August 25, 1903, primarily to 

determine the amount of water available for storage, is located at 

the wagon bridge at La Cueva, N. Mex., in the Mora land grant, 26 

miles north of Las Vegas, N. Mex. Since July, 1907, the records 

have been obtained in cooperation with the territorial engineer of 

New Mexico.

The station is a few miles above the mouth of the Cebolla and a 

short distance downstream from the intake of La Cueva canal, just 

below the canal wasteway. This canal carries water for irrigation 

and during the nonirrigating season it is used as a feeder for a 

reservoir below.
ARKANSAS EIVEE DRAINAGE BASIN. 73

The canal gage is located at a footbridge below the wasteway, 

just north of the gaging station on the river. The datum of the 

canal gage has remained constant and gage readings have been taken 

continuously since the station was established whenever there was 

any water in the canal. Apparent discrepancies in the gagings of 

the canal are accounted for by the fact that the bed of the canal 

occasionally contains a considerable deposit of silt, which is cleaned 

out at intervals.

A little water is diverted above the station for irrigation in addition to that taken out by La Cueva canal, and considerable land is 

irrigated below the station. By developing the available storage 

at reservoir sites in that locality it will be possible to utilize the 

entire flow of the stream for irrigation.

The original gage was washed out in the flood of September 29, 

1904, and was replaced by another at practically the same section 

on April 29, 1905. The datum of this staff gage, which is still in use, 

is 1.32 feet above that of the original gage.

Fair measurements can be made by wading at low stages; highwater measurements must be corrected for the skew of the bridge. 

The channel is subject to some shifting, but fair results should be 

obtained by making frequent measurements at the higher stages.

Discharge measurements of Mora River at La Cueva, N. Hex., in 1907 and 1908.

. Date.

1907. 

May 10........

May 11. .......

May 27. .......

August 28. .....

1908.

April 29........

July 13........

October 29...

Hydrographer. ,

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

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

V. L. Sullivan ......................................

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

V. L. Sullivan..... ................................

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

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

Width.

Feet. 

24

24

20

29

19

4.4

19

12

23

20

17.5

Area of 

section.

Sq.ft. 

30

31

28

27

11.3

1.3

15

2.0

24

13

11.6

Gage 

height.

Feet. 

1.33

1.33

1.36

1.20

.80

.35

.80

.50

1.10

.70

.62

Discharge.

Sec.-ft. 80-

82 -

71 

53

16 ^

.9

18 -

1.9

52

15.9

11.6

-- t V 7 V. 7

> 1 f 

L U

a- Wading measurement.
74 STJKFACE WATER SUPPLY, 1907-8.

Daily gage height,, in feet, of Mora River at La Cueva, N. Mex.,for 1907 and 1908.

[Hugh London, observer.]

Day.

1907. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

1908. 

1.. .............

2. ..............

3...............

4...............

5...............

6...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20.............. 1.

21...............

22............... 

23............... 24.............:.

25............... 

26...............

97

28............... 

29...............

30............... 91

Jan.

0.8

.8

.9

1.0

.9

.8

.8

.8

.9

.9

.8

.8

.9

.8

.9

.9

.85

.9

.9

.8

.8

.75

.8

.75

.75

.8

1.0

.75

.85

.9

.9

Feb.

0.8

.85

.9

.8

9

.9 

.9

.85

.8

.9

.8

.8

9

.8

.8

.8

.9

.9

9

.85

.85

.9

.9

.9

.85

.9

.9

.85

.8

.7

.5

.6

.75

.7

.6

.6

.7 

.7 

.6

.5 

.6

.6 

.6

Mar.

0.9

.8

.9

.9

.9

.9 

.9

.9

.9

.85

.9

' .9

.8

.8

.9

.9

9

1.0

1.0

1.1

1.1

1.15

1.0

1.0

1.0

1.0

.8

1.0

.95

.55

.6

.5

.5

.5

.6

.6

.5

.6

.5

.4

.45

.5

.45

.5

.4

.5

.6

.5

.5

.55 

.5 

.45 

.5

.4

qc

.3 

.35

.35

q

Apr.

0 9

.8

.8

.8 

g

.8

.75

.5

.65

.75

QC

1.0

9

9

g

.8

1.0

1.1

9

1.3

1.3

1.3

1 OC

1.25

1.2

1,2

1 ^

1.3

.3

.35

.35

.5

.5

.45

.5

.4

AK.

.65

.8

.8

.8

.8 

.9 

.9 

.85

.85

.75

.8 

.75

May.

i ^

i qe

1.35

1.35

1 3^

1.35

1 3^

1.3

1.4

1.4

1.3

1 3

i qe

1.3

1 3

1.25

1.2

1 3

1 ^p;

1.4

1.45

1.45

1.4

1.4

1.35

1.3

1.3

1.5

1.6

.8

.75

.75

.7

.8

.75

.65

.55

.5

.5

.6

.4

.45

.5

.45

.4

.8

.55

.7

.9 

1.1 

1.3 

1.1

1.05 

1.1

1.05 

.9 

.95 

1.1

June.

1.65

1.65

1.8

1.7

1.7

1.85 

1.85

1.7

1 ft

1.7

1.7

1.75

1.5

1.55

1.6

1 Q

2.6

2 q

2

1

1.9

1.8

1.6

1.5

1.4

1.35

i q

1.2

1.0

1.1

.95

9

9

.9

1.2

.8

.8

.9

1.15

.95

1.0

1.15

1.0

.9

.8

.7

.55

.5

.6

.5 

.2 

.4 

.5

.7 

.6

.4 

.45 

.45

July.

1.0

.9

.9

1.1

1.0

.9

o

.85

.75

.7

1.1

.85

.9

.65

.65

.6

.65

.65

.75

1.0

85

.8

1.0

1.1

1.0

1.0

.4

.5

.4

.5

.4

.45

.45

.4

.4

.35

.35

.35

.35

.45

.5

.6

.65

.5

.5

.45 

.45 

.4 

.9

.9

.85

.8 

.7

.8 

9

Aug.

1.0

1.1

1.4

1.25

1.1

1.0* 

.9

.85

.8

.7

.9

.8

.8

.7

.7

.7

2.2

1.0

1.4

1.4

1.25

1.15

1.15

1.15

1.25

1.1

1.2

1 9Z

2.2

1.8

9

1.5

1.3

1.2

1.1

1.0

.95

1.1

' 1.05

.95

.9

.8

.8

1.1

1.2

1.1

1.1

.95

1.1

1.3

1.15

1.15 

1.15 

1.1 

1.0

1.1 

1.0

1.0 

.95 

.9 

.8

Sept.

1.7

1.5

1.4

1.35

1 0

1.2 

1.2

1.15

1.1

1.0

1.0

.95

9

.9

9

9

9

.8

.75

.7

.6

.6

.65

.65

.55

.8

.7

.6

.6

.6

.5

.45

.45

.4

.55

.4

.6

.65

.65

.6

.6

.5

.45 

.45 

.3 

.5

.45 

.55

.4 

.55 

.4

Oct.

0.6

.65

.6

.6

.8 

.5

.65

.8

.8

.8

.8

.8

.7

.8

.8

.8

.7

.8

.8

.8

.8

.85

.8

.8

.8

.8

.8

.8

.8

.5

.55

.5

.5

.55

.5

.5

.45

.5

.45

.5

.55

.65

.7

.7

.7

.7

.7

.7

.7

.7

.7

.7 

.7 

.7

.7

.7

.7 

.7 

.7

.7

Nov.

0

0

.8

.8

.8

.75

.8

7^

.8

.8

.55

.65

.75

.8

.7

.75

.75

.75

.8

.8

65

.55

.75

.7

.7

.7

.7

.7

.7

.7

.7

.4

.4

.5

.6

.4

.55

.5

.3

.5

.5

.3 

.5 

.4 

.5

.6 

.35

.3 

.3 

.7

Dec.

0.7

.7

.55

.6

.6

.65

.7

.65

.6

.6

.75

1.0

.8

 .7

.7

.7

.6

.55

.6

.6

.65

.7

.7

.65

.7

.5

.55

.6

.5

.75

.7

.7

.....

NOTE. Ice conditions December 1907 and 1908 and February 14,1908.
ARKANSAS EIVEE DRAINAGE BASIN. 75 

Daily discharge, in second-feet, of Mora River at La Cueva, N. Hex., for 1907 and 1903.

Day.

1907. 

1...............

2...............

3...............

4...............

5...............

6......... .....

7. ..............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16........ ......

17...............

18...............

19. ..............

20. ..............

21...............

22...............

23...............

24...............

25...............

26. ..............

27...............

28...............

29...............

30...............

31...............

1908. 

1...............

2........ . . .

3...............

4...............

5...............

6...............

7...............

8...............

9............... 

10...............

11...............

12............... 1 *?

14...............

16...............

17............ ..

18...............

19. ..............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

17

17

24

32

25

18

18

18

25

25

18

18

26

18

26

26

23

26

26

19

19

16

19

16

16

19

35

16

27

.. .

Feb.

20

24

27

20

28

28

28

24

21

28

21

21

28

21

21

21

29

29

29

25

25

29

29

29

25

29

29

25

.......

16

11

11

11

11

3.5

6.5

13

11

6.5

6.5

11

11

6.5

as'

6.5

6.5

6.5

Mar.

29

22

29

29

29

29

29

29

25

29

29

23

23

17

24

31

31

31

40

40

49

54

40

40

40

40

24

36

5

6.5

3.5

3.5

3.5

6.5

3.5

6.5

3.5 

6.5

3.5

1.7

2.5

3.5

2.5

3/5

1.7

3.5

as

3.5

3.5

5

3.5

2.5

3.5

1.7

.9

.5

.9

.9

.5

Apr.

32

24

24

24

24

24

34

26

23

8

16

23

31

43

35

35

35

44

53

35

73

73

73

68

68

63

63

73

73

0.5

.5

.5

.5

. 5

.9

.9

.9

1.7 

3.5

1.7

3.5

2.5

3.5

1.7

1.7

2.5

8.5

18

18

18

18

26

26

oo

22

18

15

18

15

 May.

73

80

80

80

80

80

80

75

87

87

81

79

81

75

74

66

62

72

79

79

85

85

83

81

70

04

86

96

18

15

15

15

10

3.5 

3.5

6.5

1.6

2.5

3.5

2.5

1.6

17

5

11

11

11

41

61

41

37

41

35

215

40

June.

102

108

108

126

108

120

108

108

114

86

91

86

96

1 CC

214

177

1 ^Q

120

Qfi

86

69

30

40

26

23

23

48

16 

03

45

26

Of)

30

21

14

9

4

3

5

3

.2

1.3

3

9

5

1.3

2

2

July.

OC

28

28

36

°S

°8

°4

14

11

17

35

°0

40

44

35

cy

1 9

.7

1.2

.7

.3

.3

.3

1.2

3

9

8

3.5

3.5

2.5

2.5

2.2

25

25

23

20

15

20

27

Aug.

35

44

74

58

44

35

27

23

20

13

13

27

90

20

13

13

13

167

34

74

74

58

49

49

49

58

43

53

58

167

116

30

92

68

58

48

40

36

50

45 

36

31

25

25

52

62

52

52

36

52

72

57

57

57

52

41

52

41

41

36

31

23

Sept.

104

82

71

66

61

51

51

46

41

33

33

29

26

26

26

26

26

26

18

25

18

18

15

12

12

6

6

8

8

4

16

16

OO

16

16

10

3.5

10

10 

6.5

5

5

3.5

8

3.5

10

13

13

10

10

6.5

5

5

1.5

6.5

5

8

3.5 8 

as

Oct.

6

6

8

6

6

17

3

8

17

17

17

17

17

11

17

17

17

11

17

17

17

20

17

17

17

17

17

17

17

17

6.5

8

6.5

6.5

8

6.5

6.5

5

6.5 

5

6.5

8

13

16

16

16

16

16

16

16

16

16

16

16

16

16

16

16

16

16

16

Nov.

17

17

17

17

17

14

17

14

17

17

17

17

17

4

8

14

17

11

14

14

11

14

17

17

8

4

14

11

6.5

2

16

16

16

16

16

16

16

16 

16

16

3.5

3.5

6.5

10

3.5

8

6.5

1.5

6.5

6.5

1.5

6.5

3.5

6.5

10

2.3

1.5

1.5

16

Dee.

11

11

4

6

6

8.5

11

8

11

11

8

6

6

14

32

17

17

17

17

17

17

16

16

16

16

16

10

8

10

10 

13

16-

16

13

16

6.5

8

10

6.5

19

16

16

12

12

12

12

12

12

12

12

12

12

NOTE. These discharges were obtained by the indirect method for shifting channels.
76 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Mora River at La Cueva, N. Mex.,for 1907 and 1908.

Month.

1907.

April ................................................

July.................................................

1908.

April. . ..............................................

May.................................................

July.................................................

The period ............... ......... . . .

Discharge in second-feet.

Maximum.

35 

29 

54 

73 

96 

214 

45 

167 

104 

20 

17 

32

16 

6.5 

26 

61 

48 

27 

92 

23 

16 

16 

19

Minimum.

16 

20 

17 

8 

62 

54 

11 

13 

4 

3 

2 

4

3.5 

. .5 

.5 

1.6 

.2 

.3 

23 

3.5 

5.0 

1.5 

6.5

Mean.

21.9 

25.5 

32.5 

41.6 

77.7 

110 

25 

49.7 

32.5 

14.3 

13.4 

12.2

8.81 

3.30 

9.00 

18.0 

17.6 

6.87 

46.8 

8.68 

11.8 

9.38 

12.7

Run-off 

(total in 

acre-feet).

1,350 

1,420 

2,000 

2,480 

4,780 

6,550 

1,540 

3,060 

1,930 

879 

797 

508

27,300

315 

207 

536 

1,110 

1,050 

422 

2,880 

516 

726 

558 

781

9,100

Accuracy.

C. 

C. 

C.

c. 

c.

B. 

B. 

B. 

B. 

B. 

C. 

D.

D. 

D. 

D. 

C. 

C. 

D. 

C. 

D. 

C. 

C. 

D.

Discharge measurements of La Cueva canal at La Cueva, N. Mex., in 1907 and 1908.

Date.

1907. 

May 11.........

May 27.. .......

1908. 

March 26. ......

Hydrographer.

W. A. Lamb.................... . . ............

.....do.............................................

V.L.Sullivan................... ... ........

Width.

Feet. 

8

7.8

Area of 

section.

Sq.ft. 

7.2

8.8

6.2

Gage 

height.

Feet. 

0.96

.78

Discharge.

Sec.-ft. 

8.3

13 -

7
ARKANSAS EIVEE DRAINAGE BASIN. 77

Daily gage height, in feet, of La Cueva canal at La Cueva, N. Mex.,for 1907 and 1908.

[Hugh London, observer.]

Day.

1907/* 

1...............

2.. .......... ...

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10. ..............

11...............

I9

13...............

14...............

15...............

16...............

17...............

18...............

19

20. ..............

21...............

22

23...............

24...............

25...............

26...............

27......... ...

28...............

29..

30...............

31...............

1908.6 

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. .............. o-i 31...............

Jan.

0.4

.4

.9

.4

.3

.5

.3

.3

.......

Feb.

0.5

.3

.2

.4

2

9

.2

.3

9

.3

.2

9

.5

.2

.2

.15

.2

9

.2

0.5

.8

1.2

1.1

.6

1.1

1.1

.8

.75

1.1

1.2

1.05

.9

Mar.

0.3

.4

.35

.4

.3

.3

.4

.8

.6

.6

.7

.7

.7

.6

.6

.6

.5

.6

.6

.6

.8

.8

.8

.7

.8

.8

1.1

1.0

1.4

1.2

1.4

1.1

1.05

1.0

1.1.7 '

1.0

1.25

1.25

1.2

1.25

1.1

1.0

.9

.8

1.1

1.1

1.15

1.2

1.0

.75

.6 

.6

9

.55

.6

Apr.

0.8

1.0

1.1

.9

1.1

1.1

.9

1.1

1.1

1.2

1.1

1.0

1.3

1.1

1.0

1.2

1.2

1 0

1.05

1.0

1.1

1.0

1.0

1.25

1.1

1.2

1.2

1.2

.6

.6

.7

.7

.8

.6

.45

.75

.8

1.0

1.0

1.1

.95

9

1.1

1.1

1.15

1.3

1.35

1.35

1.25

1.3 

1.4

1.2

1.35

May.

1.15

1.2

1.2

1.2

1.1

1.15

1.2

1.15

1.2

1.25

1.1

1.25

1.05

1.05

1.2

1.1

1.15

1.2

1.2

1 9

1.15

1.3

.9

1.35

1.35

1.4

1.4

1.4

1.4

1.25

1.2

1.3

1.4

1.2

1.4

1.4

1.4

.95

1.2

1.3

1.1

1.4

1.35

1.4

1 3

1.3

1.3

June.

1.2

1.1

1.05

1.2

1.15

1.15

1.15

1.4

1.2

1.25

1.3

1.5

1.2

1.1

1.15

1.2

1.05

1.25

.9

1.0

1.1

1.2

1.15

1.15

1.15

1.15

1.15

1.15

1.2

1.3

1.25

1.4

1.4

1.4

1.4

1.4

1.3

1.4

1.35

1.4

1.4

1.45

1.4

1.4

1.3

1 3

1.4

1.35

1.15

1.5

1.3

1.1

1.2

1.3

1.5

1.5 

1.4

1.45

1.45

July.

1.0

1. 25

1.2

1.15

1.1

1.0

1.0

1.0

QC

1.15

1.25

.55

1.1

1.0

1.15

1.15

1 2

1.1

1.2

1.2

1.3

1.2

1.15

1.35

1.3

1.0

.8

.7

1.1

.7

.7

9

.9

1 3

1.1

1.0

1.0

1.3

1.2

1.25

1.4

1.2

1 ^

1.3

1.4

Aug.

1.2

1.2

.9

.8

.8

9

.65

1.2

9

.6

.6

1.0

1.4

1.25

1.45

1 9

1.25

1.3

1.35

1.4

1.3

1.3

1.2

1.2

1.3

1.4

1.35

1

OE

1.3

.6

.6

.8

.75

.9

.7

1.0

.95

Sept.

0.5

.45

1.4

1.2

1.1

1.5

.9

1.25

QC

.9

.9

1 dc;

1.1

1.3

1.3

.5

1.0

1 9^

1.2

1 2

1.2

1.4

1.3

1.1

1.1

1.1

1.1

.7

1.1

1.2

1.1

1.0

1.5

1.4

1.4

1.3

.9

1.4

1.35

1.1

1.4

1.0

1.15

1.0

1.0

1.1

1.2

1.2

1.3 

1 11

1.3

1.55

Oct.

0.9

1.0

.9

.9

.85

1.15

1.3

.6

.3

.7

.6

9

QC

.5

.6

.5

.6

1.5

1.25

1.3

1.3

1.6

1.5

1.65

1.4

1.5

1.5

1.2

-------

Nov.

0.4

.5

.7

1.3

.9

.8

1.1

.6

.4

.4

.6

.5

.9

.5

1.4

.7

.7

.9

.75

.7

OC

.35

.65

.4

.4

.7

.4

.65

.6

.55

1.2

.7

.75

.8

Dec.

0.7

1.1

1.0

.9

.9

.9

.9

1.0

1.2

.7

.1

.35

..1

.6

.3

a Canal was dry on days for which no gage height is given, except for July 4-13,1907, when gage was not 

read.

& Canal was dry on dates between February 12 and December 22, 1908, for which no gage height is given, 

except May 23, when gage was not read. Canal also assumed dry during the winter periods January 1 

to February 11 and December 23 to 31,1908. Canal was being cleaned, October 13 to November 11, 1908.
78 SURFACE WATER SUPPLY, 1907-8.

Rating tables for La Cueva canal at La Cueva, N. Hex.

FOR 1907.

Gage 

height.

Feet. 

0.10 

.20 

.30 

.40

Discharge.

Sec.-ft. 

0.2 

.5 

1.0 

1.6

Gage 

height.

Feet. 

0.50 

.60 

.70 

.80

Discharge.

Sec.-ft. 

2.3 

3.3 

4.4

5.8

Gage 

height.

Feet. 

0.90 

1.00 

1.10 

1.20

Discharge.

Sec.-ft. 

7.4 

9.0 

11 

13

Gage 

height.

Feet. 

1.30 

1.40 

1.50

Discharge.

Sec.-ft. 

15 

18 

21

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on two 

discharge measurements made during 1907. It is not well denned.

FEBRUARY TO OCTOBER, 1903.

Gage 

height.

Feet. 

0.10 

.20 

.30 

.40 

.50

Discharge.

Sec.-ft. 

0.5 

1.0 

1.6 

2.4 

3.3

Gage 

height.

Feet. 

0.60 

.70 

.80 

.90

Discharge.

Sec.-ft. 

4.4 

5.8 

7.4 

9.0

Gage 

height.

Feet. 

1.00 

1.10 

1.20 

1.30

Discharge.

Secrft. 

11 

13 

15 

17

Gage 

heignt.

Feet. 

1.40 

1.50 

1.60 

1.70

Discharge.

Sec.-ft. 

19 

22 

25

28

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on one 

discharge measurement made during 1908 and the form of the 1907 curve. It is not well denned.

NOVEMBER AND DECEMBER. 1908.

Gage 

height.

Feet. 

0.10 

.20 

.30

Discharge.

Sec.-ft. 

1.6 

2.4 

3.3

Gage 

height.

Feet. 

0.40 

.50 

.60

Discharge.

Sec.-ft. 

4.5 

5.8 

7.2

Gage 

height.

Feet. 

0.70 

.80 

.90

Discharge.

Sec.-ft. 

8.6 

10 

12

Gage 

height.

Feet. 

1.00 

1.10 

1.20

Discharge.

Sec.-ft. 

14 

16 

18

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on two 

discharge measurements made during 1909 and the form of preceding curves. It is not well defined. It 

was assumed that conditions of flow after the canal was cleaned (October to November, 1908) were essentially the same as when the two measurements in the spring of 1909 were made.

Monthly discharge of La Cueva canal at La Cueva, N. Hex., for 1907 and 1908.

Month.

1907.

March. .....................................................

April......................................................

May......................................................

June ........................................ .............

July.......................................................

1908.

April...:...................................................

May.......................................................

July.......................................................

The vear. ............................................

Discharge in second-feet.

Maximum.

7.4 

2.3 

5.8 

15 

15 

21 

14 

13 

21 

15 

18 

13

21

0 

15 

19 

19 

19 

22 

22 

20 

24 

26 

18 

7.2

26

Minimum.

0 

0 

1.0 

4.4 

7.4' 0 

2.8 

0 

0 

0 

0 

0

0

0 

0 

3.8 

2.8 

0 

13.0 

5.8 

0 

5.8 

0 

0 

0

0

Mean.

0.77 

.56 

3.41 

10.7 

10.8 

12.5 

11.3 

3.21 

9.60 

3.49 

3.10 

2.63

6.01

0 

4.87 

11.3 

11.0 

16.5 

18.3 

13.6 

12.3 

14.6 

7.81 

4.98 

.71

9.66

Run-off 

(total in 

acrefeet).

47 

31 

210 

637 

664 

744 

695 

197 

571 

215 

184 

162

4,360

0 

280 

695 

655 

1,010 

1,090 

836 

756 

869 

480 

296 

44

7,010

NOTE. The above results are in general only approximate. There is doubt regarding January 1 to 

February 11 and December 23 to 31,1908. See gage height table footnote.
ARKANSAS EIVEE DRAINAGE BASIN.

SAPELLO EIVEE AT LOS ALAMOS, N. MEX.

79

This station, which was established August 22, 1903, to determine 

the amount of water available for diversion into the San Guijuella 

reservoir for the Las Vegas project, is located about 100 yards upstream from the post-office and general store at Los Alamos, N. Mex., 

13 miles north of Las Vegas, the nearest railroad point.

The proposed reservoir lies about 6 miles northwest of Las Vegas, 

has a storage capacity of about 40,000 acre-feet, is to be filled from 

the Gallinas, Sapello, and other streams in that vicinity, and is to be 

used for the irrigation of 10,000 acres of land. The station is situated 

about 4 miles below the mouth of the Manu elites and a few miles 

above the junction of the Sapello with Mora River. A considerable 

portion of the normal flow of the stream is diverted for irrigation 

above the station.

The original gage was destroyed by a flood on September 29, 1904, 

and was replaced in April, 1905, by the present chain gage 400 feet 

upstream, and at a different datum. Results for short periods during 

the winter season are sometimes affected by ice on this stream.

The channel is somewhat shifting in character, and on account of 

the inadequacy of discharge measurements, especially at the higher 

stages, results have not been entirely satisfactory.

Discharge measurements of Sapello River at Los Alamos, N. Mex., from 1905 to 1908.

Date.

1905.

April 28. .......

July 1. .........

1906.

April 16. .......

April 17. .......

April 27. .......

May 25.........

July 19.........

July 20.........

August 16. .....

v September 25 . .

Marches). ......

May 11. ........

May 27.........

Junes..........

June 25........

August 28. .....

1908. 

March 26. .....

April 28. .......

July 14.........

August 14. .....

October 29.....

December 16...

Hydrographer.

.....do............................................

.....do..............................................

.....do..............................................

J. M. Giles.........................................

.....do. ..........................................

J. M . Giles ..........................................

J.M.Giles..........................................

.....do.............................................

.....do..............................................

W. A. Lamb........................................

W. A. Lamb.......................................

.....do..............................................

.....do............................................ .

.....do............................................

.....do..............................................

.....do..............................................

V.L. Sullivan ...................................

.....do............................................ .

V. L. Sullivan... ........... .............. ..........

.....do..............................................

.....do............................ .................

.....do..............................................

J. B. Stewart. ......................................

Width.

Feet. 

12

73

12

12

12

32

54

54

98

27

28

20

8

9

56

56

52

52

20

17

10

10

9.0

49

8

10

Area of 

section.

Sq.ft. 

13

91 

7.5

11

9

28

32

33

22

16

19

8

2.4

3.3

46

44

27

x39

18

6.5

3.5

2.8

17

1.3

50

1.6

2.8

Gage 

height.

Feet. 

0.90

2.60

.40

.65

.83

1.35

1.40

1.40

60

.40

.55

- .05

- .20

- .10

1.25

1.16

.70

1.00

.30

- .05

- .10

- .10

.20

- .25

.65

- .20

- .20

Discharge.

Sec.-ft.

90

478

13

19

17

60

60

71

41

21

30

5

2.1

3.5 ll*< S"

Q4 / 1 ? * f>

90 ' * 7 l 6

41 - / / t 2 0

69 1 / * ' 7

15 - /!?;«/

4. 0 -- / i 7 : 1

1. 5 - / T. 7 2 7

.8

11 _. / 1- ' J «

.6 /£ '! ?

50 / »./:* 3

1.9 LL

1.2

NOTE. Measurements were made at different sections.
80 SUKFACE WATEK SUPPLY, 1907-8.

Daily gage height, infeet, ofSapello River at Los Alamos, N. Hex., for 1907 and 1908. 

[W. N. Frank and Wm. N. Frank, jr., observers.]

Day.

1907. 

1. ..............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

1908. 

1... ............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...'............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

0.48

.48

.48

.48

.48

.48

.48

.48

.45

.50

.45

.50

.50

.50

.65

.55

.60

.50

.48

.45

.60

.50

.52

.50

.48

.50

.50

.45

.50

.50

.65

- .1

.1

- .1

- .1

- .1

- .1

- .1

- .1

- .1

- .1

.1

__ J

- .1

- .1

- .1

- .1

_ ^

- .1

- .1

- .1

- .1

- .1

_ ^

- .1

 .1

- .1

Feb.

0.52

.42

.58

.55

.62

.52

.50

.62

.58

.60

.52

.62

.60

.55

.58

.50

.55

.55

.60

.62

.50

.58

.58

.68

.62

.65

.62

.68

- .1

J

.1

- .1

- .05

.0

- .05

- .1

.1

.1

.1

.1

- .1

.1

.1

.1

.0

.0

- .05

.0

.05

.05

.05

00

05

.05

.1

.05

Mar.

0.60

.62

.60

.62

.62

.62

.60

.55

.62

.60

.60

.50

.42

.40

.30

.35

.25

.15

.10

.05

.02

.05

.02

.10

.10

.00

.08

.12

.12

ns

.05

.05

.05

.05

.0

.0

.0

- .1

- .1

.1

- .1

- .1

- .1

.1.1.1

0

- .1

- .1

_ 1

- .1

- .1

.1

Apr.

0.10

- .10

 08

- .10

- .08

- .08

- .10

- .10

- .08

- .10

- .05

- .10

- .10

- .10

- .10

- .10

- .10

- .05

- .08

- .15

.32

.60

.65

.82

.50

.65

.55

.60

.78

90

- .1

- .1

- .1

- .1

- .1

- .1

.1

- .1

- .1

.2

.2

.2

.2

4.c

.6

.55

.6

.55

PL PL

.6

.5

.2

.1

May.

1.10

1 00

1.02

1.08

1.05

.95

.92

1.38

1.20

1.05

.98

.98

09

.85

.80

.68

.68

.70

.65

.70

.70

.72

.75

.72

.70

.72

.72

.92

1.65

.1

.1

- .1

- .1

- .1

- .1

- .1

.1

- .1

- .1

- .1

- ,1

- .1

- .1

.1

.1

- .1

- .1

.1

- .1

.0

.0

.0

.0

.0

.0

.0

.05

June.

1.55

1.40

1.25

1.25

1.25

1.15

1.00

.98

.90

.65

.60

.55

.60

.65

.65

.55

.65

.50

.60

.62

.58

.60

.55

.45

.50

.55

.50

.45

.30

.20

- .05

.05

.05

- .05

- .05

- .05

- .05

- .05

- .05

- .05

.05

.1

- -1

.1

.1

- .1

- .1

- .1

- ,1

- .1

- .1

- .1

- .1

- .2

- ,2

July.

0.10

.15

.18

.10

.10

.10

.10

.12

.10

.00

.00

- .02

- .02

.00

- .05

.00

1.22

1.12

.55

oo

.05

.05

.10

.10

.25

.10

.50

30

1.15

_ OC

OC

OC

__ OC

 OC

OC

- .2

- .2

0

0

*>

- .2

0

- .2

- .2

 - 2

0

- .2

0

- .2

_ . 2

- .2

- .2

- .3

- .3

- .3

- .3

.0

Aug.

0.85

.75

.85

.70

.50

.40

.35

.35

.35

.30

.40

.60

.20

.00

- .10

- .10

- .10

- .10

- .10

.65

.30

.12

.10

.10

.10

.10

.02

- .05

- .05

.20

1.10

.0

.0

.0

.0

.0

.0

APL

.1

.1

.2

fit

.55

.5

.4

JPL

.5

.65

.7

.9

.8

.6

.5

.5

.6

.6

.5

.5

.5

Sept.

0.80

.40

.20

.35

.25

.20

.15

.12

.10

.10

.10

.10

- .10

- .10

- .10

- .10

- .10

- .15

- .20

- .20

- .20

- .20

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

.5

.05

- ,1

- .2

- .2

- .2

- .2

- .2

- .2

- .2

- .2

o

- .2

 .2

- .2

- .2

- .2

- .2

- .2

- .2

- .2

- .2

- .2

- .2

- .2

- .2

Oct.

-0.10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .05

- .10

- .10

- .05

- .05

- .10

- .10

- .10'

- .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

 .1

- .1

- .1

- .1

- .1

- .1

Nov.

-0.10

- .10

- .10

- .08

- .10

- .10

- .10

- .10

- .10

- .08

- .08

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .12

- .08

- .10

- .10

- .10

- .10

- .1

- .1

- .1

- .1

 .1

- .1

 .1

- .1

- .1

- .1

 .1

- .1

- .1

_ j

- .1

- .1

- .1

- .1

- .1

- .1

- .1

_... J

- .1

- .1

 .1

- .1

- .1

- .1

- .1

- .1

Dec.

-0.10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

.00

- .10

- .10

- .10

- .1

- .1

- .1

- .1

- .1

- .1

- .1

- .1

- .1

- .1

- .1

- .1

- .2

- .2

- .2

- .2

- .2

- .2

- .2

- .2

 2

- .2

- .2

- .2

- .2

- .2

- .2

- .2

- .2

- .2

- .2
ARKANSAS EIVEE DEAINAGE BASIN. 81

Rating tables for Sapello River at Los Alamos, N. Mex.

FOR 1905.

Gage

height.

Feet. 

0.00

.10

.20

.30

.40

.50

.60

.70

.80

Discharge.

Sec.-ft. 

5

6

7

9

11

14

17

21

26

Gage

height.

Feet. 

.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

Discharge.

Sec.-ft. 

32

38

48

60

74

91

111

134

160

Gage

height.

Feet. 

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

Discharge.

Sec.-ft. 

189

220

253

287

322

358

396

436

478

Gage

height.

Feet. 

2.70

2.80

2.90

3.00

3.20

3.40

3.60

3.80

Discharge.

Sec.-ft. 

522

568

615

664

767

875

986

1,100

NOTE. The above table is not applicable for ice or obstructed-channel conditions, 

discharge measurements made during 1905 and is not well defined.

JANUARY 1 TO MAY 10, 1906.

It is based on four

Gage

height.

Feet.

0.50

.60

.70

.80

.90

Discharge.

Sec.-ft.

4

7

11

15

20

Gage

height.

Feet.

1.00

1.10

1.20

1.30

Discharge.

Sec.-ft.

26

34

43

54

Gage

height.

Feet.

1.40

1.50

1.60

1.70

Discharge.

Sec.-ft.

66

80

96

114

Gage

height.

Feet.

1.80

1.90

2.00

2.10

Discharge.

Sec.-ft.

133

155

180

208

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on four 

discharge measurements made during March and April, 1906, and is not well defined.

MAY 11, 1906, TO SEPTEMBER 12, 1907.

Gage 

height.

Feet.

-0.20

-0.10

0.00

.10

.20

.30

.40

.50

.60

.70

Discharge.

Sec.-ft.

2.1

3.5

5.6

8

11

15

20

26

33

41

Gage 

height.

Feet.

0.80

.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

Discharge.

Sec.-ft.

50

59

69

80

92

105

120

138

159

Gage 

height.

Feet.

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

Dis- ' 

charge.

Sec.-ft.

184

214

250

290

330

375

420

470

520

Gage 

height.

Feet.

2.60

2.70

2.80

2.90

3.00

3.20

3.40

3.60

3.80

Discharge.

Sec.-ft.

570

620

675

730

785

895

1,005

1,115

1,225

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 12 

discharge measurements made during 1906 and 1907 and is well defined between gage heights 0.20 foot 

and 1.25 feet. Above this it is based on one measurement in 1905 and is somewhat uncertain.

SEPTEMBER 13, 1907, TO SEPTEMBER 3, 1908.

Gage

height.

Feet. 

-0.30

-0.20

-0.10

0.00

Discharge.

Sec.-ft. 

0.5

1.0

1.5

3.0

Gage

height.

Feet. 

0.10

.20

.30

.40

Discharge.

Sec.-ft. 

6.5

11

17

25

Gage

height.

Feet. 

0.50

.60

.70

Discharge.

Sec.-ft. 

34

44

56

Gage

height.

Feet. 

0.80

.90

1.00

Discharge.

Sec.-ft. 

70

85

102

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on seven 

discharge measurements made during 1908 and 1909 and is not well defined.

SEPTEMBER 4 TO DECEMBER 31,1908.

To allow for slight changes in conditions of flow after September 3,1908, the discharge September 4 to 

October 31 has been estimated 1.0 second-foot greater than that given by the preceding table, and the 

discharge November 1 to December 31 has been estimated 0.5 second-foot greater than that given by 

the preceding table.

27586 IKK 247 10 6
82 SURFACE WATER SUPPLY, 1907-8.

Monthly discharge of Sapello River at Los Alamos, N. Mex.,for 1905 to 1908.

Month.

1905.

April................................................

May.................................................

July.................................................

1906.

April................................................

May.................................................

July.................................................

1907.

April................................................

July.................................................

1908.

April................................................

May.................................................

July.................................................

Discharge in second-feet.

Maximum.

160 

545 

1,100 

457 

101 

82 

74 

29 

6 

220 

26

86 

20 

38 

194 

172 

86 

80 

15 

46 

13 

16 

1,170

1,170

37 

39 

35 

59 

172 

148 

95 

80 

50 

2.2 

1.8 

1.5

172

1.5 

6.5 

6.5 

44 

6.5 

2.2 

3.0 

85 

34 

2.5 

2.0 

2.0

85

Minimum.

32 

54 

111 

91 

10 

5 

6 

6 

6 

6 

14

4 

15 

11 

38 

23 

3.5 

3.5 

2.4 

1.8 

2.8 

10 

16

1.8

23 

21 

4.6 

2.8 

37 

11 

4.6 

3.5 

1.0 

1.5 

1.4 

1.5

1.0

1.5 

1.5 

1.5 

1.5 

1.5 

1.0 

.5 

3.0 

2.0 

2.0 

2.0 

1.5

0.5

Mean.

60.7 

120 

289 

187 

42.3 

9.47 

17.0 

7.55 

6.00 

18.1 

15.5

31.5 

15.5 

16.5 

54.2 

64.3 

25.0 

18.6 

7.95 

7.30 

8.88 

12.0 

120

31.8

26.6 

31.6 

19.7 

14.8 

64.2 

48.7 

* 15.1 

19.2 

6.62 

1.57 

1.54 

1.50

20.9

1.50 

2.69 

2.60 

15.6 

2.23 

1.72 

.96 

28.0 

4.71 

2.11 

2.00 

1.69

5.49

Run-off 

(total in 

acre-feet).

3,130 

7,380 

17,200 

11,500 

2,520 

582 

1,050 

449 

369 

1,080 

953

46,200

1,940 

861 

1,010 

3,230 

3,950 

1,490 

1,140 

489 

434 

546 

714 

7,380

23,200

1,640 

1,760 

1,210 

881 

3,950 

2,900 

928 

1,180 

394 

96.5 

91.6 

92.2

15,100

92.2 

155 

16Q 

928 

137 

102 

59.0 

1,720 

280 

130 

119 

104

3,990

Accuracy.

C. 

C. 

C. 

C. 

C. 

D. 

C.

C. 

C. 

D. 

C. 

C. 

C. 

C. 

D. 

D.

C. 

A. 

A. 

B. 

B.

* 

D.

C.

NOTE. Accuracy values can not be given for many of the above monthly means for 1905-8. Some of 

the inaccuracies are due to insufficient measurements to cover known radical changes in conditions of 

flow; others are due to very low discharge, which have only relative value.
ARKANSAS RIVER DRAINAGE BASIN. 83

NORTH FORK OF CANADIAN RIVER NEAR ELRENO, OKLA.

This station, which was established October 27, 1902, to obtain 

information concerning the flood flow of the river, was located at 

the highway bridge 2 miles north of Elreno, Okla. Gage observations were discontinued on April 30, 1908. The station was about 

150 miles above the junction of the North Canadian with the 

Canadian, but no important tributaries enter below.

The bed of the stream is sandy and shifting, and frequent discharge 

measurements are necessary to obtain the best results. No change 

was made in the datum of the gage during the maintenance of the 

station.

Discharge measurements of North Fork of Canadian River near Elreno, Okla., in 1907

and 1908.

Date.

1907. 

February 11.... 

April 12. .......

December 4....

1908.

February 18....

Hydrographer.

W. A. Lamb....................................... 

.....do..............................................

R . L. Cooper .......................................

.....do..............................................

Width.

Feet. 

106 

115

103

105

110

Area of 

section.

Sq.ft. 

243 

195

147

161

260

Gage 

height.

Feet. 

4.26 

3.75

3.30

3.50

4.45

Discharge.

Sec.-ft. 

490 

346

199

243

535

Daily gage height, in feet, of North Fork of Canadian River near Elreno, Okla., for 1907

and 1908. 

[Austin Clift, observer.]

Day.

1907. 

1.... ...........

2...............

3...............

4...............

5...............

6. ..............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14..............

15...............

16...............

17..............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

4.2

4.2

4.2

4.2

4.1

4.1

4.1

4.1

4.1

4.1

4.2

4.3

4.3

4.3

4.3

4.5

4.7

4.9

5.0

5.4

5.4

5.4

5.2

5.0

4.8

4.8

4.8

4.6

4.6

4.6

4.7

Feb.

4.7

4.6

4.9

4.8

5.0

5.4

5.0

4.8

4.8

4.7

4.6

4.4

4.4

4.4

4.4

4.3

4.0

4.0

3 9

3.8

' 3.8

3.8

3.8

3.7

3.7

3.7

3.7

Mar.

3.7

3.7

3.8

3.8

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.6

3.6

3.6

3.6

3.5

3.5

3.5

3.5

3.5

3.4

3.4

3.4

3.4

3.3

3.3

3.3

3.3

3.2

Apr.

3.1

3.0

3.0

3.5

4.6

 ; n

4.9

4.8

4.8

4.6

4.5

4.0

3.9

3.5

3.4

3.4

3.2

3.2

3.0

3.2

3.2

3.2

3.2

3.2

3.3

3.3

3.2

3.2

3.2

May.

3.2

3.2

3.4

3.4

3.4

3.4

3.4

3.3

3.2

3.4

3.4

3.5

3.5

3.4

3.4

3.4

3.4

3 A.

3.4

3.4

3.4

4.2

3.8

4 0

4.0

3 9

3.8

3.7

3.7

June.

3.7

3.6

3 a

3.5

3.5

0 A

3.3

9

0

8.4

5.2

5.0

A K.

4.0

3.6

3.5

3.4

3.3

3.2

0 A

3.6

4.0

3.8

3 A.

o n

3.0

3.6

8.0

7.8

7.5

July.

6.4

6.0

5.4

5 n

4.8

4.4

3 A

3 a

4.1

4.0

3.8

3.8

3.7

3.6

3.5

3.5

3.5

3 9

3.2

3.3

3.3

3 9

3.1

3.0

3.0

3.0

2.9

3.0

4.2

Aug.

3.5

3,4

3.2

4.0

4.5

5.0

6.0

6.0

5.8

5.0

4.6

4.0

3.2

2.8

2.7

2.7

2.7

2.7

2 a

2.6

2.8

2.8

3.0

3 PL

3.6

3.8

3.6

3.4

3.2

3.0

Sept.

2.9

2.9

3 A

^ 9

2.9

9 Q

2.9

2.8

2.7

2.7

2.7

2 a

9 ^

2.5 9 ;

2.5

2.5

2.3

2.3

9 1

2.3

2.3

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

Oct.

2.1

2.6

3.0

3.3

3.3

3.5

3.5

3.5

3.4

3.4

3.2

3.2

3.0

3.0

3.3

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.3

3.3

3.8

4.3

4.0

3.6

3.5

Nov.

3.4

3.3

3.3

3.3

3.3

3.2

3.2

3.2

3.2

3.2

3.2

3.1

3.1

3.1

3.1

3.1

3.1

3.1

3.4

3.3

3.3

3.3

3.3

3.5

3.5

3.5

3.5

3.4

3.4

Dec.

3.4

3.4

3.3

3.3

3.3

3.3

3.2

3.2

3.2

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.4

3.4

3.4

3.4

3.4

3.8

3.9

3.8

3.8

3.8

3.7

3.6

3.6

3.6

3.4
84 SURFACE WATER SUPPLY, 1907-8.

Daily gage height in feet, of North Fork of Canadian River near Elreno, Okla.,for 1907

and 1908 Continued.

Day.

1908. 

1. ..............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15..............

Jan.

3.4

3.4

3.7

3.9

3.8

3.8

3.8

3.7

3.6

3.6

3.5

3.5

3.5

3.5

3.5

Feb.

3.2

3.2

2.9

9 <J

2.8

2.8

2.8

2.7

2.7

2.7

2.7

3.0

3.5

3.5

3.7

Mar.

4.0

4.0

3.8

3

0

3.8

3.8

3.8

4.0

4.0

3

0

3.7

3.6

3.6

3.6

3.6

Apr.

3

0

3.3

3.3

0 0

3.3

3.3

3

0

3.3

3.3

3.6

3.8

3.8

3.6

3.6

3 a

Day.

1908. 

16...............

17...............

18...............

19

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

3.5

3.5

3.5

3.5

3.5

3.5

3.6

3.6

3.6

3.5

3.5

3.5

3.2

3.2

3.2

3.2

Feb.

3.7

4.0

4.1

4.1

4.1

4.1

4.1

4.1

4.1

4.1

4.1

4.0

4.0

4.0

Mar.

3.6

3.6

3.6

3.6

3.4

3.4

3.4

3.4

3.3

3.3

3.3

3.2

3.2

3.2

3.2

3.2

Apr.

3.6

3.9

3.9

3 9

3.9

3.8

3.8

3.8

3.7

3.7

3.6

3.5

3.3

3.3

3.3

Rating table for North Fork of Canadian River near Elreno, Okla.,for 1906-1908.

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

3.20

3.30

3.40

Discharge.

Sec.-ft.

40

51

63

76

90

105

121

138

156

175

195

215

236

258

Gage 

height.

Feet.

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

Discharge.

Sec.-ft.

280

302

325

348

371

395

419

444

469

494

520

547

574

602

Gage 

height.

Feet.

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.20

6.40

Discharge.

Sec.-ft.

631

660

690

725

760

795

830

870

910

950

990

1,030

1,115

1,205

Gage 

height.

Feet.

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

9.00

10.00

Discharge.

Sec.-ft.

1,300

1,400

1,510

1,630

1,750

1.875

2,005

2,140

2,280

2,420

2,560

2,700

2,840

3,640

NOTE. The above table is not applicable for ice or obstructed channel conditions. It is based on discharge measurements made during 1906-1908 and is well defined between gage heights 2.7 feet and 8 feet.

Monthly discharge of North Fork of Canadian River near Elreno, Okla.,for 1907 and 1908.

Month.

1907.

May.................................................

July.................................................

1908.

April................................................

Discharge in second-feet.

Maximum.

795 

795 

348 

660 

444 

3,480 

1,200 

1,030 

258 

469 

280 

371

'3,480

371 

419 

395 

371

Minimum.

419 

325 

215 

175 

215 

175 

156 

105 

40 

40 

195 215

40

215 

121 

215 

236

Mean.

451 

484 

293 

325 

282 

662 

369 

362 

98.1 

250 

231 

. 268

347

286 

289 

298 

293

Run-off 

(total in 

acre-feet).

33,300 

26,900 

18,000 

19,300 

17,300 

39,400 

22,700 

22,300 

5,840 

15,400 

13,700 

16,500

251,000

17,600 

16,600 

18,300 

.17,400

69,900

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

C. 

C. 

C. 

B.

B. 

B. 

B. 

B.
SUEPACE WATER SUPPLY, 1907-8. 85

RED RIVER DRAINAGE BASIN.

DESCRIPTION.

The headwaters of Red River include several forks, all of which 

have their sources in northern Texas. Red River takes a general 

easterly direction along the northern boundary of Texas, and then 

turns toward the southeast and flows through a low swampy region in 

Louisiana into the Mississippi not far from the southern boundary of 

the State of Mississippi.

North Fork and Salt "Fork rise in the Panhandle of Texas and flow 

in a general southeasterly course across the southwest corner of Oklahoma, uniting with Prairie Dog Fork a short distance above Vernon, 

Tex. Elm Fork, rising in the same locality, joins North Fork 50 or 75 

miles above its mouth. The flow is very uncertain, most of the runoff being flood water from heavy rains. The flow ceases entirely in 

the late summer and fall in ordinary dry years. The drainage area 

consists of dry, semi-arid plains varied by sandhills in some portions. 

The underlying rocks are sandstone, limestone,. and gypsum in the 

upper portion and granite where the streams pass through the 

Wichita Mountains.

Washita River rises in northern Texas, crosses southern Oklahoma, 

and flows into Red River in the southern part of Indian Territory, 

about 10 miles from Denison, Tex.

Sulphur Fork of Red River has its headwaters in Hunt and Fannin 

counties, Tex., flows eastward, forming a boundary between Delta, 

Red River, and Bowie counties on the north, and Hopkins, Franklin, 

Titus, Morris, and Cass counties on the south, and empties into Red 

River in Arkansas about 7 miles north of the Louisiana boundary 

line. The flow of this river varies greatly, changing with the rainfall. 

If the summer is at all dry it ceases altogether, but enough water 

always remains standing in pools to water stock. During or immediately after protracted or unusually heavy rains the river becomes very 

wide and deep, floods its bottoms, and often occasions considerable 

loss of stock and damage to planters and the railroads.

Big Cypress Creek has its headwaters in Franklin and Titus counties, Tex., flows in a general easterly direction, and empties into Red 

River. The flow of the river is unreliable, varying with the rainfall. 

In the summer it ceases and the river becomes dry except where the 

water stands in holes. After long or heavy rains the stream is liable 

to overflow its banks.
86 SURFACE WATEE SUPPLY, 1907-8.

Gaging stations have been maintained in the basin as follows:

Red River at Arthur City, Tex., 1905-6.

Red River (Salt Fork) at Mangum, Okla., 1905-6.

Turkey Creek near Olustee, Okla., 1905-1908.

Red River (North Fork) near Granite, Okla., 1903-1908.

Red River (North Fork) near Snyder, Okla., 1905.

Red River (North Fork) near Headrick, Okla., 1905-1908.

Red River (Elm Fork) near Mangum, Okla., 1905-1908.

Elk Creek near Hobart, Okla., 1904-1908.

Otter Creek near Mountain Park, Okla., 1903-1908.

Horse Creek near Mountain Park, Okla., 1905-6.

Otter Creek (Dry Fork) near Mountain Park, Okla., 1905-6.

Washita River near Anadarko, Okla., 1902-1908.

TURKEY CREEK NEAR OLUSTEE, OKLA.

This station, which was established April 20, 1905, and abandoned 

March 31, 1908, was located about 200 feet downstream from William 

Fullerton's irrigation dam, 6 miles northwest of Olustee, Okla. This 

dam furnishes power for pumping water to irrigate about 50 acres 

of land on William Fullerton's farm.

The datum of the gage remained constant during the maintenance 

of the station. Only the estimates of the low-water discharge are at 

all reliable, as not enough measurements were taken at high and 

medium stages.

Discharge measurements of Turkey Creek near Olustee, Okla., in 1907 and 1908.

Date.

1907. 

February 6..... 

March 8. .......

April?.........

May3..........

July 12.........

October 12.....

1908.

March 26 c.....

Hydrographer.

W. A. Lamb....................................... 

.....do ............................................

W. A. Lamb.......................................

.....do..............................................

.....do .............................................

.....do .............................................

Width.

Feet. 

19 

18

18

18

20

19

20

18

13

13

14

15

15

Area of 

section.

Sq.ft. 

16 

15

11

11

11

50

19

14

7

9

9

10

10

Gage 

height.

Feet. 

2.90 

2.90

2.76

2.70

2.80

3.75

3.00

2.75

2.50

2.55

2.58

2.70

2.60

Discharge.

Sec.-ft. 

34 

28

25

22

42

63

38

30

18

17

15

16

14.5

a Measurement from bridge, one-half mile below gage. 

& Discharge of Fullerton's Canal was 2.5 second-feet, 

e Discharge of Fullerton's Canal was 3.3 second-feet.
KED RIVER DRAINAGE BASIN. 87

Daily gage height, in feet, of Turkey Creek near Olustee, OHa.,for 1907 and 1908. 

[ J. A. Conger, observer.]

Day.

1907.o 

1...............

2............ .

3. ..............

4...............

5...............

6...............

7...............

8...............

9..........

10........... ..

11...............

12...............

13........... .

14...............

15...............

16..............

17...............

18...............

19...............

20.......... ...

21...............

22...............

23............

24...........

25. ..........

26...............

27...............

28...............

29............... 

30...............

31...............

Jan.

2.8

2.8

2.8

2.8

2.8

2

0

2

0

2.8

7.6

12.0

5.5

3.7

3.3

3.2

3.2

3.2

3.1

3.0

10.0

7.55

3.5

3.2

3.2

3.1

3.0

3.0

3.0

3.0

3.0 

3.0

3.0

Feb.

3.0

3 0

3.0

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2

O

2.8

2.8

2.8

2.8

2.8

2.8

2

O

2 Q

Mar.

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.8

2.8

2

0

2.8

2.8

2.8

2

O

2

O

2

O 

. O

2.8

2.8

Apr.

2

0

2.8

2.8

2.8

2.8

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2 7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.8 

2.9

May.

2.8

2.7

2.7

2.7

3.85

3.0

2.7

2.7

2.7

2.85

2.75

2.65

2.6

2.6

2.C

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

7.8

12.85

4.05

2.8

4.0

10.0 

14.05

' 9.45

June.

3.8

3.2

3.1

2.9

2.8

2.8

2

0

2.8

17.3

16.0

7.1

4.55

6.6

4.0

3.7

3.5

3.3

3.6

4.3

3

0

4.25

3.9

3.3

3.2

4.7

3.1

3.0

3.0

3.0

2.9

July.

2.9

2.9

2.8

2.8

2.8

2.8

2.7

2.7

2.7

2.7

2.8

2.7

2.7

2.7

2.7

2.7

2.7

2.6

2.6

2.6

2.6

2.6

2.6

2.55

2.55

2.6

2.55

2.65

2.6 

2.6

2.6

Aug.

2.6

2.75

5.8

7.0

2.75

2.65

2.6

2.6

2.6

2.5

2.b

2.6

2.65

2.55

2.6

2.6

2.6

2.75

2.6

2.4

2.4

2.65

2.4

2.3

2.25

2.7

2.75

2.6

2.45 

2.4

2.3

Sept.

2.4

2.35

2.25

2.25

2.2

2.25

2.25

2.2

2.2

2.3

2.5

2.65

2.5

2.3

2.3

2.6

2.3

2.5

2.5

5.35

2.6

2.5

2.25

2.3

2.2

2.3

2.3

2.3

2.3 

2.3

Oct.

2.3

2.3

3.0

10.05

6.3

2.7

2.6

2.6

2,5

2.5

2.5

2.5

2.5

2.5

2.4

2.4

"2.7"

2.6

Nov.

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5 

2.5

Dec.

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.6

2.6

2.6

2.6

2.75

3.6

3.3

2.6

2.6

2.6

2.6

2.6

2.6 

2.6

2.6

Day.

1908.

1......

2......

3......

4......

5......

6......

7......

8......

9......

10......

Jan.

2.6

2.6

2.6

2.7

2.7

2.6

2.6

2.6

2.5

2.5

Feb.

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

Mar.

2.7

2.7

2.7

2.7

2.7

2.6

2.6

2.6

2.6

2.6

Day.

1908.

11......

12......

13......

14......

15......

16......

17......

18......

19......

20......

Jan.

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

Feb.

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.7

2.7

2.7

Mar.

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

Day.

1908.

21......

22......

23......

24......

25......

26......

27......

28......

29......

30

31

Jan.

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.6

2.6

2.6

Feb.

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

Mar.

2.5

2.5

2.5

2.5

2.5

2.5

2.4

2.4

2.4

2.4

2.4

a There was no flow at gage October 15-23 and October 26-29,1907. Excessive gage heights of September 

20 and October 4,1907, were caused by failure of dam above station.
88 SURFACE WATEE SUPPLY, 1907-8.

Daily discharge, in second-feet, of Turkey Creek near Olustee, Okla., for 1907 and 1908.

Day.

1907. 

1......

2......

3......

4......

5......

6......

7......

8......

9......

10......

Day.

1908. 

1. . 

2. . 

3. .

4. .

5. .

6. . 

7. . 

8. . 

9. .. 

10. ..

Oct.

18

18

Jan.

17 

17 

17

20 

20

17 

17 

17 

15 

15

Nov.

18

18

18

18

18

18

18

18

18

18

Feb.

15 

15 

15 

15 

15

15 

15 

15 

15 

15

Dec.

16

16

16

16

16

16

16

16

16

16

Mar.

16 

16 

15 

15 

15

14 

14 

14 

14

14

Day.

1907. 

11...

12...

13..

14..

15..

16..

17..

18..

19.. .

20.. ..

Day.

1908. 

11.... 

12.... 

13. . 

14. . 

15. .

16. . 

17. . 

18. . 

19. . 

20. .

Oct.

18

18

18

18

17

17

17

16

16

16

Jan.

15 

15 

15 

14 

14

14 

14 

13 

13 

13

Nov.

18

17

17

17

17

17

1717'

17

17

Feb.

15 

15 

15 

15 

14

14 

14 

17 

17 

17

Dec.

16

16

16

16

15

15

17

17

17

17

Mar.

14 

14 

14 

14 

15

15 

15 

15

15 

15

Day.

1907. 

21.. ..

22.. ..

23.. ..

24.. ..

25.. ..

26.. ..

27.. ..

28.. ..

29.. ..

30.. ..

31.. ..

Day.

1908. 

21.. .. 

22.. .. 

23.. . 

24.. . 

25.. .

26. .

27. . 

28. . 

29. . 

30. .

31.. .

Oct.

15

15

15

15

15

15

16

18

21

24

20

Jan.

13 

13 

13 

13 

13

13 

13 

13 

15 

15

15

Nov.

17

17

17

17

17

17

17

17

17

17

Feb.

16 

16 

16 

16 

16

16 

16 

16 

16

Dec.

21

52

40

17

17

17

17

17

17

17

17

Mar.

13 

13 

13 

13 

13

13 

11 

11 

11 

11

11

NOTE. These discharges were obtained by the indirect method for shifting channels.

Monthly discharge of Turkey Creek near Olustee, Okla., for 1907 and 1908.

Month.

1907. 

October 9-31.................................. ............

December. .................................................

1908.

March. . ...................................................

Discharge in second-feet.

Maximum.

24 

18 

52

20 

17

16

Minimum.

15 

 17 

15

13 

14 

11

Mean.

17.2 

17.4 

18.4

14.9 

15.4 

13.7

Run-off 

(total in 

acrefeet).

785 

1,040 

1,130

916

886 

842

NOTE. Owing to the shifting character of the stream bed at this point the above values of mean monthly 

discharge can only be classed as fair (C).

NORTH FORK OF BED RIVER NEAR GRANITE, OKLA.

This station, which was established June 23, 1903, in connection 

with the proposed Red River (Otter Creek) project of the United 

States Reclamation Service, and was abandoned on March 20, 1908, 

was located at the highway bridge 2 miles east and one-half mile 

north of Granite, Okla., near the crossing of the Chicago, Rock Island 

and Pacific Railway. The locality is about 10 miles above the 

mouth of Eliia Fork. The Lugert reservoir site, above the mouth of 

Elm Fork, has a capacity of nearly 90,000 acre-feet with a dam 70
KED RIVER DRAINAGE BASIN. 89

feet high. Very little use is made of the stream above this point as 

the average annual rainfall is about 30 inches, and when this rainfall 

is properly distributed, irrigation is not necessary.

The datum of the gage remained unchanged during the continuance 

of the station. Owing to the sandy and shifting nature of the stream 

bed the river sometimes flows in a number of channels, while at other 

times it is confined practically to one channel near either end of the 

pile bridge which has a span of several hundred feet. On this account 

an auxiliary chain gage, which was moved to various points along 

the bridge to conform with the shifting of the channel, was used in 

addition to the permanent gage.

Thin ice sometimes forms on this stream but rarely has any 

appreciable effect on the flow.

Discharge measurements of North Fork of Red River near Granite, Okla., in 1907 and 1908.

Date.

1907.

March 11. ......

April 10........

April 15........

April 19. .......

April 23........

April 26. .......

May 1... .......

May 11.. .......

May 17o.. ......

May 22. ........

June 20 ........

June 28.. .......

JulyS..........

July 10. ........

July 17. ........

July 22. ........

July 25. ........

July 29. ........

August 2.......

August 30......

October6......

October 9......

October 18.....

October 22.....

October 30.....

December 26...

1908.

January 29.....

February 26 6 . .

March 20 &.....

Hydrographer.

W. A. Lamb.......................................

.....do..............................................

.....do........................................ ......

.....do....................................... ......

.....do....................................... ......

.....do....................................... .......

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.... .do. .............................................

.....do..............................................

.....do..................?...........................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

Width.

Feet.

74

87

86

88

25

248

128

155

142

40

40

126

69

561

217

93

302

137

123

119

130

97

67

69

92

326

81.5

112

66.5

46.5

36.5

121.5

76.5

17.5

140

130

110

88

134

130

90

98

116

165

152

Area of 

section.

Sq.ft. 

119

68

453'6

25

202

90

211

80

19

24

71

43

714

254

70.7

860

358

85

127

180

53

27

28

46

1,340

520

92

49

39

11

113

55

17

109

90

68

53

91

149

90

164

99

86

130

89

56

height.

Feet. 

7.00

7.17

6.90

6.82

6.79

7.35

6.96

7.46

7.05

6.70

6.60

7.00

6.75

9.00

7.45

8.62

7.70

6.52

6.95

6.57

6.35

6.35

6.50

9.00

7.90

6.79

6.90

6.75

6.50

7.40

7.00

6.50

6.90

6.95

6.80

6.75

6.92

7.00

7.00

7.20

7.28

7.30

7.55

7.35

7.20

Discharge.

Sec.-ft. 

204

95

54

39

21

238

110

371

91

25

13

94

58

3,130

667

93.9

2,710

657

89

155

225

47

18

17

48

5,480

1,220

165

45

38

7

277

78

14

386

159

109

92

150

349

101

199

115

86

153

148

72

a Wading measurement. 6 Measured from railroad bridge.
90 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of North Fork of Red River near Granite, Okla., for 1907 and 1908.

[Elmer O. Tompkins, observer.]

D

19 

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......

Day.

1908. 

1......

2......

0

4......

5......

6...... 

7......

8......

9......

10......

ay07.

Jan.

7.3

7.5

7.35

Jan.

7.0

7.1

7.1

7.1

7.0

6.8

6.9

6.9

7.9

8.12

7.75

7.4

7.15

7.0

7.0

7.5

7.0

7.0

8.62

8.5

7.35

7.05

6.95

7.0

6.95

7.0

7.0

6.85

6.95

7.0

7.2

Feb.

7.3

7 3

7.3

7.3

7.3

7.3 

7.45

7.45

7.45

7.45

Feb.

7.15

7.1

7.0

6.95

6.4

6.7

7.3

7.2

7.5

7.0

6.95

6.9

6.95

6.8

7.1

6.9

7.0

7.0

7.0

7.1

6.95

7.05

7.0

7.05

7.1

7.0

7.2

7.1

Mar.

7.3

7 3

7.3

7.3

7.3

7.3 

7.2

7.3

7.3

7.4

Mar.

7.3

7.05

7.3

7.2

7.1

7.1

7.1

7.1

7.1

7.2

7.15

7.1

7.1

7.1

7.1

7.1

7.0

6.8

7.0

7.1

7.05

6 9

6.8

6.8

6 9

6.85

6.9

6.85

6.85

6.85

Da

19( 

5 11..

5 19

14..

15..

16.. 

5 17..

IS

5 19.

20.

Apr.

6.85

6.85

7.25

7.1

7.0

6.95

6.9

6.9

6.85

6.85

6.8

6 OK

6.95

7.1

7

Q

7

1 K

7.05

7.0

7.15

y. 3

May

7.4

7.3

7.2

7.1

7.1

7 3

7.2

7.1

7.2

7.1

7.1

7.0

6.9

6 9

6.7

6.6

6.6

6.7

6,6

6.6

8.7

7

Q

7

O

7.1

7.1

7 1

7.6

7 1

an.

6,7

7.05 

7.1

7.15

7 55

7.5

5

5

5

5

5

5

5

5

June.

7.15

7.0

7.05

7.2

7.25

7.2

7.3

7.2

9.3

8.5

7.7

7.8

7.5

7.45

7.3

7.25

7.2

7.2

8.12

9.8

8.45

6.95

6.95

9

0

7.45

7.35

7.7

Feb.

7.45

7.4

7.4

7.25

7.7

7.45

7.15

July.

6.3

6.2

6.15

6.15

7.1

7.05

6.55

6.35

6.25

7.35

7.05

' 6.85

6.7

6.6

6.55

6.55

6.5

6.45

6.35

6.3

6.35

6.3

6.35

6.3

6.3

Mar.

7.4

7 3

7.3

7.3

7.3 

7.2

7.2

7.2

Aug.

6.25

6.4

10.25

7.9

7.85

6.9

6.75

6.7

7.65

7.65

6.65

6.6

6.9

6.6

6.75

6.75

6.7

6.65

6.6

6.75

6.8

7.5

7.4

7.0

fi Q^

6.5

Daj

190J 

21...

99

93

24...

25...

26..

27...

28...

29...

30...

31...

Sept.

6.25

6.25

6.6

7.4

7.05

7.0

7.0

6.85

6.0

6.0

r. Ja

}.

Oc

9,

7

10

9

7.

6

7

6.

6.

6

fi

6,

6.

6.

6

6,

6.

6.

6.

6,

6.

6.

g

6.

6

6.

g

fi.

6.

7.

,n.

7 3

7

0

7,3

7.3

7.3

7.3 

7 3

7.3

7.3

7.3

7.3

t.

4

R5

(1

r^

t»5

0

Wi f)

Wi

Wi

H

R

RS

R

R

R

75

75

t>

9

9

r)

9

t>

R

t>

t>Wi

[1

I

Nov

7.0

6.9

6.9

6.9

6.9

6 9

7.0

7.0

8 5

7.4

7.3

6 9

6 9

6,9

6 Q

7.2

7 1

7 ?

7.?

'eb.

7.3

7.4

7.1

7.2

7,3

7.4 

7,45

7.45

7.45

1

1

1

1

1)

">

">

">

Dec.

7.2

7.2

7.15

7.2

7.2

7.2

7.2

7.2

7.2

7.15

7.15

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.15

7.1

7.1

7.1

7.1

7.1

7.1

7.1

Mar.

NOTE. Water standing in pools September 26-30, 1907. 

on days for which no gage heights are given.

Channel shifted, leaving gage out of water
KED KIVEK DRAINAGE BASIN. 91

Daily discharge, in second-feet, of North Fork of Red River near Granite, Okla., for 1907

and 1908.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1907.

140

180

180

180

140

70

100

100

660

500

340

220

160

160

400

160

160

1,500

1,400

350

200

160

180

160

180

180

120

160

180

270

270

250

200

180

10

90

340

300

450

200

180

160

180

120

250

160

160

160

160

200

140

180

120

140

160

120

200

160

190

100

190

170

150

70

70

70

70

70

100

90

70

70

70

50

10

50

100

80

30

10

10

40

25

40

25

25

25

30

30

30

320

400

180

120

90

70

60

60

40

40

40

40

25

25

25

25

40

80

130

220

200

180

140

140

140

200

370

370

290

240

210

200

260

210

180

210

100

110 

SO 

45 

40 

35

30

25

20

10

10

35

15

15

1,600

600

160

160

180

380

180

160

100

120

180

200

180

220

200

3,000

1,800

430

510

350

320

250

250

230

230

1,460

1,140

5,000

2,050

95

95

4,000

740

470

660

600

400

150

100

100

100

90

25

20

20

30

400

370

120

110

10

560

300

160

100

70

40

40

40

40

18

13

18

12

17

12

12

10

25

7,500

1,220

1,150

200

150

130

550

520

50

20

30

45

40

40

40

20

10

10

40

60

320

270

190

100

78

60

40

14

10

5

5

5

5

5

5

5

5

40

380

210

200

200

130

110

100

90

80

70

60

50

40

30

20

10

0

0

0

0

0

3,800

1,460

6,000

5,500

1,000

420

420

300

120

160

160

140

110

120

110

110

110

92

92

140

140

140

160

180

200

180

210

240

260

300

350

360

330

330

320

320

290

290

290

280

280

280

280

280

270

270

270

260

280

520

440

390

200

200

200

200

290

270

320

270

270

270

220

250

250

230

230

230

200

180

160

140

140

140

140

140

140

140

140

150

170

150

150

150

150

160

160

160

160

160

160

Day. Jan. Feb. Mar. Day. Jan. Feb. Mar. Day. Jan. Feb. Mar.

1908.

1......

2......

3......

4......

5......

170

190

200

215

290

220

200

170

140

120

75

70

70

70

70

65

135

135

130

130

150

150

130

130

135

120

105

120

140

155

1908.

11....

12....

13....

14....

15....

16....

17....

18....

19....

20....

ioo

60

40

20

10

60

75

90

250

220

130

115

100

120

75

250

150

340

260

60

175

155

120

120

115

115

75

75

75

72

1908.

21.....

22.....

23.....

24.....

25.....

26.....

27.....

28.....

29.....

30.....

31.....

130

125

120

115

110

100

90

90

86

80

80

110

150

50

80

120

170

190

190

190

NOTE. These discharges were obtained by the indirect methods for shifting channels. Discharge estimated on days of no gage reading.
92 SURFACE WATER SUPPLY, 1907-&

Monthly discharge of North Fork of Red River near Granite, O&la., for 1907 and 1908.

Month.

1907.

April.. . ....................................................

May.......................................................

July.......................................................

October. ...................................................

The year. ............................................

1908.

February ..................................................

March 1-20 .................................................

Discharge in second-feet.

Maximum.

1,500 

450 

190 

400 

1,600 

5,000 

560 

7,500 

380 

6,000 

520 

270

7,500

290 

340 

175

Minimum.

70 

10 

10 

25 

10 

95 

10 

10 

0 

92 

200 

140

0

10

50 

72

Mean.

313 

187 

71.9 

116 

204 

848 

102 

417 

62.0 

733 

295 

177

294

128 

131 

121

Run-off 

(total in 

acrefeet).

19,200 

10,400 

4,420 

6,900 

12,500 

50,500 

6,270 

25,600 

3,690 

45,100 

17,600 

10,900

213,000

7,870 

7,540 

4,800

NOTE. Owing to the shifting character of the stream bed at this point the above values of mean monthly 

discharge can only be classed in general as fair (C) and some months are only approximate (D).

NORTH FORK OF RED RIVER NEAR HEADRICK, OKLA.

This station, which was established July 17, 1905, to obtain data 

for use in connection with the proposed Ked Kiver (Otter Creek) 

project of the United States Reclamation Service, was abandoned 

March 30, 1908. It was located at the Navajo dam site, about 4 

miles northeast of Headrick and 8 miles west of Mountain Park, 

Okla., a few miles below the mouth of Elk Creek and about an equal 

distance above the mouth of Otter Creek. The drainage area above 

the station comprises some 5,500 square miles.

The Navajo reservoir site has a capacity of over 300,000 acre-feet 

with a dam 75 feet high above the river bed. By means of a floodwater canal the Salt Fork of Red River, with a drainage of 1,200 

square miles, could be diverted into this reservoir.

No change was made in the datum of the gage during the 

continuance of the station.

The stream bed is very shifting in character, but as a large number 

of discharge measurements have been made the results are considered 

very satisfactory.
BED BIVEK DRAINAGE BASIN. 93 

Discharge measurements of North Fork of Red River near Headrick, Okla., in 1907 and 1908.

Date.

1907. 

February 7..... 

March 9........

March 15. ......

Aprils.........

April 12........

April 18........

April 25.. ......

April 30........

May 4... .......

Mav 10.. .......

May 21... ......

May 26.........

MaySl. ........

June 16.........

Do.........

July9.. ........

July 15.. .......

July 19... ......

July 24.. .......

August 22......

September 22...

Octobers......

October 13 .....

1908. 

January 21 .....

February 12. ...

February 23....

February 27....

March 13.......

March 24.......

Hydrographer.

W. A. Lamb....................................... 

.....do..............................................

.....do...............................................

.....do..............................................

.....do..............................................

.....do........................ ..................... .

.....do..............................................

... ..do.... ......................................... .

.....do..............................................

.....do.... ..........................................

.....do..............................................

W. A. Lamb.......................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.. ...'do. ............................................ -

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do...................... ........................

.....do..............................................

.....do..............................................

R. L. Cooper. ......................................

.....do..............................................

.....do..............................................

.....do............................. .................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

Width.

Feet. 

190 

181

182

155

113

108

152

225

227

169

171

231

242

224

220 

231

250

220

222

222

220

186

160

150

150

180

193

210

69

264

197

190

195

193

193

194

179

185

167 

162

157

143

220

220

202

202

222

206

Area of 

section.

Sq.ft. 

284 

259

245

232

178

138

242

357

409

270

201

771

769

320

431 

520

1,180

201

261

248

126

162

166

118

118

166

116

249

53

1,440

477

288

274

196

217

212

165

209

182 

128

122

148

200

211

143

141

163

110

Gage 

height.

Feet. 

 3.90 

3.55

3.50

3.43

3.11

3.00

3.38

3.78-

4.00

3.42

3.41

4.60

4.75

3.60

2.90 

4.18

5.98

3.00

3.30

3.15

2.82

2.60

2.85

2.55

2.45

2.60

2.45

2.80

2.55

6.40

3.50

3.00

3.15

2.90

3.10

2.95

2.85

3.00

3.25 

3.22

3.17

3.20

3.30

3.40

3.20

3.20

3.20

3.10

Discharge.

Sec.-ft. 

619 

435

320

318

270

142

280

494

686

365

309

2,780

2,560

545

581 

1,420

7,140

326

395

362

201

211

274

160

169

226

123

317

60

9,580

918

477

442

298

359

345

246

307

266 

214

202

193

352

372

197

191

241

151
94 SUBFACE WATEE SUPPLY, 1907-8.

Daily gage height, in feet, of North Fork of Red River near Headrick, Okla.,for 1907 and

1908.

[Elmer Jasper and J. N. Jasper, observers.]

Day.

1907.

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

Day. Jan.

1908. 

1...... 2.9 

2...... 2.9 

3...... 2.9 

4...... 3.2 

5...... 3.9

6...... 3.95 

7...... 3.75 

8...... 3.65 

9...... 3.55 

10...... 3.4

Jan.

3 AS

3.60

3.60 

3.60 

3.60

3.60 

3.55

3.55 

4.35 

5.35

4.10 

4.02 

3.95 

3.98 

3.65

3.90 

3.85 

3.90 

5.52 

5.11

4.70

4.16

4.10 

4.30

4.00

4.00 

3.85 

3.75 

3.75

3.90

4.15

Feb.

3.1 

3.1 

3.1 

3.2 

3.2

3.2 

3.2 

3.2

3.2

Feb.

4.10

3.85

3.95 

3.90 

3.62

3.62 

3.75

3.88 

3.95 

3.88

3.80 

3.65 

3.60 

3.55 

3.50

3.50 

3.50 

3.50 

3.50 

3.50

3.45

3.50

3.45 

3.48

3.48

3.45 

3.45 

3.50

Mar.

3 fin

3.75

3.68 

3.70 

3.58

3.50 

3.48

3.45 

3.55 

3.50

3.50 

3.50 

3.48 

3.48 

3.45

3.38 

3.40 

3.40 

3.38 

3.32

3.30

3.28

3.22 

3.20

3.18

3.15 

3.12 

3.10 

3.10 

3.10

3 AC

Apr.

3

1

3.U

18

18

3.05 

3.12 

3.52

4.15 

3.75

3.45 

3.30 

3.22

3.15 

3.08 

3.05 

3.00 

3.00

3.00 

2.98 

2.98 

3.00 

3.00

3.10

3.20

3.30 

3.52

3.50

3.28 

3.18 

3.15 

3.55 

3.85

Mar. Day.

1908. 

3.25 11...... 

3.25 12...... 

........ 13...... 

3.25 14...... 

3.3 15......

3.25 16...... 

........ 17......

3.2 18...... 

3.2 19...... 

3.2 20......

May.

3.92

3.70 

3.95 

4.05

3.90 

4 68

3.92 

3.60 

3.45

3.28 

3.00 

3.08 

3.10 

3.42

3.05 

2.95 

2.88 

2.90 

3.00

3.32

3.05

2.90 

5.40

6.03

4.75 

3.68 

3.72 

4.55 

5.45 4 on

Jan.

3.25 

3.2 

3.2 

3.2 

3.2

3.2 

3.15 

3.1 

3.1 

3.1

June.

4.15

3.90

3.72 

3.60 

3.58

3.85 

3.80

3.55 

7.45 

6.25

4.88 

4.50 

3.70 

3.18 

3.00

2.85 

2.78 

2.70 

2.70 

4.38

4.90

4.88

4.52 

3.88

5.65

4.78 

4.10 

4.38 

4.45 

3.68

Feb.

3.2 

3.2 

3.2 

3.3 

3.35

3.35 

3.2 

3.2 

3.8 

3.65

July.

3.45

3.35

3.30 

3.30 

3.30

3.15 

3.10

3.02 

3.00 

2.95

3.08 

4.42 

3.75 

3.38 

3.25

3.25 

3.85 

3.32 

3.12 

3.05

2.98

2.90

2.88 

2.80

2.72

2.70 

2.68 

2.68 

2.62 

2.62 

2.60

Mar.

3.2

3.2

3.2

3.2 

3.15 

3.15 

3.15 

3.15

Aug.

2.58

2.80

4.48 

4.60 

4.38

3.70 

3.35

3.15 

3.10 

2.98

2.90 

2.82 

2.75 

2.65 

2.62

2.58 

2.52 

2.50 

2.48 

2.40

2.40

2.50

3.25 

3.38

3.20

2.95 

2.75 

2.65 

2.62 

2.52 

2.50

Sept.

2. SO

2.48 

2.45 

2.45

2.42 

2.40

2.40 

2.50 

3.00

3.72 

3.18 

2.90 

2.80 

2.70

2.62 

2.62 

2.60 

2.60 

2.60

2.52

2.50 

2.50

2.50

2.50 

2.50 

2.45 

2.45 

2.40

Day.

1908. 

21...... 

22......

23......

24......

25......

26...... 

27...... 

28...... 

29...... 

30....:.

31......

Oct.

5.95

4.85 

7.90 

4.50 

2.40

5.95

" "3." 42'

3.30 

3.25

" "3." 66' 

3.00

3.02 

2.98 

2.95 

2.90 

2.90

2.98 

2.95 

2.98

2.98

3.10 

3.08 

3.00 

3.10 

3.40 

3.40

Jan.

3.2 

3.4

3.3 

3.2 

3.2

3.2 

3.2 

3.2 

3.2 

3.2

3.15

Nov.

3.40

3.35 

3.12 

3.02 

3.02

3.00 

2.98 

2.92 

2.72

2.80 

2.80 

2.80 

2.85 

2.82

2.83 

2.80 

3.00 

2.92 

3.00

3.10 

3.10 

3.20 

3.20

3.10 

3.08 

3.08 

2.95 

2.95

Feb.

3.6

3.3 

3.3 

3.35

3.3 

3.3 

3.25 

3.25

Dee.

2.85

2.88 

2.85 

2.85 

2.82

3.90 

3.38 

2.90 

2.88 

2.88

2.85 

2.85 

2 82 

2. 85 

2.85

2.70 

2.85 

2.98 

2.92 

2.95

3.10 

3.30

3.20

3.05 

3.02 

3.00 

3.05 

3.00 

2.92

Mar.

3.1 

3.1 

3.1 

3.1 

3.3

3.5 

3.1 

3.1 

3.1 

3.5
RED RIVER DRAINAGE BASIN. 95

Daily discharge, in second-feet, of North Fork of Red River near Headrick, Okla.,for 1907

and 1908.

Day.

1907. 

1......

2......

3......

4. .....

5......

6......

7......

8.............

9.

10. .....

11......

12......

13. .....

14......

15......

16. .....

17. .....

18. .....

19......

20......

21......

22. .....

23......

24. .....

25......

26. .....

27. .....

28......

29......

30. .....

31......

Day.

1908. 

1......

2...... 

3...... 

4...... 

5......

6......

7...... 

8...... 

9...... 

10......

Jan.

225 

225 

220 

380 

1,000

1,050 

820 

710 

580 

460

Jan.

400 

360 

360 

360 

360

360 

330 

330 

1,020 

2,750

770 

700 

620 

660 

400

590 

550 

590 

3,300 

2,170

1,450 

830 

830 

970 

680

680 

550 

470 

470 

590 

820

Feb.

770 

550 

630 

600 

380

380 

480 

590 

620 

590

500 

400 

370 

350 

320

320 

320 

320 

320 

350

320 

350 

320 

340 

340

350 

350 

380

Mar.

460 

550 

500 

500 

450

400 

400 

350 

440 

400

400 

370 

350 

350 

300

250 

260 

260 

250 

230

220 

210 

200 

190 

180

170 

170 

150 

150 

150 

150

Feb. Mar.

170 240 

170 235 

170 230 

205 225 

205 240

205 225 

205 215 

205 200 

205 191 

200 210

Apr.

150 

150 

140 

160 

380

920 

550 

320 

270 

270

260 

250 

240 

220 

210

200 

170 

140 

150 

150

170 

210 

250 

370 

360

230 

170 

150 

340 

550

Day.

1] 

V. ir 

u i.

K 

r 

u

K 

2(

1908.

...... 

5...... 

!...... 

k......

)......

1...... 

5...... 

)...... 

)......

May.

1,100 

600 

400 

640 

720

650 

1,530 

750 

500 

400

290 

170 

200 

200 

350

170 

150 

120 

130 

130

250 

150 

100 

5,500 

8,100

3,200 

1,120 

1,110 

2,400 

5,000 

3,000

Jan.

340 

300 

295 

290 

280

270 

240 

220 

200 

190

June.

1,500 

1,200 

1,000 

850 

830

1,000 

850 

550 

13,500 

9,000

2,700 

2,000 

1,000 

620 

570

520 

480 

420 

420 

1,750

3,000 

2,900 

2,050 

1,100 

5,700

2,650 

1,300 

1,750 

1,900 

850

Feb.

195 

193 

195 

240 

280

300 

250 

250 

700 

560

July.

"650 

550 

520 

520 

520

400 

370 

320 

300 

300

350 

1,700 

850 

450 

350

350 

900 

450 

350 

300

280 

230 

220 

200 

180

170 

180 

180 

180 

180 

210

Aug.

200 

330 

2,300 

2,600 

2,100

1,070 

700 

600 

550 

400

300 

270 

300 

200 

170

170 

160 

170 

170 

150

150 

170 

700 

800 

650

450 

300 

250 

230 

180 

180

Sept.

150 

150 

130 

120 

120

130 

130 

130 

160

470

1,150 

600 

370 

300 

200

180 

180 

140 

14d 

120

40 

60 

40 

40 

40

40 

40 

30 

30 

20

Mar. Day.

1908. 

220 21.... . 

230 22.... . 

241 23.... . 

235 24.... . 

230 25.... .

220 26.... . 

200 27.... . 

200 28.... . 

200 29.... . 

200 30.... . 

31......

Oct.

7,750 

3,500 

15,500 

2,500 

150

7,800 

4,400 

920 

900 

850

720 

680 

480 

480 

480

500 

470 

450 

350 

350

380 

400 

380 

370 

370

450 

430 

370 

400 

620 

620

Jan.

240 

330 

260 

225 

225

220 

215 

210 

205 

200 

190

Nov.

620 

580 

420 

350 

400

370 

350 

300 

200 

200

210 

210 

210 

250 

220

230 

200 

300 

250 

300

360 

400 

450 

450 

450

450 

430 

430 

350 

350

Feb.

530 

400 

352 

345 

360

325 

310 

280 

260

Dec.

270 

280 

270 

270 

270

1,160 

620 

290 

280 

280

250 

250 

230 

260 

250

180 

250 

300 

270 

300

400 

530 

500 

480 

450

350 

330 

310 

350 

300 

260

Mar.

170 

160 

160 

151 

' 240

350 

160 

160 

160 

350

NOTE. These discharges were obtained by the indirect method for shifting channels.
96 SUKPACE WATER SUPPLY, 1907-8.

Monthly discharge of North Fork of Red River near Headrick, Okla., for 1907 and 1908.

Month.

1907.

May.......................................................

July.......................................................

1908.

March 1-30. ................................................

Discharge in second-feet.

Maximum.

3,300 

770 

550 

920 

8,100 

13,500 

1,700 

2.600 

1,150 

15,500 

620 

1,160

15,500

1,050 

700 

350

Minimum.

330 

320 

150 

140 

100 

420 

170 

150 

20 

150 

200 

180

20

190 

170 

160

Mean.

817 

425 

304 

270 

1,260 

2,130 

410 

547 

182 

1,740 

343 

348

731

349 

285 

215

Run-off 

(total in 

acrefeet).

50,200 

23,600 

18,700 

16.100 

77,500 

127,000 

25,200 

33,600 

10,800 IOT;OOO

20,400 

21,400

532,000

21,500 

16,400 

12,800

NOTE. Owing to the shifting character of the stream bed at this point, the above values of mean monthly 

discharge can only be classed in general as fair (C) and some months are only approximate (D).

ELM FORK RED RIVER NEAR MANGUM, OKLA.

This station, which was established April 12, 1905, to determine 

the amount of flood waters available for storage in the proposed 

Navajo reservoir (Red River project), of the United States Reclamation Service, was abandoned March 31, 1908. It was located on the 

highway bridge about 4 miles north of Mangum, Okla., which is some 

10 miles above the mouth of the stream.

The datum of the gage remained unchanged during the maintenance of the station. As the stream bed shifts frequent discharge 

measurements were necessary. The pile bents of the bridge 

interfere considerably with the accuracy of the results.
BED EIVEE DRAINAGE BASIN. 97 

Discharge measurements of Elm Fork of Red River near Mangum, Okla., in 1907 and 1908.

Date.

1907. 

February 10.... 

March 11.......

April 10.. ......

April 16. .......

April 20,. ......

April 27. .......

May2.. ........

May 7... .......

May 23.........

May29.. .......

July 11.........

July 18.. .......

July 23.. .......

July 26.........

July 30.. .......

October 18.....

1908.

February 17....

February 26....

March 6........

March 21.......

Hydrographer.

W. A. Lamb ....................................... 

.....do..............................................

.....do..............................................

.....do..............................................

.....do....................................... ......

.....do..............................................

.....do..............................................

.....do....................................... ......

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....ao.. ............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.... .do. .............................................

.... .do. .............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

Width.

Feet. 

115 

115

85

102

120

120

110

160

191

165

221

190

172

235

215

235

140

118

100

118

265

100

100

100

110

100

100

105

98

98

175

189

189

188

188

188

188

188

148

134

157

130

158

119

118

118

118

118

177

123

108

103

81

Area of 

section.

Sq.ft. 

172

09

A9

64

71

AQ

68

115

241

75

391

128

4QR

214

106

208

81

69

53

69

446

59

50

49

51

46

47

29

35

35

167

124

92

82

79

81

148

84

62

60

64

87

82

70

66

70

69

66

119

80

63

59

40

Gage 

height.

Feet. 

3.27 

3 00

2.75

2

7K

2.76

2.80

2.72

2 on

3.37

2.70

3.90

3.05

4 19

3.45

3.10

3.50

2.95

2.90

2.85

2.86

4.20

2.95

2.83

2.80

2.90

2.80

2.80

2'. 75

2.70

2.70

3.40

3.10

2.95

2.92

2.95

2.95

3.20

2.90

2.80

2.72

2.80

2.85

2.76

2.75

2.75

2.80

2.70

3.00

2.80

2.65

2.65

2.55

Discharge.

Sec.-ft. 

209

19fi

70

nn

70

69

66

191

321

81

613

157

1,150

331

139

355

106

95

62

77

772

88

60

44

67

48

46

31

30

29

386

233

138

102

113

119

260

117

85

73

72

76

110

85

76

88

89

85

171

98

80

76

38

27586 IBE 247 1C
98 SURFACE WATER SUPPLY, 1907-8.

Daily gage height, in feet, of Elm Fork of Red River near Mangum, Olda., for 1907 and 1908.

[E. R. Pierson, observer.]

Day.

1907. 

1...............

2...............

3...............

4...............

5...............

6. ..............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19. ..............

20. ..............

21...............

22...............

23...............

24. ..............

25...............

26. ..............

27...............

28...............

29. ..............

30. ..............

31...............

Jan.

3.1

3.1

3.1

3.1

3.1

3.1

3.1

3.1

4.1

4.5

3.1

3.5

3.3

3.3

3.3

3.3

3.3

3.3

8.7

3.8

3.6

5.4

3.5

3.5

3.5

3.5

3.4

3.4

3.3

3.4

3.4

Feb.

3.3

3.3

3.3

3.3

3.4

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.2

i 1

0 I

S 1

3.1

3.1

3.1

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.0

s n

Mar.

3.0

3.0

2.9

2.9

2.9

2.9

2.9

2.9

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.9

2.9

2.9

2.9

3.9

3.9

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

Apr.

2

0

2.8

2.8

2.8

3.0

3.0

2.9

2.9

2.8

2.8

2.8

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.6

2.7

2.8

2.8

2

0

2.8

2.7

2.6

2.6

1 1

4.5

May.

3.2

3.2

3.9

3.5

3.5

5.3

3.3

3.1

3.0

2.9

2.9

2.8

2

0

9 ft

2.8

9 S

2.7

2.7

2.7

2.7

2.7

2.7

2 7

8.0

4.0

3.3

i n

3 1

1 7

3.6

3.3

June.

3.3

3.2

3.1

3.1

3.2

3.3

3.1

3.1

10.1

6.6

3.2

3.5

3.2

3.2

3.2

3.0

3.9

3.3

3.2

3.2

6.3

3.9

3.7

3.2

4.2

3.4

3.2

4.0

3.4

3.2

July.

3.2

3.1

3.1

3.1

3.1

3.1

3.1

3.1

3.1

3.1

3.5

3.2

3.1

3.1

3.1

3.0

2.9

2.9

2.9

2.9

2.9

2.8

2.8

2.9

2.8

2.8

2.8

2.8

2.8

2.8

2.8

Aug.

2.9

4.25

4.3

3.7

3.1

3.0

3.1

3.1

2.9

2.8

2.8

2

0

2.8

2.8

2

0

2.8

2.8

2.8

2.7

3.1

3.2

3.1

3.1

2.9

3.0

2.8

2.9

2.9

2

0

2.8

2.8

Sept.

2.6

2.6

2.6

2.9

2.9

2.7

2.7

2.7

2.6

2.9

2.8

2.9

2.8

2.8

2.8

2.7

2.7

2.8

2.9

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.9

2.8

2.7

Oct.

6.6

4.6

12.3

6.6

3.1

3.1

3.2

3.2

2.4

2.4

2.3

3.0

3.0

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

3.0

3.0

Nov.

3.0

3.0

2.9

2.8

2.8

2.8

2.8

2.8

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.9

2.9

2.9

2.9

2.8

2.8

2

0

2.8

2.7

2.7

2.7

Dec.

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

5.0

4.0

3.3

3.0

3.3

2.8

2.7

2.7

2.7

2.7

2.7

Day.

1908.

1......

2......

3......

4......

5......

6......

7......

8......

9......

10......

Jan.

2.7

2.7

2.8

3.0

3.3

3.0

2.8

2.8

2.7

2.7

Feb.

2.7

3.2

2.7

2.7

2.7

2.8

2.8

2.8

2.9

2.7

Mar.

2.7

2.6

2.6

2.6

2.6

2.6

2.7

2.6

2.6

2.7

1

Day.

1908.

11......

12......

13......

14......

15......

16......

17......

18......

19......

20......

Jan.

2.8

2.7

2.7

2.7

2.7

2.7

2.7

2.8

2.8

2

0 

. o

Feb.

2.7

2.7

2.7

2.7

2.7

2.8

3.0

3.1

3.0

2.8

Mar.

2.7

2.7

2.6

2.6

2.6

2.6

2.6

2.6

2.5

2.5

Day.

1908

21.. ..

22.. ..

23.. ..

24.. ..

25.. ..

26... ..

"fj... ..

28... ..

29... ..

30 .

31OA- .....

Jan.

2.8

2.7

2.7

2.7

2; 7

2.7

2.7

2.7

2.7

2.7

2.7

Feb.

2.8

9 £i. OS

2.8

2.8

2.8

2.8

2

0 

. o

2.8

2.7

Mar.

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5
BED KIVEE DKAINAGE BASIN. 99

Daily discharge, in second-feet, of Elm Fork of Red River near Mangum, OTda. t for 1907

and 1908.

Da

19( 

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......

Day.

1908 

1. 

2. 

3. 

4. 

5.

6. 

7. 

8. 

9. 

10.

iy.

Jan.

66 

66 

90 

150 

275

155

94 

95 

72 

72

Jan.

128

128

128

128

128

128

128

128

600

920

128

285

205

205

205

205

205

205

7,600

440

340

1,930

295

295

300

300

255

255

210

255

255

Feb.

70 

230 

68 

66 

70

98 

105 

112 

134

85

Feb.

210

210

210

210

265

220

220

220

220

220

220

220

185

150

150

150

150

150

150

120

120

125

125

125

125

125

125

125

Mar

Mar.

125

125

95

95

95

95

95

100

128

128

128

128

128

128

128

540

100

100

100

540

540

77

77

78

78

78

78

78

78

78

78

D

1< 

81 11 

61 12 

62 13 

64 14 

67 15

68 16 

93 17 

68 18 

68 19

Apr

8f

8(

8(

8f

13

13?

10

11f

8.

8.

8

fif

5

5,

5

5'

5

5,

,r

4f

5

7(

7

6

7.

5

4

4,

18.

1 13

ay.

)08.

)

)

)

1

<

i

1

i

i

>,

?

t

>,

t

r

>

r

i

^

»

*

t

)

May.

230

235

610

380

380

1.830

290

205

165

132

132

103

103

103

103

106

81

81

81

81

81

81

81

6,200

700

290

160

200

475

420

280

Jan.

96 

71 

71 

71 

71

71 

71 

95 

95

no

June.

280

220

180

175

215

257

180

180

10,700

3,600

217

350

217

217

217

143

610

217

217

3,150

580

450

217

850

310

215

680

200

Feb.

85 

80 

80 

80 

80

106 

171 

207 

170

July.

180

140

140

140

140

133

160

160

170

170

355

220

190

190

170

130

100

100

100

100

100

70

70

80

60

60

60

60

60

60

60

Mar.

88 

88 

62 

61 

60

58 

55 

54 

35

00

Aug.

80

760

860

410

150

110

140

130

80

60

60

60

60

60

44

44

44

44

20

120

140

120

120

67

90

48

68

68

48

47

46

Da]

190J 

21. 

22. 

23. 

24. 

25.

26. 

27. 

28. 

29. 

30

01

Sept.

20

20

20

70

70

30

30

30

20

70

40

70

40

40

40

30

30

50

70

30

30

30

30

30

30

30

29

70

50

30

T. Ja

!.

Oc

3,

1

15,

3,

in.

90 

68 

66 

65 

65

68 

71

73 

75

75

73

t.

TOO

WO

wo

TOO

WO

wo

wo

wo

40

40

?0

180

ISO

120

120

20

00

too

too

too

too

00

100

100

100

100

100

100

100

130

130

F

No\

14

14

12

91

9

9

9

9

7

7

7

7

7

7

7

7

7

7

7

121

1fl

121

121

9

9

9

9

7

7

7

sb.

103 

103 

102 

101 

100

98 

100 

103

78

r.

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

T

T

1

0

0

f)

1

0

0

1

Dec.

70

70

70

70

70

70

70

70

70

70

70

70

70

70

70

70

70

70

70

70

1,600

640

250

140

250

80

60

60

60

60

60

Jar.

31 

30 

30 

30 

30

30 

30 

30 

30 

30

30

NOTE. These discharges were obtained by the indirect method for shifting channels.
100 SUEFACE WATER SUPPLY, 1907-8.

Monthly discharge of Elm Fork of Red River near Mangum, Okla., for 1907 and 1908.

Month.

1907. 

January. ..................................................

February. .................................................

March .....................................................

April......................................................

May.......................................................

June. ......................................................

July.......................................................

October. ...................................................

November .................................................

The year. ............................................

1908.

Discharge in second-feet.

Maximum.

7,600 

265 

640 

1,130 

6,200 

10,700 

355 

860 

70 

15,800 

140 

1,600

15,800

275 

230 

93

Minimum.

128 

120 

77 

40 

81 

143 

60 

20 

20 

20 

70 

60

20

65 

66 

30

Mean.

546 

173 

143 

464' 112 

853 

127 

135 

39.3 

898 

89.0 

150

311

88.0 

107 

53.1

Run-off 

(total in 

acrefeet).

33,600 

9,610 

8,790 

6,660 

28,500 

50,800 

7,810 

8,300 

2,340 

55,200 

5,300 

9,220'

 226,000

5,410 

6,160 

3,260

NOTE. Conditions of flow are very changeable at low stages at this station. They are not, however, so 

poor as at many other points in this drainage and owing to the numerous measurements made the above 

results are in general classed as good (B ) although some months may be no better than fair (C).

ELK CREEK NEAR HOBART, OKLA.

This station, which was established September 22, 1904, to obtain 

data for use in connection with the Red River project of the United 

States Reclamation Service, was abandoned March 31, 1908. The 

original station was located 3 miles southwest of Hobart and was 

moved on April 13, 1905, to a highway bridge about 7 miles south of 

Hobart and some 20 miles above the mouth of the stream.

Elk Creek enters the north fork of the Red a few miles above the 

proposed Navajo reservoir.

The gage Saturn was not changed after April 13, 1905. The published gage heights from January 1 to April 13, 1905, were made to 

refer to this datum by adding 0.40 feet to the readings taken at the 

old gage, 4 or 5 miles upstream.

The stream bed shifts somewhat, but very good results were 

obtained except during high water, when the left bank is overflowed.

WATER
BED RIVER DRAINAGE BASIN. 101

Discharge measurements of Elk Creek near Hobart, Okla., in 1907 and 1908.

Date.

1907.

March 11 .......

April 9.........

May 24.. .......

June6.... ......

June 17.. .......

Do.........

July 14. ........

Augusts.......

August 21......

September 4 ...

September 28 . .

October 7......

October 11 .....

October 17.....

October 31.....

November 3. ...

November 23...

Decembers....

December 22...

1908. 

January 4......

January 14 .....

January 25.....

February 6. ....

February 13....

March 7........

March 14.......

Hydrographer.

W.A.Lamb. ..................... . . . ...

.....do........................... . . ..

.....do..................................... . . ...

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do................................. ............

.....do..............................................

.....do..............................................

....do..............................................

.....do..............................................

.....do.................................. ...........

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do................................. ...

.....do..............................................

Width.

Feet. 

20

10

21

218

18

20.9

24

20

21

ICO

15.7

17

26.2

20.9

19.2

21

20.1

20.1

19.2

21

21

22

21

20

20

20

20

Area of 

section.

Sq.f,7

oe

00

1,670

87

67

77

45

57

9O

18

17

132

fiQ

54

67

47

46

35

58

48

50

46

42

46

42

41

Gage 

height.

Feet.

3

QC

3

AV

3.26

90 e.7

5.74

5 7fl

5.70

4.10

1 IK.

2 no

2.65

2

Kfl

7.40

5.10

4.40

5.00

4.20

4.10

3.70

4.60

4.20

4.30

4.00

4.00

3.95

4.00

4.00

Discharge.

Sec.-ft. 

92

60

fiO

3,070

1 H1

i qo

150(-0

80

14

15

16

286

115

84

109

60

56

37

74

53

66

57

56

55

56

54

Daily gage height, in feet, of Elk Creek near Hobart, Okla., for 1907 and 1908. 

[Andrew Hines, observer.]

Day.

1907. 

1. ..............

2.. .............

3...............

4...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27. ..............

28...............

29...............

30...............

31...............

Jan.

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.9

6.8

6.2

5.3

4.3

4.0

4.0

4.0

4.0

4.0

9.3

12.2

9.3

6.>3

5.2

5.0

4.4

4.4

4.4

4.5

4.5

4.5

4.5

Feb.

4.5

4.5

4.0

4.0

4.0

3.9

3.9

3.9

3.9

3.9

3.8

3.8

3.8

3.8

3.8

3.8

3.7

3.7

3.7

3.7

3.7

. 3.7

3.7

3.6

3.5

3.5

3.5

3.5

.......

Mar.

3.5

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.8

3.5

3.5

3.4

3.3

3.1

3.1

3.1

3.1

3.0

3.0

3.0

3.0

3.0

3.0 3.'0

3.0

3.0

3.0

3.0

3.0

3.0

3.0

Apr.

2.9

2.9

2.9

2.9

3.4

8.1

4.5

3.1

3.1

3.1

3.0

3.0

2.9

2.9

2.9

2.9

2.9

2.9

2.9

3.0

3-1 3:2'

3.2

3.3

3.4

3.4

3.4

3.4

3.9

4.3

May.

5.3

5.8

4.3

3.9

3.7

3.7

3.6

3.6

3.6

3.4

3.4

3.0

3.0

5.0

4.1

3.3

3.3

3.3

3.2

3.2

3.3

3.3

3.3

23.0

22.0

15.3

5.9

4.3

6.3

6.0

5.3

June.

5.3

5.4

5.3

6.1

6.2

5.1

4.1

4.0

28.9

22.6

16.4

6.2

6.0

6.0

5.5

5.5

5.5

5.5

5.5

5.5

5.5

9.1

, 10.5

6.1

10.1

5.6

5.5

6.1

6.0

7.0

July.

7.0

7.0

6.1

6.0

6.0

6.0

4.7

4.6

4.6

4.5

4.4

4.3

4.3

4.1

4.0

3.9

3.7

3.7

 3,7,

. 3.'7 v

3.6

3.6

3.6

,3.$

3.5

3.5

3.4

3.4

3.4

3.4

Aug.

3.4

3.7

4.3

6.0

4.1

3.8

3.5

3.3

3.3

3.3

3.1

3.1

3.0

3.0

3.0

2.9

2.9

2.8

2.9

5.9

 "; 4. ;3 :

3.3

3.0

3.0

2.9

2.9

2.9

2.9

2.8

2.8

2.8

Sept.

2.7

2.7

2.7

2.6

2.6

2.6

2.6

3.8

5.0

5.9

7.5

5.0

3.0

3.0

3.0

2.9

2.9

2.9

2.8

2.7

 2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.4

Oct.

2.4

6.4

15.1

17.0

18.9

16.1

10.2

6.7

5.8

5.3

5.3

5.0

4.8

4.4

4.3

4.3

4.2

4.2

4.2

4.2

4.2

4.2

4.2

4.2 4'.3

4.3

4.3

4.8

5.8

5.0

4.7

Nov.

4.2

4.1

4.1

4.1

4.0

4.0

4.0

4.0

4.0

4.0

3.9

3.9

3.8

3.7

3.7

3.7

3.9

3.9

3.9

4.1

4.1

4.1

4.1

4.2

4.1

4.0

3.9

3.8

3.8

3.8

Dec.

3.7

3.7

3.6

3.6

3.6

3.6

3.6

3.7

3.7

3.7

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.6

4.8

7.0

5.1

4.9

4.9

4.0

4.0

4.0

4.0

4.0
102 SURFACE WATEfi SUPPLY,

Daily gage height, in feet, of Elk Creek near Hobart, Okla., for 1907 and 1908 Con.

Day.

1908.

2

3......

4......

5......

6......

1......

8......

9......

10......

Jan.

4.0

4.0

4.3

5.1

6.8

6 1

5.8

5.4

5.0

5.0

Feb.

3.9

3.9

3.9

3.9

3.9

3.9

3.9

3.8

3.9

3.8

Mar.

4.1

4.1

4.1

4.0

4.0

4.0

4.0

4.0

4.0

4.0

Day.

1908. 

11......

12......

13......

14......

15......

16......

17......

18

19

20......

Jan.

5.0

4.8

4.8

4.6

4.2

4.2

4.2

A O

4.2

4.2

Feb.

3.8

3.9

3 9

3.9

3.9

A Q

5.1

5.0

4.8

4.8

Mar.

4.0

4.0

4.0

3.9

3.9

3.8

3.8

3.8

3.8

3.8

Day.

1908. 

21. ....

22. ....

23. ....

24. ....

25. ....

26. ....

27. ....

28. ....

29. ....

30. ....

31......

Jan.

4.1

4.1

4.0

4.0

4.0

4.0

4.0

4.0

3.9

3.9

3.9

Feb.

4.8

4.6

4.5

4.5

4.5

4.6

4.6

4.4

4.3

Mar.

3.8

3.9

3.9

3.9

3.9

3.9

3.8

3.8

3.6

3.6

3.6

Daily discharge, in second-feet, of Elk Creek near Hobart, Okla., for 1907 and 1908.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

10.

11.

12.

13.

14.

15.

16.

17.

18.

19.

20.

21.

22.

23.

24.

25.

26.

27.

28.

29.

30.

31.

1907.

70

70

70

70

70

70

70

70

90

300

250

180

115

100

100

100

100

100

450

764

450

260

170

160

120

120

120

130

130

130

130

130

130

100

100

100

90

90

90

90

90

85

85

85

85

85

80

45

45

45

45

70

339

130

55

55

55

50

50

45

45

45

45

45

45

4.5

50

55

60

60

65

70

70

70

70

95

120

185

225

120

95

85

85

80

80

80

70

70

50

50

165

110

65

65

65

60

60

65

65

65

2,930

2,660

1,200

190

90

220

200

150

150

160

150

210

220

140

80

70

5,000

2,820

1,380

180

160

160

130

130

130

130

130

130

130

430

575

180

531

140

140

180

170

250

240

240

180

170

170

170

90

30

40

70

170

60

45

30

25

25

25

20

20

15

15

15

10

10

8

10

160

70

25

15

15

15

15

15

15

15

15

15

15

15

15

15

15

15

15

65

130

200

290

130

30

30

30

30

30

30

25

20

20

20

20

20

20

20

20

20

20

15

15

200

1,170

1,480

1,870

1,330

542

230

160

130

130

110

100

70

70

70

70

70

70

70

70

75

75

75

100

160

110

90

40

40

35

35

35

35

35

40

40

40

35

35

35

35

35

30

30

30

30

30

30

80

230

100

90

90

45

45

45

45

45

Day. Jan. Feb. Mar. Day. Jan. Feb. Mar. Day. Jan. Feb.

1908.

1.....

2.....

3.....

4.....

5.....

6.....

7.....

45

45

58

99

215

165

145

129

1908.

11......

12......

13......

14......

15......

16......

17......

18......

19......

20......

100

90

91

81

62

117

110

1908.

21.....

22.....

23.....

24.....

25.....

26.....

27.....

28.....

29.....

30.....

31.....

45

49

49

49

49

49

45

45

37

37

37

NOTE. These discharges were obtained by the indirect method for shifting channels.
BED RIVER DRAINAGE BASIN. 103 

Monthly discharge of Elk Creek near Hobart, Okla.,for 1907 and 1908.

Month.

1907.

April......................................................

July.......................................................

The year. ............................................

1908.

Discharge in second-feet.

Maximum.

764 

130 

80 

339 

2.930 

5,000 

240 

170 

290 

1,870 

65 

230

5,000

215 

117 

61

Minimum.

70 

70 

40 

45 

50 

70 

30 

8 

15 

15 

40 

30

8

45 

47 

37

Mean.

165 

86.8 

50.2 

69.5 

313 

480 

77.4 

33.3 

44.7 

289 

49.0 

49.8

142

78.8 

70.7 

50.0

Run-off 

(total in 

acrefeet).

10,100 

4,820 

3,090 

4,140 

19,200 

28,600 

4,760 

2,050 

2,660 

17,800 

2,920 

3,060

103.000

4,850 

4,070 

3,070

NOTE. Although conditions of flow at this station are quite changeable, it is believed that the above 

results can in general be classed as good (B).

OTTER CREEK NEAR MOUNTAIN PARK, OKLA. (

This station, which was established April 2, 1903, to obtain data 

for use in connection with the proposed Otter Creek project of the 

United States Reclamation Service, from which 10,000 acres of land 

were to be irrigated, was abandoned March 31, 1908. It was located 

on G. M. Dale's homestead in the SE. J sec. 21, T. 3 N., R. 17 W. of 

the Indian meridian, and is 2 miles west and 1 mile north of Mountain 

Park, Okla.

The station is several miles above the mouth of Horse Creek and 

Dry Otter Creek. The main stream as well as the two tributaries 

mentioned above may properly be classed as intermittent. The 

Mountain Park reservoir site, some 2 miles north of Snyder, has a 

capacity of about 45,000 acre-feet with a dam 50 feet high. Horse 

Creek and Dry Otter Creek as well as Elk Creek could be diverted 

into this reservoir, but the expense would be prohibitive.

The datum of the gage was not changed during the continuance 

of the station.

The water flows in one channel at normal stages, but at times of 

flood part of it is diverted above the station into a slough which 

discharges into Horse Creek.

The bed of the stream shifts somewhat but not so much so as at 

most of the other stations in this region. By taking occasional 

discharge measurements fair results can be obtained.
104 SURFACE WATER SUPPLY, 1907-8.

Discharge measurements of Otter Creek near Mountain Park, Okla:, in 1907.

Date.

February 7..... 

March 9........

Aprils.........

April 30........

Mays..........

June 16.. .......

Hydrographer.

W. A. Lamb ....................................... 

.....do..............................................

R. L. Cooper. . .....................................

.....do..............................................

W . A. Lamb .......................................

.....do..............................................

Width.

Feet. 

17

34

18

32

41

32

12

28

18

Area of 

section.

%f

78

11

115

220

31

2.4

59

4.4

Gage 

height.

Feet. 

1.50 

3.65

1.40

4.66

6.80

2.20

1.20

3.30

1.20

Discharge.

Sec.-ft. 

15 

164

12

259

549

50

1.7

124

2.8

Daily gage height, in feet, of Otter Creek near Mountain Park, Okla., for 1907 and 1908.

[G. M. Dale, observer.]

D

19 

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. . . . . .

Day.

1908. 

1...... 

2...... 

3...... 

4...... 

5......

6...... 

7......

8...... 

9...... 

10......

ay.

07.

Jan.

1.3

1.4 

1.5 

2.1 

1.9

1.6 

1.5 

1.4 

1.4 i <*

Jan.

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

4.55

4.6

2.8

2.3

2.0

1.9

1.8

1.7

1.7

1.7

2.3

3.1

2.3

2.0

1.8

1.8

1.8

1.7

1.7

1.7

1.7 

1.7

1.6

Feb.

1.3 

1.3 

1.3 

1.3 

1.3

1.3 

1.3 

1.3 

1.3 i <*

Feb.

1.6

1.6

1.6

1.5

1.8

1.6

1.6

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

1.5

1.5

1.5

1.5

1.6

Mar.

1. 

1. 

1.

1. 

1.

1. 

1. 

1.

1.

Mar.

1.5

1.5

1.5

1.5

1.4

1.4

1.4

1.4

3.6

2.3

1.9

1.7

1.6

1.6

1.5

1.5

1.5

1.5

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

Da

19 

3 11.. 

3 12.. 

3 13.. 

3 14.. 

3 15..

3 16.. 

3 17.. 

3 18.. 

3 19..

3

Ort

Apr.

1.4

1.4

1.4

1.4

1.7

1.5

1.5

1.4

1.4

1.4

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.4

1.4

1.4

1.4

1.3

1.3

1.3

1.3

3.75 

4.8

y. J

08

May

2.4

1.8

3.8

3 1

62

4,1

3 1

?, ?,

1 9

1.7

1 6

1 5

1 5

6 4

28

?, 0

1,7

1.6

1,5

1,4

1 4

1.4

1.4

6 8

8.4

3 0

? ?,

5.5

7.5

11,7

4.5

an.

1.3 

1.3 

1.3 

1.3 

1.3

1.3 

1.3 

1.3 

1.3 i <*

June.

2.9

2.4

2.1

2.0

1.9

4.15

2.5

2.0

18.75

17.1

4.0

6.6

3.0

2.6

2.4

2.2

2.1

2.0

2.0

2.0

2.0

2.0

2.0

1.9

1.9

1.8

1.8

1.8

1.8 

1.7

Feb.

1.3 

1.3 

1.3 

1.3 

1.3

1.3 

1.3 

1.3 

1.3 

1.3

July.

1.7

1.7

1.7

1.6

1.6

1.6

1.6

1.6

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

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4 

1.3

1.3

Mar.

1.3 

1.3 

1.3 

1.3 

1.3

1.3

1.3 

1.3 

1.3 

1.3

Aug.

1.3

1.4

1.5

1.4

1.4

1.4

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.3

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.2

Daj

190 

21. . 

22. . 

23. . 

24. . 

25. .

26. . 

27. . 

28. . 

29. . 

30... <*i

Sept.

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

2.6

1.4

1.3

1.3

1.2

1.2

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

1.1

1.1 

1.1

r. Ja

8.

Oct.

1.1

1.1

1.2

1.6

1.4

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.3

1.3

1.3

1.3

2.3 

1.6

1.4

n. I

1.3 

1.3 

1.3 

1.3 

1.3

1.3 

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

1,

1

1.

1

1.

1

1

1.

1,

1

1

1. 

1

eb.

1.3 

1.3 

1.3 

1.3 

1.5

1.4 

1.4 

1.3 

1.3

S

T

S

S

?,

?:

?,

?,

?,

?,

?,

?,

?:

?:

?:

?:

?:

?,

?

4

4

4

S

S

T

S

T

S

3 

3

Dec.

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.9

1.9

1.7

1.6

1.5

1.4

1.4

1.4

1.4 

1.4

1.4

Mar.

1.3 

1.3 

1.3 

1.3 

1.3

1.3 

1.3 

1.3 

1.3 

1.3 i <*
BED KIVER DRAINAGE BASIN. 105 

Rating table for Otter Creek near Mountain Park, Okla.,for 1907 and 1908.

Gage 

height.

Feet.

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

Discharge.

Sec.-ft.

0

2

6

10

15

20

25

30

35

40

46

52

58

64

70

77

84

Gage 

height.

Feet.

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

Discharge.

Sec.-ft.

91

98

105

113

121

129

137

145

154

163

172

181

190

200

210

220

230

Gage 

height.

Feet.

4.50

4.60

4.70

4.80

4.90

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

Discharge.

Sec.-ft.

240

251

262

273

284

295

319

343

369

397

425

455

485

516

548

580

Gage 

height.

Feet.

7.20

7.40

7.60

7.80

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

Discharge.

Sec.-ft.

616

652

688

724

760

950

1,140

1,330

1,520

1,710

1,900

2,100

2,300

2,500

2,700

2,900

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on 

nine discharge measurements made during 1907 and two high-water measurements of 1905, and is well 

defined between gage heights 1.4 feet and 6.8 feet.

Monthly discharge of Otter Creek near Mountain Park, Ohio., for 1907 and 1908.

Month.

1907.

May. ................................................

July.................................................

September... . .......................................

October. ............................................

1908.

February. ...........................................

Discharge in second-feet.

Maximum.

251 

30 

154 

273 

1,460 

2,850 

25 

15 

77 

58 

10 

35

2,850

46 

15 

6

Minimum.

15 

15 

10 

6 

10 

25 

6 

2 

0 

0 

2 

6

0

6 

6 

6

Mean.

46.8 

16.6 

19.4 

23.0 

20.3 

249 

14.3 

5.0 

4.6 

6.0 

4.5 

11.0

50.3

9.6 

6.6 

6.0

Run-off 

(total in 

acrefeet).

2,880 

922 

1,190 

1,370 

12,500 

14,800 

879 

307 

274 

369 

268 

676

36,400

590 

380 

369

Accuracy.

B. 

C. 

C. 

C. 

A. 

A. 

C. 

D. 

D. 

D. 

D. 

D.

D. 

D. 

D.

WASHITA RIVER AT ANADARKO, OKLA.

This station, which was established April 25, 1902, at the request 

of the United States Reclamation Service, in order to determine the 

amount of water available for irrigation, was located at the highway 

bridge one-half mile north of the Anadarko railroad depot. Gage 

readings were discontinued on June 30, 1908. No important 

tributaries enter above or below the station for several miles.

No change was- made in the datum of the gage during the continuance of the station. The river channel shifts considerably during 

floods, but as it is comparatively stable at other times good results 

should be obtained by taking occasional discharge measurements. 

Ice sometimes affects the flow of the stream for short periods in the 

winter season.
106 SURFACE WATEE SUPPLY, 1907-8.

Discharge measurements of Washita River at Anadarko, OUa., in 1907 and 1908.

Date.

1907. 

February 11.... 

April 12.. ......

1908. 

January 27.....

Hydrographer.

W . A. Lamb ....................................... 

.....do..............................................

R.L. Cooper.......... ..... .....

Width.

Feet. 

70 

64

68

70

Area of 

section.

Sq.ft. 

241 

216

213

217

Gage 

height.

Feet. 

4.38

3

QA

3 7fi

3.90

Discharge.

Sec.-ft. 

447 

347

291

319

Daily gage height, in feet, of Washita River at Anadarko, Okla.,for 1907 and 1908. 

[James H. Dunlop and Jack Mahseet, observers.]

Day.

1...............

2...............

3...............

4.... ...........

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16............. .

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

11

Day.

190S. 

1..........

2. .........

4..........

5..........

6..........

7.......... 

8. ........ .

10..........

11..........

12..........

11

14..........

15..........

Jan.

4 1

4.1 

4.1 

4.1 

4.5

4.8 

5.5 

5 ?

5,0

4.9

4.7

4 4

4.4 

4.3 

4.2

Jan.

3.6 

3.55 

3.55 

3.6 

3.5

3.5 

3.5 

3.5 

3.5 

3.7

5.0 

5.5 

6.4 

6.0 

5.4

4.85 

4.7 

455 

4.55 

46

5.4 

10.3 

11.25 

9.75 

6.8

6.2 

5.8 

5.55 

5.4

5.2 

5.1

Feb.

3.85

3.75 

3.75 

3.75 

3.75

3.75 

3.75 

3.75

3.75

3.75 

3.75

3.75

3.75 

3.85 

3.85

Feb.

5.0 

49 

4.8 

47 

46

45 

44 

44 

44 

45

45 

435 

43 

43 

42

42 

41 

41 

40 

40

3.95 

3.9 

3.9 

3.9 

3.85

3.8 

3.8 

3.75

Mar.

4.15

4.1

4.5 

3.95 

3.95

3.95 

3.95 

3.85

3.85

3.85 

3.85

3.85

3.85 

3.85 

3.9

Mar.

3.8 

3.8 

3.8 

3.9 

3.85

3.8 

3.75 

3.7 

40 

3.9

4.0 

42 

40 

3.8 

3.8

3.7 

3.65 

3.6 

3.6 

3.55

3.55 

3.5 

3.5 

3.5 

3.45

3.45 

3.4 

3.4 

3.4 

3.4 

3.4

Apr.

3.7

3.7 

3.7 

3.7 

3.75

3.9 

3.9 

3.85

4.05

4.4 

6.0

9 1

7.6 

6.0 

5.7

Apr.

3.4 

3.4 

3.4 

3.4 

3.4

3.4 

3.7 

3.9 

3.7 

43

3.9 

3.7 

3.6 

3.6 

3.5

3.4 

3.4 

3.4 

3.3 

3.3

3.3 

3.3 

3.4 

3.4 

3.4

3.4 

3.5 

3.5 

3.5 

3.9

May.

4.6

45

4.55 

4.55 

4.4

4.4 

4.3

7.1

8.3

5.5 

5.1

5.0

4.85 

4.6 

4.4

May.

6.9 

7.9 

7.1 

5.5 

49

5.6 

6.7 

9.6 

8.1 

5.5

4.9 

4.5 

4.3 

4.6 

6.3

12.6 

13.4 

6.2 

5.0

4.8

4.4 

5.0 

42 

4.4 

7.5

13.4 

15.2 

142 

6.7 

9.3 

11.7

June.

15.4

10.15 

10.55 

10.7 

13.15

13.0 

11.7 

13.15

17.6

19.4 

21.7

21.45

21.1 

20.9 

21.0

June.

13.6 

12.9 

8.9 

6.3 

5.8

5.7 

5.9 

6.6 

6.4 

12.3

16.2 

18.2 

19.1 

20.5 

20.4

18.6 

10.0 

8.8 

8.1 

7.9

8.2 

8.0 

10.3 

141 

14.9

14.3 

142 

141 

12.9 

13.1

July.

13.8 

140 

143 

12.2 

9.3

8.1 

7.0 

7.8

7.5 

7.7

6.8 

6.5 

6.3 

6.2 

6.2

6.0 

6.0 

5.9

5.7 

5.4

5.4 

5.3 

5.2 

5.2 

5.0

5.0 

5.0 

5.0 

5.0 

5.0 

5.0

Day.

1908. 

16..........

17..........

18. . ........

19..........

20..........

21..........

22.......... 

23..........

24..........

25..........

26..........

27. .........

28. .........

29 ..........

30.......... 

31 ..........

Aug.

5.2 

5.2 

5.0

47 

48

5.1 

5.15 

5.5 

5.3 

5.1

5.1 

5.0 

49 

49

47

47 

3.9 

3.9 

3.8 

3.8

3.7 

3.7 

3.7 

3.6 

3.6

3.6 

3.6 

3.5 

3.5 

3.55 

3.55

Jan.

4.1 

4.1 

4.0 

4.0 

3.95

3.95 

3.95 

3.95 

3.95 

3.95

3.95 

3.95 

3.95 

3.9 

3.9 

3.9

Sept.

3.55 

3.4 

3.4 

3.4 

3.4

3.4 

3.4 

3.4 

3.45 

3.5

3.5 

3.5 

3.4 

3.45 

3.35

3.2 

3.1 

3.05 

3.05 

3.0

3.0 

3.0 

2.95 

2.95 

2.9

2.9 

2.85 

2.85 

2.8 

2.8

Feb.

3.9 

4.0 

4.35 

4.5 

4.6

4.65 

4.5 

4.4 

4.35. 

4.35

4.3 

4.2 

4.15 

4.15

Oct.

2.8 

2.8 

2.85 

6.4 

20.1

21.7 

22.4 

22.55 

22.8 

22.3

7.55 

6.4 

5.9 

5.4 

5.3

5.15 

5.0 

4.9 

4.7 

4.7

4.8 

485 

46 

45 

445

44 

435 

4.3 

45 

4.6 

5.2

Mar.

3.9 

3.9 

3.95 

3.9 

3.9

3.9 

3.8 

3.8 

3.75 

3.75

3.75 

3.75 

3.7 

3.7 

3.7 

3.7

Apr.

5.5 

5.3 

5.4 

5.1 

4.8

6.7 

6.0 

5.8 

5.85 

7.1

5.6 

5.1 

4.9 

4.8 

4.7

Nov.

5.1 

4.7 

4.4 

42 

4.15

4.1 

41 

4.0 

4.0 

3.95

3.9 

3.85 

3.8 

3.8 

3.8

3.8 

3.8 

3.8 

3.8 

3.9

3.95 

405 

41 

41 

41

40 

3.95 

3.9 

3.85 

3.8

May.

4.3 

4.2 

4.2 

4.1 

4.0

3.95 

3.8 

6.7 

1485 

17.5

18.5 

20.75 

20.8 

20.5 

19.8 

18.6

Dec.

3.8 

3.8 

3.75 

3.75 

3.7

3.7 

3.7 

3.7 

3.7 

3.65

3.65 

3.65 

3.65 

3.65 

3.65

3.65 

3.65 

3.65 

3.65 

3.6

3.6 

3.9 

4.7 

5.15 

5.5

5.95 

5.0 

4.7 

4.6 

4.4 

4.2

June.

20.95 

20.85 

21.55 

21.45 

21.0

20.7 

20.4 

20.1 

19.7 

18.1

16.0 

12.95 

12.1 

11.6 

11.45
RED RIVER DRAINAGE BASIN. 107

Rating tables for Washita River at Anadarko, Okla. 

FOR 1906 AND 1907.

Gage 

height.

Feet.

2.80

2.90

3.00

3.10

3.20

3.30

3.40

8.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

Discharge.

Sec.-ft.

158

174

190

207

224

241

258

275

292

309

326

343

360

378

396

414

Gage 

height.

Feet.

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

Discharge.

Sec.-ft.

432

450

468

486

504

522

540

558

576

594

612

630

649

668

687

706

Gage 

height.

Feet.

6.00

6.20

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

Discharge.

Sec.-ft.

725

765

805

846

888

930

975

1,024

1,077

1,132

1,190

1,251

1,313

1,377

1,443

Gage 

height.

Feet.

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

Discharge.

Sec.-ft.

1,510

1,880

2,280

2,700

3,150

3,600

4,050

4,500

5,000

5,500

6,000

6,500

7,000

7,500

8,000

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on discharge measurements made during 1906 and 1907, and is fairly well denned below gage height 15.0 feet.

FOR 1908.

Gage

height.

Feet.

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

Discharge.

Sec.-ft.

285

302

319

336

354

372

390

408

426

Gage

height.

Feet.

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

Discharge.

Sec.-ft.

444

462

480

498

516

535

554

573

592

Gage

height.

Feet.

5.50

5.60

5.70

5.80

5.90

6.00

6.10

6.20

6.30

Discharge.

Sec.-ft.

612

632

652

672

692

713

734

755

776

Gage

height.

Feet.

6.40

6.50

6.60

6.70

6.80

6.90

7.00

Discharge.

Sec.-ft.

798

820

842

864

886

908

930

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on discharge measurements made during 1906-1908 and is fairly well denned below gage height 15.0 feet. Above 

gage height 7.0 feet use 1907 table.

Monthly discharge of Washita River at Anadarko, Okla.,for 1907 and 1908.

Month.

1907.

March ................. . . ....... . .............

April. . ..............................................

May. ................................................

July.................................................

September. .........................................

November. ....... .... ........................

1908.

May.................................................

Discharge in second-feet.

Maximum.

2,380 

540 

396 

414 

4,140 

6,750 

3,740 

630 

284 

7,900 

558 

716

7,900

612 

453 

426 

1,540 

6,900 

7,350

Minimum.

275 

318 

258 

241 

396 

668 

540 

275 

158 

158 

326 

292

158

319 

294 

285 

285 

302 

1,940

Mean.

646 

406 

306 

279 

1,260 

2,870 

1,100 

428 

224 

1,860 

365 

370

843

382 

343 

316 

570 

1,910 

5,080

Run-off 

(total in 

acrefeet).

39,700 

22,500 

18,800 

16,600 

77,500 

171,000 

67,600 

26,300 

13,300 

114,000 

21,700 

22,800

612,000

23,500 

19,700 

19,400 

33,900 

117,000 

302,000

516,000

Accuracy.

B. 

B. 

C. 

C. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

B. 

B. 

B. 

B. 

B. 

C.
108 SURFACE WATER SUPPLY, 1907-8.

TAZOO RIVER DRAINAGE BASIN.

DESCRIPTION.

Yazoo River is formed by the union of the Tallahatchie and Yalobusha rivers just above Greenwood, Miss., whence it flows southward 

and southwestward to its junction with the Mississippi at Vicksburg.

Tallahatchie River and its large tributary, the Coldwater, rise in 

the northern part of Mississippi. Yokona River, also an important 

tributary of the Tallahatchie, comes in from the east just above the 

mouth of the Coldwater. Yalobusha River rises in the northern part 

of the State, farther east than the other tributaries. Sunflower 

River, which empties into the Yazoo ahout 20 miles above Vicksburg, 

drains a large basin along the upper western border of the State, 

which is cut off from the Mississippi River by the levees.

The drainage area may be divided into two distinct parts, the 

delta and the uplands. The delta comprises a strip of land east of 

the Mississippi extending from the state line on the north to Vicksburg on the south, about 60 miles wide at the center and decreasing 

in width to about 5 miles at either end. The upland comprises the 

portion of the drainage area located to the east of the delta. The 

entire delta is a network of small streams and bayous, and during 

high-water periods a considerable portion of it is under water.

Except for the land that has been cleared for cultivation at 

present a relatively small amount the drainage area is forested. 

The mean annual precipitation is about 50 inches.

The river is navigable for its entire length and most of the larger 

tributaries are navigable for small boats. The tributaries are used 

to some extent for logging.

Neither diversion nor storage is used in any part of the area, except 

the natural channels that at places carry flood water from one stream 

to another and the numerous small so-called lakes, which are really 

old river channels; neither is there any considerable ampunt of 

water power developed.

The data collected in the drainage basin are of value for drainage 

and navigation problems. The Tallahatchie drainage commission 

is engaged in a drainage project in the upper portion of the basin.

The following stations have been maintained in this river basin:

«

Tallahatchie River at Batesville, Miss., 1906-1908. 

Tallahatchie River at Philipp, Miss., 1908. 

Yazoo River at Greenwood, Miss., 1908. 

Yazoo River at Yazoo City, Miss., 1900-1905. 

Coldwater River at Savage, Miss., 1908. 

Yalobusha River at Grenada, Miss., 1906,1908. 

Sunflower River at Ruleville, Miss., 1908. 

Sunflower River at Baird, Miss., 1908.
YAZOO RIVER DRAINAGE BASIN. 109

TALLAHATCHIE EIVER AT BATESVILLE, MISS.

This station, which is located at the county highway bridge 1' mile 

west of Batesville and about 2 miles below the crossing of the Illinois 

Central Railroad, was established on June 15, 1906, to obtain general 

run-off data. The record has been continuous since that time except 

for a break from August 1 to September 19, 1906. The station is 

now maintained in connection with the Tallahatchie drainage commission.

The ground on the right bank is low for a mile or more, but the 

road has been raised above high water except at a number of bridged 

openings.

Discharge measurements can be conveniently made at all stages 

and the relation between gage heights and discharge should be fairly 

constant. A chain gage attached to the bridge is used, the datum of 

which has remained the same.

Discharge measurements of Tallahatchie River at Batesville, Miss., in 1907 and 1908.

Date.

1907.

1908.

Hydrographer.

Warren E. Hall. ...................................

M.R.Hall... ......................................

W. A. Lamb .......................................

Width.

Feet. 

135

150

144

Area of 

section.

Sq.ft. 

443

1,160

720

Gage 

height.

Feet. 

2.52

7.27

4.34

Discharge.

Sec.-ft.

425

2,210

1,090

Daily gage height, in feet, of Tallahatchie River at Batesville, Miss., for 1907 and 1908.

[J. S. Gofl, observer.]

Day.

1907. 

1.... ...........

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14. ..............

15...............

16. ..............

17...............

18...............

19...............

20. ..............

21...............

22...............

23...............

24...............

25...............

Jan.

9.3

9.1

9.7

10.5

10.7

10.5

10.4 

10.1

10.1

10.0

9.5

9.0

7.9

7.5

7 ^

7.1

7.0

6.9

6.8

7.7

7.7

7.8

8.0

8.4

8.5

Feb.

7.4

10.0

8.0

9.8

9.4

9.7

11.6 

12.5

12.7

12.5

12.0

11.5

11.0

8.5

6.5

5.3

8.2

7.0

6.5

6.1

5.7

5.3

4.3

4.3

7.3

Mar.

12.6

16.1

17.1

16.9

17.1

17.3

17.2

16.8

16.6

15.6

14.5

13.7

12.2

14.2

14.7

14.1

13.0

13.5

13.8

14.3

14.4

14.3

13.9

13.0

12.3

Apr.

5.2

5.1

5.0

5.0

6.2

6.0 

6.3

6

0

7.2

7.3

7.0

7.0

5.6

5.2

5.3

6.4

6.5

6.3

6.5

6 9

6 Q

6.6

6.3

May.

10.7

' 10.4

11.4

15.5

16.9

16.5

16.6 

16.9

16.7

16.2

15.9

11 S

15.8

15.7

16.1

16.1

15.7

15.2

14.3

14.5

16.2

1 K. A

14.5

13.7

June.

12.8

13.4

13.3

13.2

13.0

19 Q

1,3.2

12.4

11.7

9.2

6 4

fi i

6.3

6.7

6.5

6.2

6.0

5.8

5.3

5.0

4.6

4.3

4.1

6.3

July.

4.0

5.0

4.5

4.1

4.5

5 A

5.3 

5.6

5 A

4.8

4.6

4.7

4.5

4.2

3 9

3.2

3 7

3.6

^ i

3

0

3 O

3.1

3

ft

3.0

Aug.

4.4

4.3

3.9

3.6

3.3 

3.2

3

1

3.0

2.9

2.7

9 8

2.3

2.4

2.5

2.6

2.7

2

0

2

0

3 1

Q 9

3.5

3.9

3.2

Sept.

3.2

3.0

2.8

2.8

2.7

2.5

2.7 

2.6

2.6

2.7

2.7

2.5

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2 7

9 %

2.6

2.5

Oct.

2.6

2.5

2.5

2.5

2.6

2.5

2.6 

3.6

1 7

3.3

3.1

2.8

2.8

9 8

2.5

2.7

2.6

2.6

2.6

2.6

9 fi

2.6

2.6

2.5

Nov.

2.9

3.2

3.0

2.9

2.9

2.9

2.8 

2.8

9 7

2.7

2.7

2.7

2.7

2.7

2 7

2.7

9 8

9 Q

3.0

3.2

3

*7

3.6

3.6

3.6

3.6

Dec.

3.4

3.3

3.1

3.0

3.0

3.0

3.0 

3.0

3.0

3.4

3.8

3.8

4.4

4.4

4.3

4.2

4.1 '4.0

3.9

3.8

3.8

4.4

4.7

4.9

5.0
110 SURFACE WATER SUPPLY, ISOt-S.

Daily gage height, in feet, of Tallahatchie River at Batesville, Miss., for 1907 and 1908 

Continued.

Day.

1907. 

26...............

27...............

28...............

29...............

30. ..............

31...............

1908. 

1.. .............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12

13...............

14...............

15...............

16. ..............

17...............

18...............

19...............

20.....:.........

21...............

22...............

23...............

24...............

25

26...............

27...............

28...............

29...............

30

31...............

Jan.

8.4

8.0

7.4

5.1

6.0

5.5

6.9

7.7

7.5

8.2

8.2

9.0

9.5

9 9

10.1

10.4

10.6

10.3

9.9

9.4

9.6

8.7

8.9

8.4

8.0

7.8

7.8

7.6

7.2

6.7

6.0

5.4

5.1

4.7

4.6

4.8

7.4

Feb.

9.2

9.8

10.0

9.1

6.0

6.7

7.3

8.0

9.1

9.1

9.0

9.1

11.1

11.4

11.4

14.2

15.4

16.4

16.5

17.7

18.2

18.0

17.5

17.0

16.5

15.9

14.3

14.8

13.0

13.4

12.6

12.0

Mar.

10.0

8.0

6.6

6.0

5.5

5.5

11.5

11.0

10.7

10.4

10.8

11.8

12.8

13.2

13.7

14.6

14.9

14.4

13.6

13.6

11.0

9.7

8.6

7.8

7.2

7.6

8.2

12.9

12.7

12.4

12.4

12.4

12.1

12.2

12.9

14.0

Apr.

5.5

5.4

5.6

5.8

6.6

13.8

13.2

12.1

10.5

9.5

8.3

7.8

7.8

7.9

7.4

7.7

6.7

6.6 -5.9

6.0

6.3

6.4

6.8

7.1

7.5

7.4

7.4

6.9

7.0

6.9

6.7

6.7

7.0

7.5

May.

11.3

10.3

8.0

7.5

10.0

7.6

7.4

7.0

6.8

8.6

8.1

7.8

7.5

7.4

7.3

7.0

6.5

6.0

5.8

5.4

5.2

5.3

5.7

7.2

7.6

7 Q

8.0

8.4

8.8

a n

9.5

5.8

5.3

5.1

5.0

5.2

June.

4.7

4.7

4.5

4.3

4.2

5.4

5.6

5.6

6.0

6.3

7.3

8.0

11.8

14.1

15.9

16.6

16.3

15.4

14.3

13.8

10.7

8.0

7.4

7.3

7.1

6.5

5.7

5.0

4.6

4.3

4.1

3.9

3.8

3.7

3.8

July.

3.0

3.1

3.2

3.4

3.7

4.1

3.6

3.5

3.6

16

4.1

4.5

4.7

4.9

5.4

5.8

6.0

5.8

5.5

5.3

4.7

4.2

3.8

3.6

3.8

4.0

4.5

4.4

4.3

4.5

4.6

4.8

4.2

3.9

3.7

3

C

3.4

Aug.

3.1

3.7

4.3

4.1

3.8

3.4

3.3

3.3

3.3

3.5

3.6

3.7

3.8

3.9

4.1

4.2

4.5

4.3

4.2

3.8

3.5

3.5

3.4

3.3

3.3

3.4

3.5

3.4

3.3

3.1

3.0

3.3

3.2

3.4

3.3

3.0

Sept.

2.6

2.5

2.6

2.6

2.5

3.0

2.9

2.8

2.9

2.7

2.7

2.7

2.6

2-. 6

2.7

2.6

2.6

2.5

2.5

2.4

2.4

2.4

2.3

2.3

2.7

2.9

3.2

3.8

3.8

3.7

3.7

3.7

3.6

3.6

3.6

Oct.

2.5

2.8

2.7

2.5

2.7

2.9

3.5

3.5

3.5

3.0

2.9

2.8

2.7

2.6

2.4

2.4

2.4

2.4

2.3

2.3

2.2

2.4

2.3

2.3

2.3

2.4

2.4

2.2

2.3

2.4

2.4

2.4

2.3

2.3

2.2

9 3

2.4

Nov.

3.7

3.7

3.7

3.6

3.5

2.3

2.3

2.4

2.4

2.4

2.3

2.3

2.4

2.4

2.5

2.5

2.6

2.6

2.6

2.6

2.6

2.6

2.5

2.5

2.5

2.4

2.5

2.5

2.6

2.7

2.8

3.0

3.3

3.3

3 4

Dec.

5.2

5.7

5.8

6.5

7.6

6.5

3.6

3.7

3.8

4.0

4.1

4.3

4.3

4.3

4.2

4.2

4.2

4.2

4.2

4.1

4.0

3.6

3.5

3.4

3.3

3.3

3.5

3 7

4.0

4.2

4.3

4.5

4.4

4.4

4.2

3.8

Rating table for Tallahatchie River at Batesville, Miss., for 1906-1908.

Gage 

height.

Feet.

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

Discharge.

Sec.-ft.

365

395

425

455

485

517

549

581

613

645

679

713

747

781

815

849

Gage 

height.

Feet.

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

Discharge.

Sec.-ft.

883

919

955

991

1,027

1,063

1,099

1,135

1,173

1,211

1,249

1,287

1,325

1,363

1,401

1,440

Gage 

height.

Feet.

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.20

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

Discharge.

Sec.-ft.

1,480

1,520

1,560

1,600

1,640

1,680

1,720

1,800

1,880

1,960

2,040

2,120

2,200

2,280

2,360

2,440

Gage 

height.

Feet.

8.00

8.20

8.40

8.60

8.80

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

Discharge.

Sec.-ft.

2,520

2,600

2,690

2,770

2.860

2,940

3,360

3,780

4,200

4,620

5,040

5,460

5,880

6,300

6.720

NOTE. The above table is not applicable for obstructed-ehannel conditions. It is based on six discharge 

measurements made during 1906-1908 and is fairly well defined below gage height 7.5 feet. Above gage 

height 8.0 feet the rating curve is a tangent, the difference being 42 per tenth,
YAZOO KIVER DRAINAGE BASIN. Ill

Monthly discharge of Tallahatchie River at Batesville, Miss., for 1906, 1907, and 1908.

Month.

1906.

July...........................................................

September 20-30. ..............................................

October. .......................................................

1907.

April..........................................................

July...........................................................

1908.

April..........................................................

July...........................................................

October. .......................................................

November .............................................

The year. ................................................

 Discharge in second-feet.

Maximum.

781 

1,400 

3,360 

5,080 

6,970 

5,120

3,650 

4,490 

6,430 

2,240 

6,260 

4,790 

1,560 

1,140 

679 

849 

849 

2,360

6,430

3,610 

6,800 

5,420 

4,960 

3,150 

6,130 

1,720 

1,140 

883 

781 

747 

1,140

6,800

Minimum.

549 

455 

395 

679 

597 

1,920

1,360 

1,060 

1,520 

1,320 

2,520 

991 

613 

395 

455 

455 

517 

613

395

1,170 

1,720 

2,200 

1,680 

1,320 

849 

747 

613 

395 

365 

395 

713

365

Mean.

574 

738 

1,360 

2,920 

2,630 

3,520

2,660 

2,810 

4,730 

1,760 

5,100 

2,560 

959 

719 

499 

538 

651 

1,060

2,000

2.510 

4,530 

4,100 

2,470 

2,100 

2,680 

1,110 

799 

595 

465 

485 

948

1,900

Accuracy.

B. 

B. 

B.

C. 

C. 

C.

B. 

B. 

C. 

A. 

C. 

C. 

A. 

B. 

B. 

B. 

B. 

A.

B. 

C. 

C. 

B. 

B. 

C. 

A. 

A. 

B. 

B. 

B. 

A.

TALLAHATCHIE RIVER AT PHILIPP, MISS.

This station, located at the Yazoo and Mississippi Valley Railroad 

bridge at Philipp, was established September 6, 1908, for the purpose of obtaining run-off data in connection with the work of the 

Tallahatchie drainage commission.

The stream above the station will at times overflow the surrounding country for a distance of several miles on either side. The overflow, however, with small exceptions, is intercepted by the railroad 

embankment and is made to flow in the main channel at the gaging 

station. Variations in the relative stage of the river below the station will probably so affect the slope as to disturb the relation between 

gage heights and discharge.

The datum of the gage is mean sea level so that the gage readings are 

elevations above sea level.
112 SURFACE WATEK SUPPLY, 1907-8.

Discharge measurements of Tallahatchie River at Philipp, Miss., in 1908.

Date. Hydrographer.

M. R. Hall.................. ......................

W. A. Lamb.... ................................

Width.

Feet. 

192

142

Area of 

section.

Sq.ft. 

2,680

1,080

&,

Feet. 

124.38

115.35

Discharge.

Sec.-ft. 

6,670

1,880

Daily gage height, in feet, of Tallahatchie River at Philipp, Miss., for 1908.

Day.

1. ..............

2............ ..

3...............

4...............

5...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

Sept.

113.4

113.4

113.2

113.1

113.0

113.0

113.0

113.0

112.9

112.9

Oct.

113.9

113.8

113.7

113.5

113.4

113.2

113.1

113.1

113.0

112.9

112.7

112.6

112.6

112.6

112.6

Nov.

112.5

112.5

112.5

112.5

m e

m e

m e

119 t*

112.5

112.6

112.6

112.6

113.0

113.0

Dec.

114.0

114.3

114.6

114.7

115.7

116.3

117.7

118.4

118.4

118.2

118 9

118.2

118.0

117.7

Day.

16...............

17...............

18...............

10

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Sept.

112.9

112.9

112.8

112.8

112.7

112.7

112.7

113.4

113.6

113.8

114.0

114.1

113.9

113.9

113.9

Oct.

112.5

112.5

112.5

112.5

112.5

112.5

112.5

112.5

112.5

112.5

112.5

112.5

112.5

112.5

112.5

112.5

Nov.

113.0

113.1

113.1

113.0

113.0

112.9

112.8

112.8

112.8

112.9

113.0

113.2

113.8

113.9

113.9

.

Dec.

117.2

116.5

116.0

115.4

115.1

114.6

114.6

114.9

115.4

115.8

115.7

115.4

116.7

117.0

117.1

116.9

YAZOO RIVER AT GREENWOOD, MISS.

This station, which is located at the highway bridge at Greenwood, 

a point about 1 mile below the junction of Yalobusha River, was 

established July 15, 1908, for the purpose of obtaining general run-oif 

data applicable to navigation and drainage problems.

The conditions at the station are favorable for accurate discharge 

measurements at all stages, but it is expected that the relation 

between gage heights and discharge will be greatly disturbed by 

changes in slope of the the Yazoo River caused by stages of the 

Mississippi River.

The gage datum is mean sea level and has not been changed. The 

United States Weather Bureau has maintained a gage here since 

November 1, 1904, the datum of which was 92.5 feet above sea level.

The gage heights from January 1 to July 15, 1908, are from the 

IJnited States Weather Bureau gage and have been .adjusted to 

conform to the sea-level datum of the new gage.
YAZOO KIVER DRAINAGE BASIN. 113

Discharge measurements of Yazoo River at Greenwood, Miss., in 1908.

Date.

July 18... ......

July 22.........

Hydrographer.

M.R.Hall.... .....................................

Warren E. Hall. . ..................................

.....do..............................................

W. A. Lamb .......................................

.....do..............................................

Width.

Feet. 

307

270

270

252

300

Area of 

section.

Sq.ft. 

5,220

2,220

2,110

1,340

3,380

Gage 

height.

Feet. 

107. 84

Q7 ftft

Q7 1Q

94.90

102.35

Discharge.

Sec.-ft. 

10,200

2 QA(\

3,110

1 Qon

6,260

Daily gage height, in feet, of Yazoo River at Greenwood, Miss., for 1908.

Day.

1..... .........

2..............

4..............

5..............

6..............

7..............

8..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17. .............

18..............

19..............

20..............

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Jan.

102.5

103.5

104.3

104.9

106.0

106.7

107.2

107.6

107.9

108.2

108.6

109.0

109.2

109.2

109.0

109.0

109.1

109.2

109.1

109.0

108.9

108.7

108.4

108.2

108.4

107.4

106.7

106.0

105.0

104.0

102.7

Feb.

102.4

103.2

103.7

104.0

104.5

104.9

105.5

106.1

106.6

107.5

108.8

110.4

111.8

116.1

118.4

119.0

119.5

120.2

121.4

122.6

123. 3

123.8

124.2

124.3

124.4

124.5

124.5

124.4

124.4

Mar.

124.3

124.3

124.2

124.0

123.8

123.7

123.4

123.1

122.9

122.6

122.3

122.0

121.7

121.4

121.0

120.6

120.3

120.0

119.6

119.2

118.9

118.8

119.0

120.0

120.4

120.3

120.2

120.2

120.2

120.3

120.5

Apr.

120.6

120.6

120.6

120.5

120.4

120.2

120.0

119.4

118.9

118.5

117.9

117.2

116.6

115.9

115.2

114.5

113.9

113.4

112.5

111.8

111.1

110.5

109.8

109.0

109.2

109.5

109.3

109.0

108.5

108.3

May.

108.3

108.1

108.1

107.9

107.9

110.5

111.3

111.0

110.7

110.4

110.0

109.9

109.5

109.4

109.2

108.7

108.4

108.6

108.9

108.5

108.2

107.6

107.1

106.5

106.0

105.6

.105.1

104.6

104.1

103.4

102.7

June.

102.2

101.7

101.2

100.6

100.1

100.8

102.3

103.2

104.1

105.0

105.7

106.3

106.9

107.4

107.5

107.8

107.9

107.9

107.8

107.6

107.5

107.3

107.0

106.7

106.3

105.4

104.7

103.4

102.1

101.0

July.

100.1

99.1

98.7

98.4

98.1

97.8

97.5

97.7

98.4

98.9

99.4

99.5

99.5

99.4

99.2

98.9

98.4

97.9

97.3

96.8

96.55

97.0

97.45

97.5

97,4

97.4

97.5

97.4

97.2

96.9

96.6

Aug.

96.25

96.0

96.1

96.1

96.5

97.1

97.65

97.1

96.25

96.45

96.65

96.9

97.2

97.3

97.1

96.7

96.45

96.3

96.15

96.35

96.7

96.7

96.7

96.45

96.4

96.3

95.95

95.7

95.5

95.3

95.1

Sept.

94.95

94.8

94.6

94.45

94.3

94.3

94.15

94.0

93.9

93.85

93.8

93.75

93.7

93.65

93.65

93.6

93.55

93.5

93.5

93 5

93.45

93.6

94.1

94.45

94.65

94.6

94.6

94.5

94.4

94.35

Oct.

94.3

94.2

94.1

94.0

93.9

93.8

93.75

93.7

93.6

93.5

93.4

93.35

93.35

93.35

93.35

93.3

93.0

93.3

93.25

93.25

93.2

93.2

93.2

93.2

93.15

93.15

93.1

93.1

93.1

93.1

93.1

Nov.

93.15

93.15

93.15

93.15

93.15

93.15

93.15

93.2

93.15

93.2

93.2

93.25

93.3

93.3

93.45

93.6

93.6

93.6

93.6

93.5

93.5

93.5

93.5

93.5

93.35

93.7

93.9

94.1

94.2

94.35

Dec.

94.4

94.4

94.45

94.65

94.9

95.55

98.2

101. 35

102.25

102.05

101.5

100.9

100.4

99.75

99.75

98.6

98.05

97.35

96.65

96.1

95.9

96.8

98 7

98.5

98.4

98.4

98.4

98.3

98.2

98.05

97.85

COLD WATER RIVER AT SAVAGE, MISS.

This station is located at the Yazoo and Mississippi Valley Railroad bridge at Savage, about 5 miles below the place where the river 

leaves the hills and enters the delta. It was established July 1, 1908, 

for the purpose of determining the amount of water entering the delta 

from the foothills and is maintained in cooperation with the Tallahatchie drainage commission.

Although there are large overflow areas along the banks of the 

river, the flow is practically all confined by the railroad embankments 

to the channel under the bridge and can be conveniently measured 

at all stages.

The gage is set on sea-level datum, so as to read actual elevations.

27586 IRR 247 10 8
114 SURFACE WATER SUPPLY, 1907-8.

Discharge measurements of Coldwater River at Savage, Miss., in 1908.

Date. Hydrographer.

M. R. Hall .........................................

W. A. Lamb .......................................

Width.

Feet.

1 1^1

Area of 

section.

Sq.ft.

1,440

Gage 

height.

Feet. 

182.99

173.0

Discharge.

Sec.-ft. 

5,190

1,050

Daily gage height, in feet, of Coldwater River at Savage, Miss., for 1908.

Day.

1. ....

2. ....

3. ....

4. ....

5. ....

6. ....

7. ....

8. ....

9. ....

10. ....

Oct.

166.7

166. 25

165. 95

165.85

165.8

165.8

165. 75

165. 75

165. 75

165.7

Nov.

165.8

165.8

165. 85

165.9

165.9

165.9

165.9

165.9

166.1

166.2

Dec.

172.7

173.0

172.4

170.6

169.3

168.0

172.5

173.7

173. 75

173. 55

Day.

11. ....

12. ....

13. ....

14. ....

15. ....

16......

17......

18......

1Q

20......

Oct.

165.7

165.7

165.7

165.7

165.7

165.7

165.7

165. 75

165. 75

165.75

Nov.

166.2

166.3

166.4

166.4

166.6

166.5

166. 45

166. 25

166.1

166.0

Dec.

172. 35

170.7

168.8

167.8

167.5

167.0

166.9

166.7

166.7

166.5

Day.

21. .

22. .

23.

24.

25.

26.

27.

28.

29. .

30. . .

31......

Oct.

165. 75

165. 75

165. 75

165. 75

165. 75

165.7

165.7

165.7

165.8

165. 8

165.8

Nov.

166.0

166.0

166.1

166. 25

166.4

166.65

168 72

169.5

172.1

172. 35

Dec.

166.7

167.0

167.5

169. 9

171.7

171.4

169.9

168.4

1fi7 Q

167.8

167.9

YALOBUSHA RIVER AT GRENADA, MISS.

This station, which was established on June 14, 1906, for the purpose of obtaining run-off data of general application, is located in the 

western part of Grenada at the county highway bridge, about onehalf mile from the depot and the same distance below the crossing of 

the Illinois Central Eailroad. It is below the mouth of Bataupan 

Bogue, which comes in a short distance above the railroad bridge. 

The gage chain was stolen for the second time on November 2, 1906, 

and the station was temporarily abandoned. On July 7, 1908, the 

station was again established in connection with the Tallahatchie 

drainage commission, using the same gage datum as formerly.

The left bank is not liable to overflow; the ground on the right 

bank is low for a long distance, but is crossed by the public highway embankment, which is above high water except at a few bridged 

openings.

Conditions are favorable for accurate discharge measurements. It 

is probable that the station rating will be somewhat affected by backwater from Yazoo River and also by shifting of the stream bed,
YAZOO BIVEB DRAINAGE BASIN. 115 

Discharge measurements of Yalobusha River at Grenada, Miss., in 1906 and 1908.

Date.

1906.

May2.. ........

Do.........

1908.

Hydro grapher.

.....do..............................................

M.R.HalL... .....................................

.....do..............................................

.....do..............................................

M. R. Hall. ........................................

W. A. Lamb .......................................

Width.

Feet. 

118

80

79

78

78

86

90

Area of 

section.

Sq.ft. 

1,190

136

132

121

120

574

775

Gage 

height.

Feet. 

11.20

1.85

1.52

1.22

1.22

3.92

7.30

Discharge.

Sec.-ft. 

4,190

280

232

137

134

730

1,980

Daily gage height, in feet, of Yalobusha River at Grenada, Miss., for 1908. 

[W. C. Carroll, observer.]

Day.

1. .........

2..........

3..........

4..........

5..........

6.......... 

7.. ........

8-. .........

9..........

10..........

11..........

12.......... 

13..........

14..........

15..........

July.

"2~60~

2.40

2.35

2.70

2.20

2.35 

2.25

2.01

Aug.

2.05

2.00

1.85

2.35

2.05

1.90 

1.75

1.65

1.95

2.00

2.05

1.65 

1.50

1.40

1.45

Sept.

1.40

1.25

1.20

1.20

1.20

1.10 

1.05

1.10

1.05

1.05

.95 

.95

.90

.90

Oct.

1.05

1.00

1.00

.95

.90

.95 

.95

.95

.95

.90

.90

.90

.85

.90

Nov.

0.85

.90

.90

.85

.85

.87 

.85

.85

87

.85

.90 

.90

.90

.93

Dec.

1.20

1.20

1.20

1.00

2.90 

12.00

9.00

8.50

7.40

6.00

3.85 

3.40

3.00

2.25

Day.

18..........

19

20..........

21 .......... 

22..........

23..........

24..........

25..........

26..........

27.......... 

28..........

29..........

30..........

31 ..........

July.

1.45

1.40

1.30

3.20

3.65 

4.70

2.95

2.55

2.25 

1.95

2.00

1.70

1.60

Aug.

2.10

2.00

2.50

4.35

2.40 

2.15

2.25

1.85

2.10

2.75

2.50 

2.05

1.65

1.60

1.50

Sept.

0.90

.90

.90

.95

.95

1.05 

3.00

2.10

1.80

1.65

1.40 

1.35

1.15

1.05

Oct.

.85

.90

.85

.85

.85 

.85

.85

.88

.80

.80 

.86

.80

.80

Nov.

0.90

.90

.85

.85

.87

.85 

.95

.95

1.00

1.30

1.20

1.10 

1.00

1.00

1.05

Dec.

2.10

2.00

1.85

1.80

1.80

1.90 

6.35

6.75

4.00 

3.60

3.20

9 ?<;

2.50

Rating table for Yalobusha River at Grenada, Miss., from June 14, 1906, to December SI,

1908.

Gage 

height.

Feet.

0.80

.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

Discharge.

Sec.-ft.

118

125

133

143

153

165

177

191

205

221

237

253

271

289

Gage 

height.

Feet.

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

Discharge.

Sec.-ft.

307

327

347

367

389

411

433

457

481

505

531

557

583

611

Gage 

height.

Feet.

3.60

3.70

3.80

3.90

4.00

4.20

4.40

4. 00

4.80

5.00

5.20

5.40

5.60

5.80

Discharge.

Sec.-ft.

639

667

697

727

757

821

885

955

1,025

1,095

1,165

1,235

1, .310

1,390

Gage 

height.

Feet.

6.00

6.20

6.40

6.60

6.80

7.00

8.00

9.00

10.00

11.00

12.00

Discharge.

Sec.-ft.

1,470

1,550

1,630

1,710

1,790

1,880

2,350

2,860

3,460

4,060

4,660

NOTE. The above table is applicable only for open-channel conditions. It is based upon seven discharge 

measurements made during 1906-1908 and is fairly well defined. Above gage height 8.9 feet the rating curve 

is a tangent, the difference being 60 per tenth.
116 SURFACE WATER SUPPLY, 190*7-8.

Monthly discharge of Yalobusha River at Grenada, Miss., for 1906 and 1908.

Month.

1906. 

June 14-30. ....................................................

July............................................................

August 26-31 ...................................................

September ................................................. ...

1908. 

July 7-31. ......................................................

Discharge in second-feet.

Maximum.

757 

853 

253 

6,100 

8,740 

184

990 

869 

481 

138 

165 

4,660

Minimum.

143 

143 

133 

125 

177 

171

165 

177 

125 

118 

122 

133

Mean.

270 

389 

177 

892 

2,770 

173

359 

285 

165 

124 

128 

952

Accuracy.

C. 

C. 

C. 

B. 

B. 

C.

C. 

C. 

C. 

C. 

C. 

B.

SUNFLOWER RIVER NEAR RULEVILLE, MISS.

This station, which was established June 15, 1908, and which is 

maintained in cooperation with the Tallahatchie drainage commission, is located at the new iron wagon bridge 3 miles southwest of 

Ruleville, Miss.

The drainage area above the station is very flat and is cut by a 

number of small tributaries and bayous. The river at the station 

and below has a very small amount of slope, making the current too 

sluggish for measurements at times. The amount of slope and consequently of velocity varies greatly with the stage of Mississippi 

River, making it impossible to rate the station in the usual way by 

basing daily discharges upon the daily gage heights.

As the gage is set to sea-level datum, the gage readings are actual 

elevations above sea level. The gage readings for 1908 were 

fragmentary and inaccurate and hence are not published.

Discharge measurements of Sunflower River near Ruleville, Miss., in 1908.

Date. Hydrographer.

M.R. Hall.... .....................................

W . A. Lamb .......................................

Width.

Feet. 

195

213

Area of

section.

Sq.ft. 

1,320

1,760

Gage 

height.

Feet.

100.02

97.9

Discharge.

Sec.-ft. 

746

286

SUNFLOWER RIVER AT BAIRD, MISS.

This station, which is located at the Southern Railway bridge onehalf mile west of Baird, Miss., was established June 16, 1908, but the 

gage was not put in until October 4, 1908. It is maintained in 

cooperation with the Tallahatchie drainage commission.
YAZOO EIVEE DRAINAGE BASIN. 117

Owing to the great variation in height of the outlet of Sunflower 

River into the Mississippi through the lower portion of Yazoo River, 

and consequently in the slope of Sunflower River, there is no relation 

whatever between gage heights and discharge at this station.

As the gage is set on sea-level datum, the readings are elevations 

above the sea level.

The United States Army Engineers have maintained a gage at this 

station for a portion of the time, and the gage heights prior to October 

4, 1908, are from their records corrected to the sea-level datum of the 

new gage.

Discharge measurements of Sunflower River at Baird, Miss., in 1908.

Date.

June 16 ........ 

July 23. ........

July 24. ........

December 7 ....

Hydrographer.

M.R. Hall.... ..................................... 

Warren E. Hall ....................................

.....do..............................................

W. A. Lamb.. ....................................

Width.

Feet. 

254 

179

179

173

Area of 

section.

Sq.ft. 

3,450 

1,030

981

990

Gage 

height.

Feet. 

95.32 

84.47

84.22

84.55

Discharge.

Sec.-ft. 

1,110 

588

591

689

Daily gage height, in feet, of Sunflower River at Baird, Miss., for 1908.

Day.

1. ..................

2...................

3...................

4...................

5...................

6...................

7...................

8...................

9...................

10...................

11...................

12...................

13...................

14...................

15...................

16...................

17...................

18...................

19...................

20...................

21...................

22...................

23...................

24...................

25. ..................

26...................

27...................

28...................

29...................

30...................

31...................

Mar.

93.5

93.5

93.5

93.5

93.6

93.6

93.7

93.8

95.5

97.6

100.1

100.6

100.7

100.5

100.0

99.5

99.0

Apr.

98.4

98.0

97.5

97.0

96.5

95.6

96.0

95.7

95.5

95.4

95.4

95.4

95.0

95.0

95.0

95.1

95.1

95.0

94.8

94.5

94 5

94.9

QC A

95.4

QC A

QK K

QC C

May.

95.5

95.5

95.5

95.4

96.1

96.9

97.1

97.0

96.0

95.7

95.4

95.2

95.0

95.0

94.9

94.9

95.2

95.9

96.0

95.9

QC 7

QC A.

95.1

Q4 q

94.8

QA 7

94.6

94.5

94.5

94.9

June.

95.0

95.0

95.1

95.4

95.4

95.5

95.5

95.7

95.8

95.9

95.9

95.9

95.9

95.6

95.8

95.6

95.6

95.4

95.3

95.2

95.0

94 9

94 7

Q4. ^

94.4

04 3

Q4 1

93 9

Q9 Q

July.

93.7

93.5

93.4

93.4

93.0

92.9

92.5

92.2

91.9

91.5

91.1

90.9

90.4

89.9

89.5

88.9

88.1

87.5

86.9

86.4

85.8

QC I

84 6

QA *|

83.7

Aug. Sept.

83.1

83.1

83.1

83.0

83.0

83.0

83.0

83.0

82.9

82.9

82.9

82.9

82.9

82.9

82.9

82.9

82.8

82.8

QO Q

82.8

82.8

82.8

82.8

82.8

82.8

82.8

82.8

Oct.

82.8

82.8

82.8

82.8

82.8

82.8

82.8

82.8

82.8

82.8

82.8

82.8

82.7

82.7

82.7

82.7

82.7

82.7

82.7

82.7

82.7

QO 7

82.7

82.7

82.7

82.7

82.7

82.7

82.7

82.7

82.7

Nov.

82.7

82.7

82.7

82.7

82.7

82.7

82.7

82.7

82.7

82.7

82.7

82.7

82.7

82.7

82.7

82.7

82.7

82.7

82.7

82.7

82.7

QO 7

82.7

82.8

82.8

82.8

82.8

82.8

82.8

QO Q

Dec.

82.9

82.9

82.9

82.9

82.9

83.0

84.6

84.1

83.8

83.6

83.5

83.4

83.1

83.0

83.0

83.0

83.0

83.0

82.9

82.9

83.2

84 0

84.6

84.6

84 6

84.5

84 9

84.1

83.9

83.8
118 SURFACE WATEE SUPPLY, 1907-8.

MISCELLANEOUS MEASUREMENTS IN LOWER 

MISSISSIPPI RIVER DRAINAGE BASIN.

The following miscellaneous discharge measurements were made 

in lower Mississippi River drainage basin during 1904,1907, and 1908:

Miscellaneous measurements in lower Mississippi River basin. 

ARKANSAS RIVER.

Date.

* July 23,1908

J July 23,1904

/ Do.......

\/Mar. 10,1907

Feb. 14,1907

Mar. 28,1907

YFeb. 14,1907

.Mar. 28,1907

VFeb. 14,1907

Mar. 28, 1907

May 24,1907

June 15,1907

/ Aug. 5,1907

V Feb. 14,1907

VAug. 15,1907

\/Oct. 15,1907

-Nov. 3,1908

v Dec. 22, 1908

i/ July 10,1907

Oct. 11,1907

Oct. 31,1908

VxOct. 9,1907

l/Oct. 10,1907

kAug. 14.1908

fOct. 28,1908

Stream.

kansas Rlver.o

.....do................

.....do.................

St. Charles River .....

.....do.................

.....do.................

.....do.................

.....do.................

.....do.................

.....do.................

.....do.................

.....do.................

Tributary to 

kansas River.

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

Locality.

.....do...............

.....do...............

.....do...............

.....do...............

.....do...............

.....do...............

Holly, Colo..........

.....do.. .............

miles above 

Springer, N. Mex.

.....do...............

northwest of Mora, 

N. Mex.

Gage 

height.

Feet.

<=2. 15

Discharge.

Sec.-ft. 

444 

8.3

64

620

610

12

61

620

0

615

620

615

60.5

640

620

32.5

43

8.5

3 

1.9

2.2 

12.5 

3.8

RED RIVER.

v Jan. 7, 1907

Do......

*/ Do.......

 Do.......

.....do................

.....do................

.....do................

.....do...............

.....do...............

3.2

3.4

6.1

10.7

YAZOO RIVER.

/ Dec. 3,1908

Dec. 4, 1908

Do.......

V June 12)1908

.....do.....;...........

.....do.................

. ....do.. ............. .'

.....do................

Polkville, Miss.......

miles from Marks, 

Miss., near Hinchclifle, Miss.

155.80

125.00

120.15

150.18

1,860

1,760

1,770

3,110

a Record furnished by George H. Sethman, consulting engineer, Denver, Colo.

& Estimated.

c New gage established this date.
INDEX.

A. Page. 

Abreu's ranch, N. Mex., 

Rayado River at:

discharge............................

Accuracy, degree of..........................

Acknowledgments to those aiding...........

Acre-foot, definition of......................

Alfalfa, Colo.,

Purgatory River near:

description..........................

discharge............................

discharge, daily .....................

discharge, monthly..................

gage heights..........................

American Beet Sugar Co., cooperation of.....

Amity, flood at.............................

Anadarko, Okla., 

Washita River at:

description ..........................

discharge............................

discharge, monthly..................

gage heights.........................

rating tables........................

Antelope Spring at 

Sulphur, Okla.:

discharge............................

Appropriations, amount of..................

Arkansas River at 

Canon City, Colo.:

description..........................

discharge............................

discharge, monthly..................

118

26-27

27-28 

11

58

59

60 

60 

59 

28 

37-39

105

106

107

106

107

118

5

rating tables........................

-Holly, Colo.:

description..........................

discharge............................

flood.......................... 35-36

gage heights.........................

La Junta, Colo.:

description..........................

discharge.............................

flood................................

gage heights.........................

Nepesta, Colo.:

discharge............................

Pueblo, Colo.:

description..........................

discharge............................

discharge, daily .....................

discharge, monthly..................

gage heights.........................

rating tables........................

40-41 

41 

43

41^2 

42

48 

48

39-40 

48-49

47

47

39

47

118

43-44 

44 

46 

46

44-45

45-40

Arkansas River (South Fork) at Page. 

Garfield, Colo.:

discharge............................. 118

Arkansas River basin".

description.......................... 29-31

flood, damages done by............. 38

description of................... 33-40

gage heights during.

precipitation during 

gaging stations..............

map.........................

miscellaneous measurements.

39

34

32

33 

118 

stream flow......................... 40-84

Authority for investigations, recital of....... 5

B. 

Baird, Miss.,

Sunflower River at:

description........................ 116-117

discharge............................ 117

gage heights......................... 117

Batesville, Miss.,

Tallahatchie River at:

description.......................... 109

discharge............................ 109

discharge, monthly.................. Ill

gage heights....................... 109-110

rating table......................... 110

Big Sandy Creek, flood on................... 35

Bolster, R. EL, discharge method devised

by.............................. 22

work in charge of ....................... 29

Buffalo Spring at 

Sulphur, Okla.:

discharge............................ 118

Buttes, Colo.,

Fountain Creek at:

discharge............................ 118

C.

Caddoa, Colo., flood at ...................... 37

Caddoa Creek, flood on...................... 37

Calvin, Okla.,

Canadian River at:

description........................... 64

discharge............................ 64

gage heights......................... 65

Canadian River at 

Calvin, Okla.:

description.......................... 64

discharge............................ 64

gage heights......................... 65

Logan, N. Mex.:

discharge............................ 118

119
120 INDEX.

Canadian Elver basin: Page, 

description.......................... 63-64

gaging stations....................... 64

stream flow.......................... 64-84

Canadian River (North Fork) near 

Elreno, Okla.:

description.......................... 83

discharge............................ 83

discharge, monthly.................. 84

gage heights......................... 83-84

rating table.......................... 84

Canon City, Colo., 

Arkansas River at:

description.......................... 40-41

discharge............................ 41

discharge, monthly.................. 43

gage heights......................... 41-42

rating tables......................... 42

De Wesse-Dye ditch near:

description.......................... 49

discharge............................ 50

Grape Creek near:

description1 .......................... 49-50

discharge............................ 50

gage heights......................... 51

Cebolla Creek at 

La Cueva, N. Mex.:

discharge............................ 118

Chatfleld, C. L., work of..................... 28

Cimarron River at 

Springer, N. Hex.:

description.......................... 69

discharge............................ 69

gage heights......................... 69-70

Ute Park, N. Mex.:

description.......................... 66

discharge............................ 66

discharge, monthly.................. 68

gage heights......................... 67

rating tables......................... 68

Cimarron (Dry) River basin:

description.......................... 60-61

gaging stations...................... 61

stream flow.......................... 61-63

Cimmaron (Dry) River near 

Garrett, Okla.:

description.......................... 61

discharge, monthly.................. 63

gage heights......................... 62

rating table.......................... 62

Clay Creek, flood on......................... 37

Coldwater River at or nearSavage, Miss.:

description.......................... 113

discharge............................ 114

gage heights......................... 114

Marks, Miss.,

discharge............................ 118

Colorado, cooperation of..................... 27

Cooper, R. L., work of....................... 28

Cooperation, credit for....................... 27-28

Cucharas River at 

Walsenburg, Colo.:

description.......................... 52-53

discharge........................... 53,118

gage heights......................... 53

Page. 

Current meter, description of................ 17-18

use of................................ 16,18-19

views of................................. 18

Current-meter station, views of.............. 4

Curves, rating, description of................ 20,23

figure showing.......................... 24

D.

Definitions, statements of................. 11

De Wesse-Dye ditch nearCanon City, Colo.:

description.......................... 49

dischagre............................ 50

Discharge, computation of................... 19-26

graphic method of....................... 22-25

figure illustrating.................... 24

illustrative example of.............. 25

Discharge measurements, nature of.......... 13,14

Drainage, stream flow and.................. 7-8

Drainage basins, list of...................... 8

Dry Cimarron. See Cimarron (Dry) River.

Dry Creek, flood on......................... 37

E.

Elk Creek near 

Hobart, Okla.:

description.......................... 100

discharge............................ 101

discharge, daily..................... 102

discharge, monthly.................. 103

gage heights....................... 101-102

Elm Fork of Red River. See Red River

(Elm Fork). 

Elreno, Okla.,

Canadian River (North Fork) near:

description.......................... 83

discharge............................ 83

discharge, monthly.................. 84

gage heights......................... 83-84

rating table......................... 84

Equivalents, list of.......................... 12-13

F. 

Field practice, methods of................... 14-19

Float method, description of................ 17

Flood in Arkansas Valley. See Arkansas

River basin, flood. 

Flood prevention, stream flow and.......... 8

Fort Lyon, flood at......................... 39

Fountain Creek at 

Buttes, Colo.:

discharge............................ 118

Fountain, Colo.:

discharge............................ 118

Freeman, W. B., work in charge of.-......... 28,29

Fuses Creek near 

Salida,Colo.:

discharge............................ 118

G. 

Gage heights, nature of...................... 13

Gaging station, classification of.............. 20-22

description of............................ 16

Garden City, Kans., flood at................ 39-40

Garfleld, Colo.,

Arkansas River (Sooth Fork) at:

discharge. ....................^....... 118
INDEX. 121

Garrett, Okla.,

Cimarron (Dry) River near: Page. 

description .......................... 61

discharge, monthly. ................. 63

gage heights. . ....................... 62

rating table. ......................... 62

Granite, Okla.,

Red River (North Fork) near:

description .......................... 88-89

discharge. . .......................... 89

discharge, daily ..................... 91

discharge, monthly. . ................ 92

gage heights ......................... 90

Grape Creek near 

Canon City, Colo.:

description .......................... 49-50

discharge. . .......................... 50

gage heights. ........................ 51

Graveyard Creek, flood on. ................. 36

Greenwood, Miss., 

Yazoo River at:

description .......................... 112

discharge. . .......................... 113

gage heights. ........................ 113

Grenada, Miss.,

Yalobusha River at:

description .......................... 114

......................... 115

e, monthly ... ............... 116

gage heights. ........................ 115

rating table. ......................... 115

H.

Hall, M. R., work in charge of............... 29

Hall, W.E., work of........................ 29

Headrick, Okla.,

Red River (North Fork) near:

description. ......................... 92

discharge. ........................... 93

discharge, daily. .................... 95

discharge, monthly .................. 96

gage heights. ........................ 94

Higbee, flood at............................. 39

Hobart, Okla., 

Elk Creek near:

description.......................... 100

discharge. ........................... 101

discharge, daily. .................... 102

discharge, monthly. . ................ 103

gage heights ....................... 101-102

Holly, Colo.,

Arkansas River at:

description .......................... 48

discharge. ........................... 48

flood ........................... 35-36, 39-40

gage heights. ........................ 48-49

Horse Creek at:

discharge ............................ 118

Horse Creek at 

Holly, Colo.:

discharge. . .......................... 118

Huerfano River at or near 

Huerfano, Colo.:

discharge ............................ 118

Undercliffe.Colo.;

description .......................... 51-52

discharge. . .......................... 52

gage heights. ........................ 52

I.

Page. 

Ice, measurements under.............. 18,19,25-26

Investigations, authority for................. 5

purposes of.............................. 7-8

scope of.................................. 6-7

Irrigation, stream flow and.................. 7

L.

,La Cueva, N. Mex., 

Cebolla Creek at:

discharge...........

Mora River at:

description.........

discharge...........

discharge, daily.....

discharge, monthly, 

gage heights........

La Cueva canal at 

La Cueva, N. Mex.: 

description.........

discharge...........

discharge, monthly. 

gage heights........

rating tables........

La Junta, Colo.,

Arkansas River at: 

description.........

discharge...........

flood................

gage heights........

Lamb, W. A., work of......

Las Animas, Colo., 

Purgatory River at: 

discharge...........

flood................

Las Casas Creek near 

Mora, N. Mex.: 

. discharge...........

Limestone Creek, flood on.. 

Locopolis, Miss.,

Tallahatchie River at: 

discharge...........

Logan, N. Mex.:

Canadian River at: 

discharge...........

Los Alamos, N. Mex., 

Sapello River at:

description.........

discharge...........

discharge, monthly.

118

72-73 

73

75

76

74

72-73 

76 

78

77

78

47

47

39

47

28,29

118

36,39

118

36

118

118

79

79

82

80

81

16

28

rating tables.........................

Los Angeles, Cal., current-meter rating station 

at, view of ......................

Lyon, G. J., work of.........................

M.

Mangum, Okla.,

Red River (Elm Fork) near:

description.......................... 96

discharge............................ 97

discharge, daily..................... 99

discharge, monthly.................. 100

gage heights......................... 98

Manuelitos Creek at 

Sapello, N. Mex.:

discharge............................ 118
122 INDEX.

Marks, Miss., Page. 

Coldwater River near:

discharge............................ 118

Mathers, J. G., work of...................... 29

Meeker, R. I., work of....................... 28

Miller, C. D., work of........................ 28

Miner's inch, definition of................... 11

Miscellaneous measurements:

Arkansas River basin................... 118

Red River basin......................... 118

Yazoo River basin....................... 118

Mora, N. Mex.,

Las Casas Creek near:

discharge............................ 118

Mora River at 

La Cueva, N. Mex.:

description.......................... 72-73

discharge............................ 73

discharge, daily..................... 75

discharge, monthly.................. 76

gage heights......................... 74

Mountain Park, Okla., 

Otter Creek near:

description.......................... 103

discharge............................ 104

discharge, monthly.................. 105

gage heights......................... 104

rating table.......................... 105

Mud Creek, flood on......................... 37

N.

Navigation, stream flow and............. '.... 7

Nepesta, Colo.,

Arkansas River at:

discharge............................ 118

New Mexico, cooperation of................. 28

O.

Office practice, methods of................... 19-26

Olustee Okla.,

Turkey Creek near:

description.......................... 86

discharge............................ 86

discharge, daily..................... 88

discharge, monthly.................. 88

gage heights......................... 87

Otter Creek near 

Mountain Park, Okla.:

description.......................... 103

discharge............................ 104

discharge, monthly.................. 105

gage heights......................... 104

rating table.......................... 105

P.

Padgett, H. D., work of................... 29

Philipp, Miss.,

Tallahatchie River at:

description.......................... Ill

discharge............................ 112

gage heights......................... 112

Polkville, Miss.,

Tallahatchie River at:

discharge............................ 11§

Prowers, Colo., flood at .................. 35,37,39

Page.

Publications, lists of........................ 8-11

Pueblo, Colo.,

Arkansas River at:

description.......................... 43-44

discharge............................ 44

discharge, daily..................... 46

discharge, monthly.................. 46

flood................................ 39

gage heights......................... 44-45

rating tables........................ 45-46

Purgatory River basin:

description.......................... 54

flood................................ 36,39

stream flow......................... 55-60

Purgatory River at or near 

Alfalfa, Colo.:

description.......................... 58

discharge............................ 59

discharge, daily..................... 60

discharge, monthly.................. 60

gage heights......................... 59

Las Animas, Colo.:

discharge............................ 118

Trinidad, Colo.:

description.......................... 55

discharge............................ 55

discharge, daily..................... 57

discharge, monthly.................. 58

gage heights........... ......... 56

R.

Rainfall in Arkansas Valley, during flood... 34

Rating curves, construction of and use of.... 20,23 

figure showing.......................... 24

Rating tables, construction of............... 20

nature of................................ 14

Rayado River at or near 

Abreu's ranch, N. Mex.:

discharge............................ 118

Springer, N. Mex.:

description.......................... 70

discharge............................ 71

discharge, monthly.................. 72

gage heights......................... 71

rating table......................... 72

Reclamation Service, cooperation of......... 28

Red River basin:

description.......................... 85

gaging stations...................... 86

miscellaneous measurements........ 118

stream flow........................ 86-107

Red River (Elm Fork) near 

Mangum, Okla.:

description.......................... 96

discharge............................ 97

discharge, daily..................... 99

discharge, monthly.................. 100

gage heights......................... 98

Red River (North Pork) nearGranite, Okla.:

description.......................... 88-89

discharge............................ 89

discharge, daily..................... 91

discharge, monthly.................. 92

gage heights......................... 90
INDEX. 123

Red River (North Fork) near Cont'd. 

Headrick, Okla.:

description .....................

discharge. ......................

discharge, daily ................

discharge, monthly. ............

gage heights .

Page.

92

93

95

96 

94 

Revision, need for. .......................... 25

Rice, R. C., work of ......................... 29

Rule Creek, flood on.. ....................... 36

RuleviUe, Miss.,

Sunflower River near:

description .......................... 116

discharge. . .......................... 116

Run-off, computation of ..................... 19-26

definition of............................. 11

S.

St. Charles River at 

San Carlos, Colo.:

discharge. ........................... 118

Salida, Colo.,

Fuses Creek near:

discharge. ........................... 118

San Carlos, Colo.,

St. Charles River at:

discharge. ........................... 118

San Ignacio, N. Mex., 

Sapello River at:

discharge. ........................... 118

Sapello, N. Mex.,

Manuelitos Creek at:

discharge. ........................... 118

Sapello River at 

Los Alamos, N. Mex.:

description .......................... 79

discharge. ........................... 79

discharge, monthly. ................. 82

rating tables......................... 81

San Ignacio, N. Mex.:

discharge............................ 118

Savage, Miss.,

Cold water River at:

description.......................... 113

discharge............................ 114

gage heights......................... 114

Second-foot, definition of.................... 11

Section, changes in, estimation for........... 21-23

Slope method, description of................. 14

Springer, N. Mex., 

Cimarron River at:

description.......................... 69

discharge............................ 69

gage heights......................... 69-70

Rayado River near:

description.......................... 70

discharge............................ 71

discharge, monthly.................. 72

gage heights......................... 71

rating table.......................... 72

Stevens, G. C., work of...................... 29

Stewart, J. B., work of...................... 28

Stream measurements, accuracy of.......... 26-27

data of, use of........................... 27

methods of.............................. 14-19

Page 

Sullivan, V. L., work in charge of........... 28

Sulphur, Okla.,

Antelope Spring at:

discharge............................ 118

Buffalo Spring at:

discharge............................ 118

Sulphur Spring at:

discharge............................ 118

Sunflower River at or near 

Balrd, Miss.:

description........................ 116-117

discharge............................ 117

gage heights......................... 117

Ruleville, Miss.:

 description.. ...................... 116

discharge............................ 116

Swamps, drainage of, stream flow and....... 7-8

Swan Lake, Miss.,

Tallahatchie River at:

discharge............................ 118

T. 

Tables, explanation of....................... 13-14

Tallahatchie River at 

Batesville, Miss.:

description.......................... 109

discharge............................ 109

discharge, monthly.................. Ill

gage heights....................... 109-110

rating table...... s. .................. 110

Locopolis, Miss.:

discharge............................ 118

Philipp, Miss.:

description.......................... Ill

discharge............................ 112

gage heights......................... 112

Polkville, Miss.:

discharge............................ 118

Swan Lake, Miss.:

discharge............................ 118

Tallahatchie Drainage Commission, cooperation of........................... 28

Terms, definition of......................... 11

Trinidad, Colo.,

Purgatory River near:

description.......................... 55

discharge............................ 55

discharge, daily..................... 57

discharge, monthly.................. 58

flood................................ 39

gage heights......................... 56

Turkey Creek near 

Olustee, Okla.:

description.......................... 86

discharge............................ 86

discharge, daily..................... 88

discharge, monthly.................. 88

gage heights......................... 87

Two Butte Creek, flood on................... 35,40

U. 

Underclifle, Colo.,

Huerfano River near:

description.......................... 51-62

discharge............................ 52

gage heights......................... 52
124 INDEX.

Ute Park, N. Max., Page. 

Cimarron River at:

description.......................... 66

discharge............................ 66

discharge, monthly.................. 68

gage heights......................... 67

rating tables......................... 68

V. 

Velocity method, description of.............. 15-19

W.

Walsenburg, Colo., 

Cucharas River at:

description.......................... 52-63

discharge........................... 53,118

gage heights......................... 53

Walters, M. I., work of...................... 29

Washita River at 

Anadarko, Okla.:

description.......................... 105

discharge............................ 106

discharge, monthly.................. 107

gage heights......................... 106

rating tables......................... 107

Water power, stream flow and............... 7

Water supply, stream flow and.............. 7

Page. 

Weir method, description of................. 14-15

Wet Mountain Valley Irrigation Co., cooperation of........................ 28

Wild Horse Creek, flood on.................. 35

Wiley, W. M., on Arkansas River flood...... 33

Wood, B.D., work of....................... 29

Work,division of............................ 28-29

Y.

Yalobusha River at 

Grenada, Miss.:

description.......................... 114

discharge............................ 115

discharge, monthly.................. 116

gage heights......................... 115

rating table.......................... 115

Yazoo River at 

Greenwood, Miss.:

description.......................... 112

discharge............................ 113

gage heights......................... 113

Yazoo River basin:

description................ ......... 108

gaging stations...................... 108

miscellaneous measurements......... 113

stream flow........................ 109-117

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