Water-Supply and Irrigation Paper No. 209 Series P, Hydrographic Progress Reports, 

DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

CHARLES D. WALCOTT, DIRECTOR

SURFACE WATER SUPPLY

OF

LOWER WESTERN MISSISSIPPI 

RIVER DRAINAGE

19O6

R. I. MEEKER AND J. M.

DISTRICT HYDKOGKAPHEES

WASHINGTON

GOVERNMENT PRINTING OFFICE

1907

J
CONTENTS.

Page.

Introduction ........... 1

Scope of work............... 1

Definitions .................... 3

Explanation and use of table?..................................... 4

Convenient equivalents...................... 6

Field methods of measuring stream flow........................... 7

Office methods of computing run-off............................... 13

Cooperation and acknowledgments................................ 16

Meramec River drainage basin............................................ 16

Description of basin.............................................. 16

Meramec River near Meramec, Mo................................ 16

Meramec River near Eureka, Mo.................................. 19

Meramec Spring near Meramec, Mo................................ 21

Gourtois Creek at Scotia, Mo...................................... 22

Arkansas River drainage basin............................................ 24

Arkansas River proper................................................ 24

Description of basin.............................................. 24

Arkansas River near Canyon, Golo................................. 25

Arkansas River at Pueblo, Colo........2.......................... 28

Arkansas River near Syracuse, Kans............................... 29

Arkansas River near Dodge, Kans................................. 30

Arkansas River at Arkansas City, Kans............................ 31

Purgatory River drainage basin........................................ 32

Description of basin . ...................... 32

Purgatory River at Trinidad, Colo................................. 32

Purgatory River near Alfalfa, Colo................................. 34

Cimarron River drainage basin........................................ 36

Description of basin.............................................. 36

Cimarron River near Garrett, Okla................................ 36

Miscellaneous measurements...................................... 38

Canadian Biver drainage basin ........................................ 39

Description of basin.............................................. 39

Canadian River at Calvin, Ind. T.................................. 39

Mora River and Canal at La Gueva, X. Mex........................ 41

Sapello River at Los Alamos, N. Mex.............................. 44

TJte Creek near Logan, N. Mex.................................... 45

North Fork of Canadian River near Woodward, Okla............... 45

North F<»rk of Canadian River near Elreno, Okla.................. 46

Miscellaneous measurements......___........ 48
IV CONTENTS.

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

Description of basin ................^...,..........

^> Red River at Arthur City, Tex....................

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

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

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

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

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

Horse Creek near Mountain Park, Okla............

Dry Fork of Otter Creek near Mountain Park, Okla 

Salt Fork of Red River at Mangum, Okla..........

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

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

Ouachita River at Arkadelphia, Ark..............

Miscellaneous measurements.....-.-...-.......--.

ILLUSTRATIONS.

i

PLATE I. Map of United States allowing location of principal river stations 

maintained during 1906......................................

II. A, Current-meter rating station, Los Angeles, Cal.; B, Price current meters..................................................

FIG. 1. Cable station showing section of river, car, gage, etc................

2. Typical discharge, area, and mean-velocity curves..................

L
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 209 PL.

127° 125° 123° 121° 119" 117° 115° 113 111° 109° 107 105 103° 101° 99° 97 93° 91° 89° 37° 85° 83° 81° 79° 77° 75° 73° 71° 69° 67°

Scale

100 200 300 400 500 miles

C. J. Peters A Son Co., tndrt.. Boston

119° 117° 115° 113° 111" 109° 107° "lOS" 103° 101° 99

MAP OF UNITED STATES SHOWING LOCATION OF PRINCIPAL RIVER STATIONS MAINTAINED DURING 1906.
SURFACE WATER SUPPLY OE THE LOWER WESTERN 

MISSISSIPPI RIYER DRAINAGE, 1906,°

R. I. MEEKER and J. M. GILES, 

District IIydrograp7iers.b

INTRODUCTION.

SCOPE OF WORK.

The water supply of the United States is of more importance to the 

life and pursuits of the people than is any other natural resource. In 

the arid States the limit of agricultural development is determined 

by the amount of water available for irrigation; while in all parts of 

the country the increase in the population of cities and towns makes 

necessary additional water supplies for domestic and industrial uses, 

in procuring which both the quantity and the quality of the water 

that may be obtained must be considered. The location of manufacturing plants may depend largely on the water-power facilities 

and on the character of the water. The notable advances made in 

the electric transmission of power have led to the utilization of water 

powers for the operation of manufacturing establishments, railroads, 

and municipal lighting plants, many of which are at some distance 

from the places at which the power is developed.

The intelligent establishment and maintenance of enterprises or 

industries that depend on the use of water demands a thorough 

knowledge of the flow of the streams and an understanding of the 

conditions affecting that flow. This knowledge should be based on 

data showing both the total flow and the distribution of the flow 

throughout the year, in order that normal fluctuations may be provided for. As the flow of a stream is variable from year to year, estimates of future flow can be made only from a study of observations

a This report contains information similar to that published in previous years under the title '' Report 

on Progress of Stream Measurements."

b The data contained in this report were collected as follows:

In the southern portion of the territory the work was under the direction of J. M. Giles, assisted 

by W. A. Lamb, E. Patterson, and E. R. Tvirby. In the northern and western portions the work 

was under the direction of M. C. Ilinderlider during the first half of the year and under R. I. Meeker 

during the last half of the year.

The preparation of the data for publication was under the direction of John C. Hoyt, assisted by 

R. H. Bolster, F. F. Henshaw, Robert FoUansbee, J. E. Stewart, and H. D. Padgett.

3690 IBB 209 07 1 1
2 SURFACE WATEB SUPPLY, 1906.

covering several years. The rapid increase in the development of the 

water resources of the United States has caused a great demand by 

engineers for information in regard to the flow of streams, as it is now 

generally realized that the failure of many large power, irrigation, and 

other projects has been due to the fact that the plans were made 

without sufficient trustworthy information in respect to the water 

supply.

Owing to the broad scope of these hydrographic investigations and 

the length of time they should cover in order that the records may be 

of greatest value, it is in general impossible for private individuals to 

collect the necessary data, and as many of the streams traverse more 

than one State this work does not properly fall within the province 

of the State authorities. The United States Geological Survey has 

therefore, by means of specific appropriations by Congress, 'for several 

years systematically made records of stream flow, with the view of 

ultimately determining all the important features governing the flow 

of the principal streams of the country. In carrying out this plan 

stations are established on the streams and maintained for a period 

long enough to show their regimen or general behavior. When a 

record that is sufficient for this purpose has been obtained for any 

stream the work on that stream is discontinued. The order in which 

the streams are measured is determined by the degree of their importance.

During 1906 the regimen of flow was studied at about 700 stations 

distributed along the various rivers throughout the United States, as 

shown on PL I. In addition to these records data in regard to precipitation, evaporation, water power, and river profiles were obtained 

in many sections of the country.

These data have been assembled by drainage areas, and are published in a series of fourteen Water-Supply and Irrigation Papers 

Nos. 201 to 214, inclusive, each of which pertains to the surface water 

resources of a group of adjacent areas. In these papers are embodied 

not only the data collected in the field, but also the results of computations based on these data, and other information that has a direct 

bearing on the subject, such as descriptions of basins and the streams 

draining them, utility of the water resources, etc. The list follows:

Water-Supply and Irrigation Papers on Surface Water Supply, 1906.

201. urface water supply of New England, 1906. (Atlantic Coast of New England 

drainage.)

202. Surface water supply of the Hudson, Passaic, Raritan, and Delaware river drainages, 1906.

203. Surface water supply of the Middle Atlantic States, 1906. (Susquehanna, Gunpowder, Patapsco, Potomac, James, Roanoke, and Yadkin river drainages.)

204. Surface water supply of the Southern Atlantic and Eastern Gulf States, 1906. 

(Santee, Savannah, Ogeechee, and Altamaha rivers and eastern Gulf of Mexico 

drainages.)
INTRODUCTION.

205. Surface water supply of the Ohio and lower eastern Mississippi river drainages, 

1906.

206. Surface water supply of the Great Lakes and St. Lawrence River drainages, 1906.

207. Surface water supply of the upper Mississippi River and Hudson Bay drainage, 

1906.

208. Surface water supply of the Missouri River drainage, 1906.

209. Surface water supply of the lower western Mississippi River drainage, 1906.

210. Surface water supply of the western Gulf of Mexico and Rio Grande drainages, 1906.

211. Surface water supply of the Colorado River drainage above Yuma, 1906.

212. Surface water supply of the Great Basin drainage, 1906.

213. Surface water supply of California, 1906. (The Great Basin and Pacific Ocean 

drainage in California, and Colorado River drainage below Yuma.)

214. Surface water supply of the North Pacific Coast drainages, 1906.

The records at most of the stations discussed in these reports 

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

records up to and including 1903 has been published in Water-Supply 

Paper No. 119. The following table gives, by years and primary 

drainage basins, the numbers of the papers on the surface water supply, published from 1901 to 1906.

Numbers of water-supply papers containing results of stream measurements, 1901-1906.a

Hudson, Passaic, Raritan, and Delaware river

Susquehanna, Gunpowder, Patapsco, Potomac, 

James, Roanoke, and Yadkin river drainages ...... 

Santee, Savannah, Ogeechee, and Altamaha river

Ohio and lower eastern Mississippi river drainages. . .

Hudson Bay and upper eastern and western MissisMeramec, Arkansas, Red, and lower western MissisWestern Gulf of Mexico and Rio Grande drainages. . . .

The Great Basin and Pacific Ocean drainages in California, and Colorado River drainage below Yuma. .

1901.

No.

65

75 

65 

75

65 

75 

65 

I 75

f C\*\

I 75 

65

f 65 

] 66

1 75 

66

\ 75 

/ 66

f 66 

1 66

\ 75 

f 66

I 7o 

J 66 

I 75 

j 66

1 75

1902.

No. 

f 82

| 82

82 

83

} 83

{

1 83 

83

83 

84

85 

84

84

84 

| 85

i

1 85 

| 85

} 85

1903.

No. 

97

97

97 

98

98

98 

97

98 

99

99

99 

100

100

100

1904.

No. 

124

125

} 126 

126

128 

129

1 128 

| 130

f 130

1 131 

131

132 

133

133

134

1905.

No.

165

166

167 

168

169 

170

I 172

173

174

177

178

1906.

No.

201

202

203 

204

205 

206

207

208

209

210 

211

212

213

DEFINITIONS.

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

a Reports containing data for years prior to 1901 are noted in the series list at the end of this paper.
4 SURFACE WATER SUPPLY, 1906.

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 

denned as follows:

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

the quantity 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.

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

and city water supply.

The "miner's inch" is the quantity of water that passes through an 

orifice 1 inch square under a head which varies locally. It has been 

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. There is a convenient 

relation between the second-foot and the acre-foot: One secondfoot flowing for twent}r-four hours will deliver 86,400 cubic feet, or 

approximately 2 acre-feet.

EXPLANATION AND USE OF TABLES.

For each regular gaging station are given, as far as available, the 

following data:

1. Description of station.

2. List of discharge measurements.

3. Gage-height table.

4. Rating table.

5. Table of monthly and yearly discharges and run-off.

6. Tables showing discharge and horsepower and the number of 

days during the year when the same are available.

The descriptions of stations give such general information about the 

locality and equipment as would enable the reader to find and use the 

station, and they also give, as far as possible, a complete history of 

all the changes that have occurred since the establishment of the station that would be factors in using the data collected.

The discharge-measurement table gives the results of the discharge
INTRODUCTION. 5

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

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

height, and the 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 heights taken 

each day. The gage height given in the table represents the elevation 

of the surface of the water above the zero of the gage. At most stations 

the gage is read in the morning and in the evening.

The discharge measurements and gage heights are the base data 

from which the other tables are computed. In cases of extensive 

development, "it is expected that engineers will use these original data 

in making their calculations, as the computations made by the Survey are based on the data available at the time they are made and 

should be reviewed and, if necessary, revised when additional data are 

available.

The rating table gives the discharge in second-feet, corresponding to 

various stages of the river, as given by the gage heights. It is published to enable engineers to determine the daily discharge in case this 

information is desired.

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

gives the mean flow for the day when the mean gage height was highest, and it is the flow as given in the rating table for that mean gage 

height. As the gage height is the mean for the day, there might have 

been short periods when the water was higher and the corresponding 

discharge 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 

th'e average flow for each second during the month. Upon this 

the computations for the remaining columns, which are defined on 

page 4, are based.

The values in the table of monthly discharge are intended to give 

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

not expected that they will be used for other than preliminary 

estimates.

In most work where data in regard to flow are used the regimen 

of flow is of primary importance. Therefore for the principal stations tables have been prepared showing the horsepower that can be 

developed at various rates of flow and the length of time that these 

rates of flow and the corresponding horsepower are available. These 

tables have been prepared on a basis of 80 per cent efficiency on the 

turbines, and the horsepower per foot of fall is given in order that the 

reader can determine the horsepower for any fall.

In the computations sufficient significant figures have been used 

so that the percentage of error in the tables will not in general exceed 

1 per cent. Therefore most of the values in the tables are given to
6 SURFACE WATER SUPPLY, 1906.

only three significant figures. In making the various computations 

Thatcher's slide rule, Crelle's tables, and computation machines have 

been generally used.

In order to give engineers an idea of the relative value of the 

various data, notes in regard to accuracy are given as far as possible. 

This accuracy depends on the general local conditions at the gaging 

stations and the amount of data collected. Every effort possible is 

made to so locate the stations that the data collected will give a high 

degree of accuracy. This is not always possible, but it is considered 

better to publish rough values with explanatory notes rather than no 

data.

In the accuracy notes the following terms have been used, indicating the probable accuracy in per cent of the mean monthly flow. As 

these values are mean values, the error in the value for the flow of 

any individual day may be much larger.

Excellent indicates that the mean monthly flow is probably 

accurate to within 5 per cent; good, to within 10 per cent; fair, to 

within 15 per cent; approximate, to within 25 per cent.

CONVENIENT EQUIVALENTS.

Following is a table 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.

] 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 15.7 United States gallons per second.

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

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

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

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

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

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

100 United States gallons per minute equal 0.223 second-foot.
INTRODUCTION. 7

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

1,000,000 United State? 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 feel.

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 meU r.

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.

] horsepower equals 746 watts.

1 horsepower equals 1 second-foot falling 8.80 feet.

1^ horsepower equal about 1 kilowatt.

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

wheel, realizing 80 per cent of theoretical power.

FIELD METHODS OF MEASURING STREAM FLOW.

The methods used in collecting these data and in preparing them 

for publication are given in detail in Water-Supply Papers No. 94 

(Hydrographic Manual, U. S. Geological Survey) and No. 95 (Accuracy of Stream Measurements). In order that those who use this 

report may readily become acquainted with the general methods 

employed, the following brief descriptions are given:

Streams may be divided, with respect to their physical conditions, 

into three classes (1) those with permanent beds; (2) those with beds 

which change only during extreme low or high water; (3) those with 

constantly shifting beds. In determining the daily flow special 

methods are necessary for each class. The data upon which these 

determinations are based and the methods of collecting them are, 

however, in general the same.

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: 

(3) by measurements of the velocity of the current and the area of 

the cross section. The method chosen for any case depends upon 

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
8 SURFACE WATER SUPPLY, 1906.

the coefficients to be used in the Chezy formula, v = c ^JEs. 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 determining 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.

Weir methods. When funds are available and the conditions are 

such that sharp-crested weirs can be erected, these offer the best 

facilities for determining the flow. If dams are suitably situated and 

constructed, they may be utilized for obtaining reliable measurements of flow. The conditions necessary to insure good results may 

be divided into two classes (1) those relating to the physical characteristics of the dam itself and (2) those relating to the diversion 

and use of water around and through the dam.

The physical requirements are as follows: (a) Sufficient height 

of dam, so that backwater will not interfere with free fall over it; 

(6) absence of leaks of appreciable magnitude; (c) topography or 

abutments which confine the flow over the dam at high stages; 

(d) level crests, which are kept free from obstructions caused by floating logs or ice; (e) crests of a type for which the coefficients to be 

used mQ = c~b~h*, or some similar standard weir formula are known 

(see Water-Supply Papers Nos. 180 and 200°); (/) either no flash 

boards or exceptional care in reducing leakage through them and in 

recording their condition.

Preferably there should be no diversion of water through or around 

the dam. Generally, however, the dam is built for purposes of power 

or navigation and part or all of the water flowing past it is diverted 

for such uses. This water is measured and added to that passing 

over the dam. To insure accuracy in such determinations of flow 

the amount of water diverted should be reasonably constant. Furthermore, it should be so diverted that it earn be measured, either by 

a weir, a current meter, or a simple system of water wheels which are 

of standard make, or which have been rated as meters under working 

conditions, and so installed that the gate openings, the heads under 

which they work, and their angular velocities may be accurately 

observed.

The combination of physical conditions and uses of the water 

should be such that the determinations of flow will not involve, for 

a critical stage of considerable duration, the use of a head, on a broad-

<* Water-Supply Paper No. 200 replaces No. 150, the edition of which has been exhausted.
INTRODUCTION.- 9

crested dam, of less than 6 inches. Moreover, when all other conditions are good, the cooperation of the owners or operators of the plant 

is still essential if reliable results are to be obtained.

A gaging station at a weir or dam has the general advantage of continuity of record through the period of ice and floods and the disadvantages of uncertainty of coefficient to be used in the weir formula 

and of complications in the diversion and use of the water.

Velocity method. -The determination of the quantity of water flowing past a certain section of a stream at a given time is termed a 

discharge measurement. This quantity is the product of two factors the mean velocity and the area of the cross section. The 

mean velocity is a function of surface slope, wetted perimeter, roughness of bed, and the channel conditions at, above, and below the 

gaging section. The area depends upon the contour of the bed and 

the fluctuations of the water surface. The two principal ways of 

measuring the velocity of a stream are by floats and current meters.

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. Their 

essential requirements are practically the same whether the velocity 

is determined by meters or floats. They are located as far as possible where the channel is straight both above and below the gaging 

section; where there are no cross currents, backwater, or boils; where 

the bed of the stream is reasonably free from large projections of a 

permanent character; and where the banks are high and subject to 

overflow only at flood stages. The station must be so far removed 

from the effects of tributary streams and of dams or other artificial 

obstructions that the gage height shall be an index of the discharge.

Certain permanent or semipermanent structures usually referred 

to as equipment are generally pertinent to a gaging station. These 

are a gage for determining the fluctuations of the water surface, 

bench marks to which the datum of the gage is referred, permanent 

marks on a bridge or a tagged line indicating the points of measurement, and, where the current is swift, some appliance (generally a 

secondary cable) to hold the meter in position in the water. As a 

rule, the statigns are located at bridges if the channel conditions are 

satisfactory, as from them the observations can more readily be made 

and the cost of the equipment is small.

The floats in common use are the surface, subsurface, and tube or 

rod floats. A corked bottle with a flag in the top and weighted at 

the bottom makes one of the most satisfactory surface floats, as it 

is affected but little by wind. In case of flood measurements, good 

results can be obtained by observing the velocity of floating cakes of 

ice or debris. In case of all surface-float measurements, coefficients 

must be used to reduce the observed velocity to the mean velocity.
10 SURFACE WATER SUPPLY, 1906.

The subsurface and tube or rod floats are intended to give directly 

the mean velocity in the vertical. Tubes give excellent results when 

the channel conditions are good, as in canals.

In measuring velocity by a float, observation is made of the time 

taken by the float to pass over the "run," a selected stretch of river 

from 50 to 200 feet long. In each discharge measurement a large 

number of velocity determinations are made at different points across 

the stream, and from these observations the mean velocity for the 

whole section is determined. This may be done by plotting the mean 

positions of the floats as indicated by the distances from the bank as 

ordinates and the corresponding times as abscissas. A curve through 

these points shows the mean time of run at any point across the 

stream, and the mean time for the whole stream is obtained by dividing the area bounded by this curve and its axis by the width. The 

length of the run divided by the mean time gives the mean velocity.

The area used in float measurements is the mean of the areas at 

the two ends of the run and at several intermediate sections.

The essential parts of the current meters in use are a wheel of some 

type, so constructed that the impact of flowing water causes it to 

revolve, and a device for recording or indicating the number of revolutions. The relation between the velocity of the moving water and 

the revolutions of the wheel is determined for each meter. This 

rating is done by drawing the meter through still water for a given 

distance at different speeds and noting the number of revolutions for 

each run. From these data a rating table is prepared which gives the 

velocity per second for any number of revolutions.

Many kinds of current meters have been constructed. They may, 

however, be classed in two general types: Those in which the wheel 

is made up of a series of cups, as the Price, and those having a screw 

propeller wheel, as the Haskell. Each meter has been developed for 

use under some special condition. In the case of the small Price 

meter, shown in PL II, B, which has been largely developed and has 

been extensively used by the United States Geological Survey, an 

attempt has been made to get an instrument which could be used 

under practically all conditions.

Current-meter measurements may be made from a bridge, a cable, 

a boat, or by wading, and gaging stations may be classified in accordance with such use. Fig. 1 shows a typical cable station.

In making the measurement an arbitrary number of points are 

laid off on a line perpendicular to the thread of the stream. The 

points at which the velocity and depth are observed are known as 

measuring points, and are usually fixed at regular intervals, varying 

from 2 to 20 feet, depending upon the size and condition of the stream. 

Perpendiculars dropped from the measuring points divide the gaging 

section into strips. For each strip or pair of strips the mean velocity,
U. S. GEOLOGICAL SURVEY NO. 209 PL. II

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

* 

1

B. PRICE CURRENT METERS.
11

. rea, and discharge are determined independently, so that conditions 

existing in one part of the stream may not be extended to parts where 

they do not apply.

Three classes of methods of measuring velocity with current meters 

are in general use multiple-point, single-point, and integration.

The three principal multiple-point methods in general use are the 

vertical velocity-curve; 0.2 and 0.8 depth; and top, bottom, and 

mid-depth.

In the vertical velocity-curve method a series of velocity determinations are made in each vertical at regular intervals, usually from 

0.5 to 1 foot 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. On account of the length

FIG. 1. Cable station, showing section of river, car, gage, etc.

of time required to make a complete measurement by this method, its 

use is 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 of the depth, and the mean of the velocities at these two 

points is taken as the mean velocity for that vertical. 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 of the 

depth will give (closely) the mean velocity in the vertical. Actual 

observations under a wide range of conditions show that this second 

multiple-point method gives the mean velocity very closely for openwater conditions and, moreover, the indications are that it holds 

nearly as well for ice-covered rivers.

In the third multiple-point method the meter is held at mid-depth, 

at 0.5 foot below the surface, and at 0.5 foot above the bottom, and 

the mean velocity is determined by dividing by 6 the sum of the top
12 SURFACE WATER SUPPLY, 1906.

velocity, four times the mid-depth velocity, and the bottom velocity. 

This method may be modified by observing at 0-2, 0.6, and 0.8 depth.

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.

Extensive experiments by vertical velocity-curves show that the 

thread of mean velocity generally occurs at from 0.5 to 0.7 of the 

total depth. In general practice the thread of mean velocity is considered to be at 0.6 depth, at which point the meter is held in a 

majority of the measurements. A large number of vertical velocitycurve 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.

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 from 0.85 to 0.95, 

depending upon 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 at 0.6 depth.

The vertical-integration method consists in moving the meter at a 

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

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

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

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

as a check on the point methods.

The area, which is the other factor in the velocity method of determining the discharge of a stream, depends on the stage of the river, 

which is observed on the gage, and on the general contour of the bed 

of the stream, which is determined by soundings. The soundings 

are usually taken at each measuring point at the time of the discharge 

measurement, either by using the meter and cable or by a special 

sounding line or rod. For streams with permanent beds standard 

cross sections are usually taken during low water. These sections 

serve to check the soundings which are taken at the time of the measurements, and from them any change which may have taken place 

in the bed of the stream can be detected. They are also of value in 

obtaining the area for use in computations of high-water measurements, as accurate soundings are hard to obtain at high stages.

In computing the discharge measurements from the observed velocities and depths at various points of measurement, the measuring 

section is divided into elementary strips, as shown in fig. 1, and the
INTRODUCTION. 13

mean velocit}r, area-, and discharge are determined separately for 

either a single or a double strip. The total discharge and the area are 

the sums of those for the various strips, and the mean velocity.is 

obtained by dividing the total discharge by the total area.

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 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, the thickness and 

character of the ice, etc. 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 No. 187.

OFFICE METHODS OF COMPUTING RUN-OFF.

There are two principal methods of determining run-off, depending 

upon whether or not the bed of the stream is permanent.

For stations on streams with permanent beds, the first step in computing the run-off is the construction of a rating table, which shows 

the discharge corresponding to any stage of the stream. This rating 

table is applied to the record of stage to determine the amount of 

water flowing. The construction of the rating table depends upon 

the method used in measuring flow.

For a station at a weir or dam, the basis for the rating table is some 

standard weir formula. The coefficients to be used in its application 

depend upon the type of dam and other conditions near its crest. 

After inserting in the weir formula the measured length of crest and 

assumed coefficient, the discharge is computed for various heads and 

the rating table constructed.

The data necessary for the construction of a rating table for a 

velocity-area station are the results of the discharge measurements, 

which include the record of stage of the river at the time of measurement, the area of the cross section, the mean velocity of the current, 

and the quantity of wrater flowing. A thorough knowledge of the 

conditions at and in the vicinity of the station is also necessary.

The construction of the rating table depends upon the following 

laws of flow for open, permanent channels: (1) The discharge will 

remain constant so long as conditions at or near the gaging station 

remain constant; (2) the discharge will be the same whenever the 

stream is at a given stage if the change of slope due to the rise and fall
14 SURFACE WATEK SUPPLY, 1906.

of the stream be neglected; (3) the discharge is a function of and 

increases gradually with the stage.

The plotting of results of the various discharge measurements, 

using gage heights as ordinates, and discharge, mean velocity, and 

area as abscissas, will define curves which show the discharge, mean 

velocity, and area corresponding to any gage height. For the development of these curves there should be therefore a sufficient number 

of discharge measurements to cover the range of the stage of the 

stream. Fig. 2 shows a typical rating curve with its corresponding 

mean-velocity and area curves.

As the discharge is the product of two factors the area and the mean 

velocity any change in either factor will produce a corresponding 

change in the discharge. Their curves are therefore constructed in 

order to study each independently of the other.

The area curve can be definitely determined from accurate soundings extending to the limits of high water. It is always concave 

toward the horizontal axis or on a straight line, unless the banks of the 

stream are overhanging.

The form of the mean-velocity curve depends chiefly upon the 

surface slope, the roughness of the bed, and the cross section of 

the stream. Of these the slope is the principal factor. In accordance 

with the relative changes of these factors the curve may be either 

a straight line, convex or concave toward either axis, or a combination of the three. From a careful study of the conditions at 

any gaging station the form which the vertical velocity-curve will 

take can be predicted, and it may be extended with reasonable certainty to stages beyond the limits of actual measurements. Its 

principal use is in connection with the area curve in locating errors 

in discharge measurements and in constructing the rating table.

The discharge curve is defined primarily by the measurements of 

discharge, which are studied and weighted in accordance with the 

local conditions existing at the time of each measurement. The 

curve may, however, best be located between and beyond the measurements by means of curves of area and mean velocity. The discharge 

curve under normal conditions is concave toward the horizontal axis 

and is generally parabolic in form.

In the preparation of the rating table the discharge for each tenth 

or half .tenth on the gage is taken from the curve. The differences 

between successive discharges are then taken and adjusted according 

to the law that they shall either be constant or increasing.

The determination of daily discharge of streams with changeable 

beds is a difficult problem. In case there is a weir or dam available, 

a condition which seldom exists on streams of this class, the discharge can be determined by its use. In case of velocity-area stations frequent discharge measurements must be made if the deter-
INTRODUCTION. 15

Gage height in feet '1

£ to to <5
16 SURFACE WATEE SUPPLY, 1906.

minations of flow are to be other than rough approximations. For 

stations with beds which shift slowly or are materially changed only 

during floods, rating tables can be prepared for periods between such 

changes and satisfactory results obtained with a limited number of 

measurements, provided that some of them are taken soon after the 

change occurs. For streams with continually shifting beds, such as 

the Colorado and Rio Grande, discharge measurements should be 

made every two or three days and the discharge for intervening days 

obtained either by interpolation modified by gage height or by Professor Stout's method, which has been described in full in the Nineteenth Annual Report of the United States Geological Survey, Part 

IV, page 323, and in the Engineering News of April 21, 1904. This 

method, or a graphical application of it, is also much used in determining the flow at stations where the bed shifts but slowly.

COOPERATION AND ACKNOWLEDGMENTS.

Assistance has been rendered or records furnished by the following, 

to whom special acknowledgement is due:

Chicago, Rock Island and Pacific Railroad; St. Louis and Santa Fe 

Railroad; Southern Kansas and Texas Railroad; Missouri and Pacific 

Railroad; Missouri, Kansas and Texas Railroad; Denver and Rio 

Grande Railroad; the United States Reclamation Service.

MERAMEC RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN.

Meramec River rises in Dent County, Mo., flows northeast, and 

enters the Mississippi near St. Louis. This river drains a rugged, 

hilly, and comparatively thinly populated country. There are, however, numerous good sites for dams, and the United States Geological 

Survey is studying the river in connection with the possible waterpower developments and for its possible use as a future water supply 

for the city of St. Louis.

The total drainage area of Meramec River is 3,619 square miles; at 

Eureka it is 3,500 square miles. The drainage area above Dry Fork 

is 340 square miles, and that of Dry Fork is 360 square miles.

MERAMEC RIVER NEAR MERAMEC, MO.

This station was'established February 28, 1903, and was discontinued July 21, 1906. It was located about 600 feet below the mouth 

of Spring'Branch and about 1 mile from the post road between Meramec and St. James, Mo. The conditions at the station and the bench 

marks are described in Water-Supply Paper No. 173, page 13, where 

are given also references to publications that contain data for previous 

years.
MEEAMEC RIVEE DRAINAGE BASIN. 17

Discharge measurements of Meramec River near Meramec, Mo., in 1904-1906.

Date.

1904.

March 8.. ......

1905.

July 26.........

October l1^

1906.

May 12 .........

llydrographer.

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

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

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

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

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

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

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

Gage 

height.

Feet.

3.22

3.10

9 91

2 go

3.60

9 79

3.70

3.02

Discharge.

Sec. -ft. 

390

qoo

193

185

438

174

467

280

Daily gage height, in feet, of Meramec River near Meramec, Mo., for 1906.

Day.

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

'i.. ..........................................

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

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

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

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

Q

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

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

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

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

13.-.......-...-------....-.-.-----------....-

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

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

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

19

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

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

23-......----....----.-..-.---.-..-----.-.....

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

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

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

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

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

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

Jan.

3.1

3.3

4.6

5.9

4.8

4.1

3.8

3.0

3.6

3.5

3.5

3.4

3.4

3.6

3.5

3.4

3.3

3.2

3.2

5.7

7.6

7.4

4.8

4.6

4.6

4.4

4.3

Feb.

4.0

3.9

3.8

3.7

3.6

O 0

3.3

3.3

3.2

3.3

4.4

4.2

4.1

3 9

3.8

3.7

3.7

3.7

3.8

3.7

3.7

5.2

4.8

4.7

4.5

4.4

Mar.

4.3

4.2

4.1

3.9

3.7

 ? Q

3.8

3.7

3.7

3.6

3.6

3.5

3.7

3.7

3.7

3.7

3.6

3.6

3.5

3.5

3.8

4.6

4.7

5.0

7.2

8.9

6.7

5.1

4.8

Apr.

6.2

5.8

4.9

4.6

4.5

4.4

4.3

4.1

4.3

4.1

4.1

4.1

4.0

5.1

4.8

4 2

4.0

3.9

3.8

3.7

3.7

3.6

3.5

3.4

3.3

3.3

3.2

3.2

3.2

May.

3.7

3.5

3.4

3.3

3.3

Q Q

o 9

3.1

3.1

3.1

3.05

3.0

3.0

2.95

2.9

2.9

2 9

2.9

2.9

2.9

2.85

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

June.

o 7

3.5

3.2

3.1

3.0

q H

2.9

2.8

2.8

2.8

2.8

2.75

2.7

2.7

2.7

2.7

2.7

2.7

2.8

2.8

2.8

3.1

3.2

3.1 ? n

2.9

2.8

2.8

July.

O Q

2.8

2.8

2.8

2.8

9 8

o 7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

9 Q

3.1

2.8

2.7

3690 IHH 209 07-
18 SUEFACE WATER SUPPLY, 1906.

Rating tables for Meramec River near Meramec, Mo. 

FEBRUARY, 1903, TO JANUARY 20, 1904.0

Gage 

height.

Feet. 

2.40

Discharge.

Sec.-ft. 

134

Gage 

height.

Feet. 

2.50

Discharge.

Sec.-ft. 

165

Gage 

height.

Feet. 

3.00

Discharge.

Sec.-ft. 

329

Gage 

height.

Feet. 

4.00

Discharge.

Sec.-ft. 

732

JANUARY 21 TO JUNE 30, 1904, AND FROM MARCH 26 TO JULY 21, 1906.&

2. GO 150

2.70 175

2.80 200

3.50

3.60

435

475

3.70 515

2.90 230 3.80

3.00

3.10

3.20

260 3. 90

290 4. 00

325 4. 10

560

605

650

695

3.30 360 4.20 740

3.40 395 4. 30 790

4.40 840

4.50 890

4. 60 940

4.70

4.80

4.90

990

1,040

1,090

5.00 1,140

5.20

5.40

1,245

1,355

5.60

5.80

6.00

7.00

8.00

9.00

1,465

1,580

1,700

2,300

2,900

3,500

JULY 1, 1904, TO MARCH 25, 1906.c

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

135

160

185

215

245

280

315

3.50

390

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

430

470

510

555

600

645

690

740

790

4.50

4.60

4.70

4.80

4.90

5.00

5.20

5.40

5.60

840

890

940

990

3,010

1,090

1,200

1,310

1,420

! 5.80

6.00

6.20

b.40

6.60

6.80

7.00

1,530

1,640

1,750

1,870

1,990

2,110

2,230

8. 00 , 2, 830

a This table is based on discharge measurements made during 1903 and is well defined.

b This table is based on 3 discharge measurements made during 1904,1 in 1906, and the form of the previous curve. It is not well defined.

c This table is based on 8 discharge measurements made during 1904-1906 and the form of previous 

curves. It is well defined below gage height 3.7 feet.

Monthly discharge of Meramec Rirer near Meramec, Mo., for 1904-1906. 

[Drainage aren, 340 square miles.]

Month.

1904.

March 1-24 .......................

April 13-30.......................

Mav...................... ....... .

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

1905.

J\l\-V... ...........................

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

Discharge in second-feet.

Maximum.

2,180 

435 

695 

3,140 

840 

2,300 

790 

430 

185 

390 

160 

148

245 

1,580 

2,830 

790 

2,350 

245 

2,170 

1,310

1,580

Minimum.

134 

150 

260 

260 

360 

325 

185 

160 

160 

148 

148 

148

148 

148 

315 

185 

245 

135 

160 

160 

148 

185

Mean.

424 

229 

363 

1,010 

549 

642 

319 

215 

172 

189 

155 

148

165 

346 

760 

384 

550 

174 

453 

318 

621 

358

Total in 

acre-feet.

26,100 

13,200 

17,300 

36, 100 

33,800 

38,200 

19,600 

13,200 

10,200 

11,600 

9,220 

9,100

238,000

10,100 

19,200 

46,700 

22,800 

33,800 

10,400 

27,900 

19,600 

37,000 

22,000

Run-off. " '

Sec.-ft. per 

sq. mile.

1.25

.674 

1.07 

2.97 

1.61 

1.89 

.938 

.632 

.506 

.556 

.456 

.435

.485 

1.02 

2.24 

1.13 

1.62 

.512 

1.33 

.935 

1.83 

1.05

Depth in 

inches.

1.44 

.73 

.96 

1.99 

1.86 

2.11 

1.08 

.73 

.56 

.64 

.51 

.50

.56 

1.06 

2.58 

1.26 

1.87 

.57 

1.53 

1.08 

2.04 

1.21

a Gage heights for September 14 and 15, 1905, in Water-Supply Paper No. 173, should be 2.8 feet.
MEEAMEC EIVER DEAINAGE BASIN. 19 

Monthly discharge of Meramec River near Meramec, Mo., for 1904-1906 Continued.

Month.

1905.

1906.

July 1-21 .........................

Discharge in second-feet.

Maximum.

1,040 

510

2,950

2,590 

1,200 

3,440 

1,820 

515 

515 

290

Minimum.

280 

185

135

245 

280 

390 

325 

200 

175 

175

Mean.

500 

259

407

797 

557 

819 

729 

270 

239 

193

Total in 

acre-feet.

29,800 

15,900

295,000

49,000 

30,900 

50,400 

43,400 

16,600 

14,200 

8,040

213,000

Run-off.

Sec.-It.ppr 

sq. mile.

1.47 

.762

1.20

2.34 

1.64 

2.41 

2.14 

.794 

.703 

.568

Depth in 

inches.

1.64

.88

1C. 28

2.70 

1.71

2.78 

2.39 

.92 

.78 

.44

1 NOTE. Values 1904 to 1906 are rated as good.

MERAMEC RIVER NEAR EUREKA, MO.

This station was established August 26, 1903, and was discontinued July 21, 1906. It was located at the highway bridge on the 

road between Crescent and Eureka, Mo., about H miles from Eureka, 

2 miles below the mouth of Big River, and 2 miles above the Frisco 

Railroad bridge. The conditions at the station and the bench 

marks are described in Water-Supply Paper No. 173, page 14, where 

are given also references to publications that contain data for previous 

years.

Discharge measurements of Meramec River near Eureka, Mo., in 1906.

Date.

"\fo-ir Q

Hydrographer. Width.

Feet. 

270

182

Area of 

section.

Sq. ft. 

1,520

692

Gage 

height.

Feet.

8.48

5.05

Discharge.

Sec.- ft. 

7,210

2,460

Daily gage height, in feet, of Meramec River near Eureka, Mo., for 1906.

Day.

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

2

a:::::::::::::::::::::::::::"::.:.:::::.::.:

C

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

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

9

10......--.....-.--..-.--....--..-....--.-....

n. ...........................................

12 ............-.-......--.-.....-...-..--.---.

13.............-.--....-.-.....-.--...--.-..-.

14......--...-.-....-.-...-..-.----..-.-...-..

15...............-...----........----...---...

Jan.

5.5

7.8

10.8

13.9

11.4

8.5

7.1

6.5

6.0

5.7

5.5

5.4

5.3

5.2

Feb.

8.2

7.3

6.8

6.5

6.0

5.6

5.3

5.3

5.2

5.1

4.9

4.8

5.0

6.6

9.3

Mar.

11.3

13.2

12.1

10.1

8.6

7.5

7.0

6.8

6.8

6.7

6.5

6.1

5.8

5.7

6.1

Apr.

20.1

19.0

14.2

11.1

9 4

8.8

8.2

8.4

9.2

8.9

8.7

7.6

7.1

8.6

10.9

May.

4.9

4.9

4.9

4.8

5.1

5.3

5.2

5.2

5.0

4.8

4.7

4.5

4.4

4.4

4.3

June

3.

4.

4.

4.

4.

4.

4.

4.

4.

6.

5.

4.

4.

4.

3.

3.7 

3.6 

3.6 

3.6 

3.6

3.6 

3.5 

4.4 

4.3 

3.8
20 SURFACE WATER SUPPLY, 1906.

Daily gage height, in feet, of Meramec River near Eureka, Mo., for 1906 Continued.

Day.

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

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

19

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

23 .-.--....-...-.-.--.--........-...-..--..-..

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

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

28--.-.---...-.........---..-....-......--....

29

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

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

Jan.

5.2

5.1

4.9

6.9

12.6

17.5

18.4

11.0

9.4

9.0

9.3

9.3

9 5

9 1

Feb.

8.2

6.1

6.0

6.5

7.1

7.4

11.8

12.1

14.0

11.2

Mar.

6.2

5.8

5.8

5.G

7 ^

9.4

12.7

20.4

19.3

Apr.

10.5

7.5

fl.9

6.5

6.0

5.8

5.6

5.3

r o

5.1

5.0

May.

4.2

4.1

4.1

4.0

4.0

4.0

3.9

3.9

3.9

3.8

3 9

3.8

3.8

3.7

3.8

June.

3.8

3.7

4.2

4.3

4.2

6.5

4.7

July.

5.8

5.2

5.0

4.0

0 0

3.8

Rating table for Meramec River near Eureka, Mo., for 1903-1906.

Gage i Disheight. charge.

Feet.

2.60

2.70

2.80

Sec.-ft.

460

490

530

2. 90 580 ; 3. 00 640

3. 10 710

 3.20 780

3.30 850

3. 40 920

3. 50 C90

3.60 1.060 , 3. 70 1, 130 '

3. 80 1, 200

3.90 1,280

4.00

4.10

1,360

1,440

Gage 

, height.

feet.

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

Discharge.

Sec.-ft.

1,520

1,610

1,700

1,790

1,880

1,980

2,080

2, ISO

5. 00 2, 280

5.10 2,380

5.20

5. 30

5.40

5.50

5.60

5.70

2.490

2, 600

2,710

2,820

2.930

3,040

Gage 

height.

Feet.

5.80

5.90

6.00

6.20

6.40

6.60

6.80

7.00

7.20

7.40

Discharge.

Sec.-ft.

3,150

3,260

3,370

3.590

3,810

4, 030

4, 250

4,470

4.710

4. 950

7. 60 5, 190

7. 80 ' 5, 430

8.00

8.20

8.40

8.60

5,670

5,920

6,180

6,440

Gage 

height.

1 Feet.

8.80

P. 00

10.00

11.00

Discharge.

Sec.-ft.

6,700

6, 9CO

8.330

9,790

12.00 11,340

13.00 1 13,090

14.00

15.00

16.00

17.00

18.00

15,040

17,040

19.040

21,040

23,040

19.00 25,040

20.00

21.00

27,040

29, 140

22.00 ' 31.240

NOTE. The above table is based on 22 discharge measurements made during 1903-1906 and is well 

defined between gage heights 2.8 feet and 6.2 feet.

Monthly discharge of Meramec River near Eureka, Mo., for 1906. 

[Drainage area, 3,500 square miles.]

Month.

Mav. .....-..--...-....-.-.....-..

July 1-21.....-...-.......:.......

Discharge in second-feet.

Maximum.

23, 800 

15, 000 

29, 600 

27, 200 

2,600 

4,950 

3, 150

Minimum.

2,180 

2,080 

2,820 

2,280 

1,130 

1,130 

990

Mean.

6,640 

5, 210 

8, 890 

6,900 

1,700 

2,070 

1,430

Total in 

acre-feet.

408, 000 

289, 000 

547, 000 

411,000 

105, 000 

123, 000 

59, 600

1,940,000

Run-off.

Sec.-ft. per 

sq. mile.

1.90 

1.49 

2.54 

1.97 

.486 

.591 

.409

Depth in 

inches.

l.',55 

2.93 

2.20 

.56 

.66 

.32

NOTE. Values for 1906 are rated as good.
MEEAMEC EIVER DRAINAGE BASIN. 21

MERAMEC SPRING NEAR MERAMEC, MO.

This station was established February 28, 1903, and was discontinued July 21, 1906. It was located on Spring Branch, 500 feet 

from the spring, at a footbridge, about 1 mile from the mouth of 

Spring Branch and 2 miles above the mouth of Dry Fork. The conditions at the station and the bench marks are described in WaterSupply Paper No. 173, page 17, where are given also references to 

publications that contain data for previous years.

Discharge measurements of Meramec Spring near Meramec, Mo., in 1905-6.

Date.

1905. 

May 15.........

Juno 22........

July 20 .... .

October 12. .. ..

1906.

May 12.........

Hydrographer.

S. K. Clapp. . ..................................

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

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

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

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

Width.

Feet. 

55

27

29

27

27

27

27

27

Area of 

section.

Sq. ft.

75

41

51

42

43

41

50

45.6

Gage 

height.

Feet. 

1.70

.37

.95

.40

.52

.40

.90

.62

Discharge.

Sec.-ft.

488

95

203

94

113

103

202

156

Daily gage height, infect, of Meramec Spring near Meramec, Mo., for 1906.

Day.

2.....

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

4....

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

G.. .............. .. .. . ... ..

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

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

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

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

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

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

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

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

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

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

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

1Q

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

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

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

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

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

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

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

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

9Q

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

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

Jan.

0.5

. 5

1.4

1. G

1.8

1.2

1.0

.9

.8

.8

.8

. 7

.7

.7

.7

.65

.6

.6

1.4

1.9

1.6

1.4

1 0

1.1

1.1

1.3

1.3

1.3

1.25

Feb.

1.2

1.1

.95

.9

.8

.7

.7

1.3

1 2

1.1

1.0

.95

.9

.8

.8

.9

.9

9

1.4

1 ^

1.2

1.3

1.3

Mar.

1.2

1.1

1.0

.9

.9

1.1

1.0

.95

.95

.9

.9

.9

.9

9

.9

.85

.8

.8

.8

.9

1.2

1.3

1.3

1.9

2.3

1.9

1.6

1.5

1.5

Apr.

1.8

1.8

1.8

1.3

1.2

1.1

1.2

1.2

1.1

1.2

1.0

1.0

.95

1.4

1.4

1.1

1.1

1.0

1.0

.95

.9

.9

.9

.9

g

.8

.8

.8

.75

May.

0.8

.8

.75

.75

.75

.8

.75

.7

.7

.7

.65

.6

.6

.6

.0

.0

.55

.5

.5

.5

.5

.5

.5

June.

0.8

.6

.65

.65

.6

fi

.6

.55

.

r

.5

.6

.6

.6

.6

.6

July.

0.55

. 5

.5

.5

.5

.5

.5

.5

.5

.5
22 SURFACE WATER SUPPLY, 1906.

Rating table for Meramec Spring near Meramec, Mo., for 1905-6.

Gage 

height.

Feet.

0.20

Discharge.

Sec.-ft.

66

.30 80

.40 96

.50

.60

.70

114

133

154

. 80 177

Gage 

height.

. Feet.

0.90

1.00

j 1.10

1.20

1.30

1. 40

1.50

Dis- I 

charge.

Sec.-ft.

202

228

258

290

325

360

400

Discharge.

Sec.-ft.

202

228

258

290

325

360

400

Gage 

height.

Feet.

1.60

1.70

1.80

1.90

2.00

2.10

2.20

Discharge.

Sec.-ft.

445

490

535

580

630

685

740

Gage 

height.

Feet.

2.30

Discharge.

Sec.-ft.

795

2. 40 850

2.50

2.60

2.70

2.80

910

970

1,030

1,100

NOTE. The above table is based on 8 discharge measurements made during 1905-6 and is well defined 

between gage heights 0.35 foot and 1.7 feet.

Monthly discharge of Meramec Spring near Meramec, Mo., for 1905-6.

Month.

1905. 

January ....................................... . . .....

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

March .....

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

June... ......

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

September. .........

November ..................................... .... ....

1906.

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

July 1-21 ................................................

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

Discharge in second-feet.

Maximum.

-

80 

400 

910 

400 

580 

154 

630 

258 

1,170 

1,100 

400 

177

1,170

580 

360 

795 

535 

177 

177 

123

Minimum.

73 

73 

114 

96 

154 

96 

96 

96 

105 

114 

133 

105

73

114 

154 

177 

165 

114 

114 

114

Mean.

74.6 

109 

248 

160 

221 

106 

202 

147 

292 

224 

211 

125

177

259 

229 

283 

269 

137 

125 

114 "

Total in 

acre-feet.

4,590 

6,050 

15,200 

9,520 

13,600 

6,310 

12,400 

9,040 

17,400 

13,800 

12, 600 

7,690

128,000

15,900 

12,700 

17,400 

16,000 

8,420 

7,440 

4,750

82,600

NOTE. Values for 1905-6 are rated as good.

COURTOIS CEEEK AT SCOTIA, MO.

This station was established November 11, 1904; and was discontinued July 22, 1906. It was located at Scotia, a post-office 8 miles 

south of Leasburg, a small town on the St. Louis and San Francisco 

Railroad. The conditions at the station and the bench marks are 

described in Water-Supply Paper No. 173, page 18.

Discharge measurements of Courtois Creek at Scotia, Mo., in 1905-6.

Date. Hydrographer. Width. 1 Area of

1904. 

November 1 ...

1905.

May 16........

July 27........

October 13.. ...

1906.

Sidney K. Clapp ...............................

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

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

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

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

Feet.

122

120 

109

115

110

111

123

117

Sq.ft.

167

227 

81

138

99

85

220

143

Gage 

height.

Discharge.

Feet. 

a 1.05

3.00

4.10

2.13

3.15

2.57

2.35

3.92

3.17

Sec.-ft. 

112

340

746

180

426

252

199

636

a Refers to original gage; gage height approximately 1.65 when referred to present gage.
MERAMEC RIVER DRAINAGE BASIN. 

Daily gage height, in feet, of Courtois Creek at Scotia, Mo., for 1906.

23

Day. Jan.

1............................................ 2.25

2...........-.....-..-.-...-...--.-. ........ 2.25

4................. ....................... ... 2.25

5 ............................................ 2. 25

7............................................I 5.95

9. ........................................... 3. 95

10........................................ ... 3.15

11..... .................. .. . ....... .. ... 3.25

12 ............................................ 3. 25

1 4 ............................................ 3. 45

15.......................... .. ....... .. ... 3.45

16.......................... .. .............. 3.45

17............................................ 3.35

18 ............................................ 2. 95

19 ............................................ 2. 95 

20. ........................................... 2. 95

Feb.

4. 5

4 ^

4.35 4 '}5

4.15

3.75

0 7C

3.65

3. 95

3. 95 

3.75

Ma

4

rj

3.

3

3.

3.

3

3.

3

2

3

3. 

3.

Mar. ' Apr. May.

20.

June. Julv.

3.35

3.15

4.95

4.95

4.95

5.9 

5.7 

5.4 

5.3 

4.6

4.5 

4.3 

4.3 

5.7 

4.9

4.8 

4.7 

4.7 

4.7 

4.6

4.6 

4.5 

4.4 

4.4

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 

3.0 

3.0

3.3 

3.1 

2.9 

2.9

2.8

4.95

4.75

a Water over top of gage. 

Rating table for Courtois Creek at Scotia, Mo., for 1905-6.

Gage

height.

Feet.

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

Discharge.

Gage Disheight

Sec. -ft. Feet.

50

58

66

75

charge.

Sec.-ft.

2. 10 170

2. 20 186

2.30

2.40

85 '' ' 2.50

95

105

116

2.60

2.70

202

218

235

255

275

2. 80 ' 300

128 || 2.90 325

141 3. 00 350

155 3. 10 380

Gage

height.

Feet.

3.20

3.30

3.40

3.50

3. (iO

3.70

3.80

3.90

4.00

4.20

4.40

Discharge.

Sec.-ft.

410

440

470

500

535

Gage

height.

Feet.

4. dO

4.80

5. 00

5. 20

5. 40

570 5. 60

610

650

690

5. 80

6.00

Discharge.

Sec.-ft.

945

1,040

1,140

1,243

1,355

1,465

1,580

1,700

770

855

2.5 

2.9 

2.9 

2.7 

2.7

2.7 

2.6 

2.6 

2.6 

2.5

2.5 

2.5 

2.5 

2. 4 

2.4

4.4

3.7 

3.5

3.5

3.3

9 Q

2.9 

2.9

2 9

2.8

2.8

9 a

2.6

2.6

4.7

2.9

2.8

2 7

NOTE. The above table is based on 8 discharge measurements made during 1905-6, and is well defined 

between gage heights 2.1 feet and 4.1 feet. Below gage height 2.0 feet it is very uncertain.
24 SURFACE WATEE SUPPLY, 1906.

Monthly discharge of Courtois Greek at Scotia, Mo., for 1905 6.

Month.

1905.

March 1-23. ..............................................

April 10-30. ..............................................

1906.

July 1-22 ................................................

Discharge in second-feet.

Maximum.

535 

1,190 

2,690 

1,580

(a) 

1,580 

(a) 

(a) 

(a) 

(a) 

1,580 

380

(a) 

1,120 

(a) 

(a) 

440 

990 

325

Minimum.

105 

50 

255 

155 

155 

105 

58 

155 

50 

275 

128 

186

194 

395 

338 

440 

200 

255 

218

Mean.

219 

302 

806 

487 

786 

328 

459 

409 

386 

389 

453 

262

622 

802 

565 

984 

365 

347 

250

Total in 

acre-feet.

13, 500 

16,800 

33, 600 

20, 300 

46, 800 

19, 500 

21,800 

23,500 

20, 700 

22, 400 

27, 000 

16, 100

282, 000

35, 800 

44, 500 

32, 500 

54, 600 

' 22, 400 

20, 600 

10, 900

221, 000

a Maximum discharge occurred on days when water was over gage.

NOTE. Gage heights as published in Water-Supply Paper No. 173 for January, February, and March 

are approximately 0.75 foot too high as determined by the plotting of the 1904 discharge measurement. 

These gage heights were corrected before the application of the rating table. All values for this station 

are liable to large errors owing to frequent errors in gage readings.

ARKANSAS RIVER DRAINAGE BASIN. 

DESCRIPTION OF BASIN.

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

highest mountain ranges of Colorado the Saguache, Sangre de Cristo, 

andCulebra, each having summits of more than 14,000 feet altitude. 

The melting of the almost perpetual snow which mantles the high 

peaks near the north end of this rim furnishes water for three small 

creeks, known, respectively, as East, Lake, and Tennessee forks, and 

these, uniting near Leadville, 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 

Canyon. From Canyon 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 Indian Territory to 

its junction with the Mississippi in northeastern Arkansas. The 

entire length of the stream from source to mouth, measured along the 

general course, is about 1,100 miles.
ARKANSAS RIVER DRAINAGE BASIN. 25

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 which 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 is Canadian River.

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 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 

gracial 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.

ARKANSAS RIVER. 

ARKANSAS RIVER NEAR CANYON, COLO.

This station was established April 17, 1889, at the suspension footbridge at the Hot Springs Hotel, at Canyon, Colo., about I mile above 

the State penitentiary.

The station is of special importance, being located at the mouth of 

the canyon, at a point practically above the diversion of all water to 

the plains region, except the North and South Canyon ditches, both 

of which head above the station. During the irrigation season each 

of these ditches carries from 25 to 60 second-feet, according to the 

needs of the irrigators, and their discharge should be added to the discharge at the station in order to obtain the total run-off at the mouth 

of the canyon. No accurate records have been kept of the amount of 

water passing through these canals, although miscellaneous measurements have been made when measurements were made at the regular 

station. The estimated monthly discharges of Arkansas River at 

Canyon station do not include the water taken out by these canals. 

The conditions at the station and the bench marks are described in 

Water-Supply Paper No. 173, page 21, where are given also references 

to publications that contain data for previous years. The records 

cover a period of seventeen years.
26 SUKFACE WAT'EB SUPPLY, 1906.

Discharge measurements of Arkansas River near Canyon, Colo,, in 1906,

Date.

May 2..........

May 25.........

Hydrographer.

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

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

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

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

Width.

Feet. 

61

70

GO

105

105

80

Area of 

section.

Sq. ft.

121

115

114

330

489

178

Gage 

height.

Feet. 

3.32

3.32

3.35

0.25

Discharge.

Sec.-ft. 

374

429

400

2,040

3,880

1,810

697

Daily gage height, in feet, of Arkansas River near Canyon, Colo., for 1906.

Day.

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

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

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

9;.".';".'.'.";.'!.'"!."!."

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

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

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

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

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

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

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

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

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

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

21...................'.. 

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

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

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

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

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

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

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

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

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

Jan.

3.0 

3.0 

3.15

3.2

3.2 

3.25

3.3 

3.3 

3.3

3.3 

3.3 

3.3

3.3 

3.3

3.3

3.3

3.3

3.4

3.25

2.95

2.85

2.9

3.3

3.35

3.3 

3.3

3.25

3.2

3.25

Feb.

3.3 

3.25 

3.25

3.25 

3. 25

3. 25 

3.25 

3.2

3.2 

3.2 

3.2

3. 25 

3.4

3.35

3.25

3.2 

3.2

3.2

3.2 

3.2

3.25

3. 25

3.25

3.2

3. 25

3.3

Mar.

3.2 

3.2 

3.2

Q 9

3.2

3.2 

3.15

3.05 

3.1 

3. 05

3.15 

3.3 

3.25

3.2 

3.3

3.4

3.3

3.2 

3. 25

3.3

3.3 

3.3

3.35

3.45

3.0

3.0 

3.6

3.0

3.5

3.5

3.4

,P,

3.5 

3.4 

3.4

3.3

3.35 

3.45

3. 45 

3.4 

3.3

3. 35 

3.4 

3.4

3. 35 

3.4

3.4

3.45

3.55 

3.9

4. 05

3.7

3.6

3.7

3.8

3. 75

3.0 

3.0

3.45

3. 05

May.

3. 45 

3.4 

3.4 

3.4

3.6 

3. 05

3. 65 

3.85 

4.0

4.0 

4.2 

4.4

4.1 

4.25

4.45

4.6

5.05 

5.1

5.2

5.25 

5. 35

5.62

5.58

5.2

4.85

4.8

4. 65

4.8

4.9

4.85

June.

4.95 

5. 05 

5.0 

4.9

5.0

5.3 

5.35

5.0 

5.0 

5.3

5. 85 

6.2 

6.65

6.6 

6.1

6.1

6.05

5.75 

5.3

5.2

5. 35

5.45

5.45

5.25

5.05

4.95 

4.85

4.8

4.75

4.75

July.

4.85 

4.9 

4.95

4.95

4.95 

5.0

5.1 

5. 05 

4.95

4.85 

4. 95 

5.1

5.35 

5.4

4.9

4.7

4.7 

4.7

4.5

4.4 

4.4

4.4

4.55

4.7

4.5 

4.0

4.6

4.5

4.4

4. 35

Aug.

4.4 

4.5 

4.45

4.3

4. 35 

4.3

4.2 

4.2 

4.4

4.5 

4.5 

4.25

3.95 

4.0

4.0

3.85

3.8 

3.8

3. 75

3.7 

3.8

3.9

3.8

3.75

3.7 

3.7

3.6

3.7

3.95

4.0

Sept.

4.0 

4.15 

4.3

3.95

3.75 

3.7

3.7 

3. (15 

3.6

3.65 

3.6 

3.5

3.5 

3.6

3.7

3.8

3.8 

3.7

3.6

3.6 

3.6

3.6

3.6

3.6

3.85 

4.4

4.2

4. 05

4.0

Oct.

4.0 

4.0 

4.0 

4.0

4.0

4.0 

4.0

3.9

3.85 

3.8

3.8 

3.8 

3.8

3.9 

3.85

3.9

3.8

3.8 

3.7

3.7

3.85 

3.75

3.7

3.8

3.85

3.9 

4.0

4.0

4.0

4.0

4.0

Nov.

4.0 

4.0 

4.15 

4.0

4.0

3.95 

4.0

3.9 

3. 85 

3.75

3.7 

3.7 

3.65

3.6 

3.6

3.6

3.55

3.5 

3.5

3.45

3. 35 

3.5

3.65

3.7

3.7

3.65 

3.6

3.6

3.65

3.5

NOTE. From January 1 to February 12 there was some obstruction from slush ice. Discharges 

have been applied as for open channel.
ARKANSAS RIVER DRAINAGE BASIN. 27

Rating table for Arkansas River near Canyon, Colo. 

JANUARY 1 TO JUNE 17, 1906.«

Gage 

height.

Dis- Gage 

charge. height.

Feet. Sec.-ft.

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

200

225

255

Feet.

3.70

3.80

3.90

290 : 4. 00

330 4. 10

375 4. 20

425 4. 30

480

3. 60 540

1

4.40

4.50

Discharge.

Sec.-ft.

Gage 

height.

Feet.

005 4. 60

675 4. 70

750 i 4. 80

830

915

1,005

1,095

1,190

1,290

4.90

5.00

5.10

5.20

5.30

5.40

Discharge.

Sec.-ft. ' 1,395 '

1,505

1,620

1,740

1,870

2,005

2,145

2,285

2,430

Gage 

height.

Discharge.

Feet. Sec.-ft.

5.50

5. 60

2,580

2,735

5.70 2,895

5.80 3,060

5.90 ' 3,230

6.00 3,400

0.20

0.40

6.60

3,760

4,135

4,530

JUNE 18 TO NOVEMBER 30, 1900. b

3.30

3.40

3.50

3.00

3.70

3.80

3.90

4.00

280

330

385

445

510

580

655

740

4.10 825

4. 20 915

4.30

4.40

4. 50

4.60

4.70

4.80

1,010

1,110

1,215

1,325

1,440

1,500

4.90

5.00

5.10

5. 20

5. 30

5. 40

5.50

5.60

1,685

1,815

1,950

2,090

2,235

2,385

2,540

2,700

5. 70

I 5. 80

5.90

6.00

6.10

2,870

3,040

3,220

3,400

3,580

a This table is applicable only for open-channel conditions. It is based on 7 discharge measurements made during 1905-0 and is probably fairly accurate.

b This table is applicable only for open-channel conditions. It is based on (> discharge measurements made during 1905-6 and is probably fairly accurate.

Monthly discharge of Arkansas River near Canyon, Colo., for 1906. 

[Drainage area, 3,060 square miles.]

Month.

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

Discharge in second-feet.

Maximum.

425 

425 

540 

872 

2,770 

4,630 

2,380 

1,220 

1,110 

740 

870

Minimum.

212 

310 

272 

375 

425 

1,500 

1,060 

445 

385 

510 

305

Mean.

340 

349 

383 

501 

1,330 

2,440 

1,550 

800 

597 

649 

529

Total in 

acre-feet.

21,300 

19,400 

23,600 

29, 800 

81,800 

145,000 

95,300 

49, 200 

35.500 

39, 900 

31.500

 V72 000

Run-off.

Soc.-ft. per 

sq. mile.

0.113 

.114 

.125 

.164 

.435 

.797 

.500 

.261 

.195 

212 

'.173

Depth in 

inches.

0.13 

.12 

.14

.18 

.50 

.89 

.58 

.30 

.22 

.24 

.19

NOTE. Values are rated as follows: January to April, good; May to November, excellent.
28 SUEFACE WATEE SUPPLY, 1906.

ARKANSAS RIVER AT PUEBLO, COLO.

The gaging station at Pueblo, Colo., was established in September, 

1894, at the Santa Fe Avenue Bridge. Since that time continuous 

records have been kept up at various bridges for a period of eleven 

years. This station is important, being located near the head of the 

principal irrigated portion of Arkansas Valley and above the headgates of the larger canals. For this reason water superintendents 

and commissioners depend on gagings made at this station for data 

by which distribution of the water is made to canals below. The conditions at the station and the bench marks are described in WaterSupply Paper No. 173, page 24, where are given also references to 

publications that contain data for previous }rears.

Discharge measurements of Arkansas River at Pueblo, Colo., in 1906.

Date.

May 2..........

May 99

May 25. ........

July 11..... ...

R

F,

R

T

R

Ilydrographer.

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

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

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

.do.......................:.......-.........

E. Brick....................................

Width.

Feet. 

120

139

149

149

149

150

150

150

65

Area of 

section.

Sq. ft. 

132

118

130

343

392

627

582

306

158

Gage 

height.

Feet. 

2.42

2.28

2.35

3.93

4.15

5.60

5.28

3.50

2.95

Discharge.

Sec.-ft. 

413

309

417

2,120

2,420

4, 550

3,940

1,700

908

Daily gage height, in feet, of Arkansas River at Pueblo, Colo., for 1906.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

2\. ...............

22

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

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

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

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

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

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

29

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

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

Jan.

2.30

2.45

2.35

2.40

2. 42

2.48

2.48

2.48

2.48

2.45

2.50

2.52

2.52

2. 55

2.58

2.58

2.52

2.45

2.45

2.48

2.40

2.30

2.20

2.28

2.38

2.38

2.35

2.35

2.28

2.25

2.25

Feb.

2.22

2.25

2 22

2.' 25

2.28

2.35

2.32

2.30

2. 35

2.38

2.38

2. 25

2.25

2. 35

2.35

2.40

2.38

2.30

2.25

2.22

2.20

2. 20

2^22

2.18

2.15

2.15

2.18

2.20

Mar.

2.10

2.10

2.00

2.00

2.10

2.05

2.07

2.07

2.05

2.05

2.07

2.07

2.15

2.10

2.10

2. 25

2.35

2.40

2.35

2.30

2.25

2.20

2.23

2.17

2.17

2.37

2.53

2.53

2.50

2.45

2.37

Apr.

2.30

2.45

2.35

2.30

2.25

2.20

2.30

2.38

2.32

2.18

2.20

2.45

2.25

2.25

2.38

2.40

2.40

2.30

O CO £. oo

3.25

2.62

2.42

2.55

2.60

2.80

2.65

2.55

2.35

2.42

2.52

May.

2.50

2.40

2.38

2.30

2.32

2.58

2.58

2.52

2.55

2. 75

2.88

3.02

3.10

3.00

2.95

3.12

3.25

3.40

3.58

3.88

4. 15

3.92

4.10

4.45

4.20

3.75

3.45

3. 42

Q 00

o. oo

3.78

3.42

June.

3.50

3.65

3.75

3.65

3.55

3.82

4.10

3. 68

3. 55

3.58

4.32

 4.95

5.62

5.88

5.12

4.68

4.75

4.40

3.85

3.62

3.85

3.95

3.95

3.85

3.62

3.42

3.40

3.32

3 30

3.' 28

July.

3.55

3.58

3.50

3.50

3.55

3.40

3.70

3. 85

3.70

3.55

3.55

3.38

3.42

3.70

4.50

3 95

3.78

3.60

3.60

3.52

3.28

3.15

010 o. lo

3. 75

3.52

3.35

3.25

3.28

3.22

3.05

3.02

Aug.

2.98

2.95

3.35

3.15

3.32

3.20

3.10

3.00

2.92

3.88

3.35

3.25

3.20

2.90

3.20

2.88

2.80

2.70

2.62

2.65

2.52

2.50

2.70

3.22

3.00

2.65

2.60

2.45

2. 45'

2.75

2.80

Sept.

2.85

3.05

3.20

3.22

3.08

2.52

2.38

2.28

2.28

2.22

2.32

2. 85

2.50

2.42

2.42

2.65

2.92

3.10

9 A. K'i UJ

2.75

2.55

2.50

2. 60

2^50

9 j-i. Ou ^o

3.10

3.25

q on o. ou

3. 15

2.95

Oct.

2.95

2.95

3.00

3.00

3.10

3.05

3. 05

3.05

3.00

2.90

2.80

2.72

3.00

3.10

3.02

2.98

3.00

2.92

2.92

2.92

3.10

3.00

9 Q^i £. OO

2.95

q i A G. J.U

3.15

3.15

o. O OA u

3. 20

3^20

3.15

Nov.

3.18

3.20

3.32

3.32

3.18

3.18

3.12

3.25

3.02

3.10

3.00

2.98

2.90

2. 92

2^90

2.90

2.88

2.85

2.' 82

2.75

2.62

9 4. 7S 1 O

2.82

2.80

2

OO

. oo

2.82

2.80

2. 78

2

00 . O^J

2.78

NOTE. From January 1 to March 20 there was some obstruction from slush ice; also from November 19 to 26. Discharges have been applied as for open channel.
ARKANSAS RIVER DRAINAGE BASIN. 29

Hating table for Arkansas River at Pueblo, Colo.,for 1906.

Discharge.

Sec.-ft.

1,950

2,080

2,210

2,340

2,480

2,020

2,7(10

2,900

3,040

Gage 

height.

Feet.

4.70

Discharge.

Sec.-ft.

3,180

4.80 3,320

4.90 ! 3,460

5.00 3,600

5. 20

5.40

5. 60

5.80

6.00

3.890

4,180

4,470

4,760

5,050

NOTE. The above table is applicable only for open-channel conditions. It is based on discharge, 

measurements made, during 1905-6 and is fairly well defined.

Monthly discharge of Arkansas River at Pueblo, Colo.,for 1906. 

[Drainage area, 4,600 square miles.]

Month.

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

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

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

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

Discharge in second-feet.

 .._ _ 

Maximum.

564 

420 

524 

1,270 

2,830 

4,880 

2,900 

2,050 

1,330 

1,210 

1,350

Minimum.

290 

265 

200 

280 

350 

1,310 

1,000 

460 

312 

690 

- ,398

Mean.

436 

334 

309 

470 

1,260 

2,240 

1,590 

934 

739 

999 

939

Total in 

acre-feet.

26,800 

18,500 

19,000 

28,000 

77,500 

133,000 

97,800 

57,400 

44,000 

61,400 

55,900

619,000

Run-off.

Sec.-ft. per 

sq. mile.

0.095 

.073 

.067 

.102 

.274 

.487 

.346 

.203 

.161 

.217 

.204

Depth in 

inches.

0 11 

08 

08 

11

32 

54 

40 

23 

18 

25 

23

NOTE. Values are rated as follows: January to April, good; May to November, excellent. 

ARKANSAS RIVER NEAR SYRACUSE, KANS.

This station was established August 21, 1902, and was discontinued 

July 31, 1906. It was located on the highway bridge 1 mile south of 

Syracuse, Kans. The conditions and the bench marks are described 

in Water-Supply Paper No. 173, page 28, wiiere are given also references to publications that contain data for previous years.

Discharge measurements of Arkansas River near Syracuse, Kans., in 1906.

May

Pate.

19.........

4.........

26. ........

TTydrographer.

T. E. Brick...... ............. . . W. G. Russell......... ......... ...

.....c"o. ............................... ........

Width.

Feet.

39

. 145

Area of 

section.

s<?. ft.

25

Gage 

height.

Feet.

1. SO

Discharge.

Sec.-ft.

0
30 SUEFACE WATEK SUPPLY, 1906.

Daily gage height, in feet, of Arkansas River near Syracuse, Kans., for 1906.

Day.

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

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

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

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

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

I::::::::.":::::.

9

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

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

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

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

i ^

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

Apr.

9 Q

2.2

2 2

2.3

2.5 

2.4

2.4

2.4

2

-1

2.1

2.1

2.1

2.1

1.8

1.8

1.8

May.

3.4

3.1

3.1 

3.0

2 °

2 7

2.5

2.4

2.4

2.1

2.0

2.0

2.0

June.

9 0

2.0

1.75 

I'?*

i ft

1.7

1.7

1.7

l.fi

3 0

July.

9 9

2.0

2.0

2.0 

3.0 

2.5

2.2

2. 1

9 J

2.9

3.0

5.3

2.9

3.4

4.8

Day.

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

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

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

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

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

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

24 ..... .. .

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

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

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

28

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

30

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

Apr.

2.1

2.0

2.4

2.4 

2.0 

2.4

2.9

2.7

2.6

2.5

2.4

2.6

3.7

3.7

May.

2.0

2.0

2.0

2.0 

2.0 

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

9 ft

Juno.

3.4

3.1

3.5

3.4 

2.9

2.6

2.4

9 S

2.3

2.6

2 5

2.4

July.

5.0

4.8

4.8

4.0 

3.6 

3.1

2.7

2.6

1.7 1 *>

3.0

2.5

2.3

1.6

ARKANSAS RIVER NEAR DODGE, KANS.

This station was established November 28, 1902, and was discontinued August 11, 1906. It was located one-fourth mile south of 

Dodge, on the highway bridge. The conditions at this station and 

the bench marks are described in Water-Supply Paper No. 173, page 

30, where are given also references to publications that contain data 

for previous years. During 1906 discharge measurements were made 

from the Rock Island Railroad bridge, about one-half mile above the 

old highway bridge which had been torn down. A new gage was 

painted on the upstream side of the first cylinder pier from the south 

abutment of the new iron highway bridge. It reads from 0.8 to 7.0 

feet, and is set at approximately the same datum as the old gage.

Discharge measurements of Arkansas River near Dodge, Kans., in 1906.

Date.

May 20.........

Ilydrographor.

T. E. Brick.................................... 

W. G . Russell .................................

Width.

Feet. 

86 

103

Area of 

section.

Sq.ft. 

41 

40

Gage 

height.

Feet. 

0.80 

.90

Discharge.

Sec.-ft. 

53 

60

Daily gage height, in feet, of Arkansas River near Dodge, Kans., for 1906.

Day.

2

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

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

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

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

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

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

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

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

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

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

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

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

Apr.

1.80

1 7

1.6

1.7

1.7

1.7

1.6 

1.5

1.55 

1.45

1.4

May.

1.95

2.5

2.15

2.0

1.95

1.3

1.85

1.8

1.7

1.5

1.3 

1.2

1.2

June.

0 0

8

9

4

4

4

4 

4

4

July.

0.4

. 4

.3

.3

£

-3

.3

.35

.4

.4

.3 Qf;

155

1.45

Aug.

1.4

1.0

.9

.8

.8

.8

.8 

.8

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Apr.

1.3

1.3

1.3

1.4

1.6

1.7

1.95

1.85 

1.8

l.S

1.7 

1.6

May.

1.0

Q

.9

.8

.7

.7

.6

.85

.9

.8

.7

.7 

.7

.65

June.

0

-7

q

10

q

1.1

1.0

1.0

.95

.9

.75

July.

^ 7*;

4.0

2.65

1 9

1.7

1.65

1.5 i.e

1.6

1.8 

1.6

1.5

Aug.
ABKANSAS EIVEE DBAINAGE BASIN. 31

ARKANSAS RIVER AT ARKANSAS CITY, KANg.

This station was established September 23, 1902, and was discontinued July 31, 1906. It was located on the Chestnut Avenue Bridge, 

one-half mile west of Arkansas City, Kans. The conditions at this 

station and the bench marks are described in Water-Supply Paper 

No. 173, page 34, where are given also references to publications that 

contain data for previous years.

Discharge measurements of Arkansas River at Arkansas City, Kans., in 1906.

Date. rographer. Width.

Feet. 

241

1S3 

235

106

Area ol 

section.

Sq.ft.

198

76

Gage 

height.

Feet. 

4.30

3.30 

3.50

2.55

Discharge.

Sec.-ft. 

836

304 

444

97

Daily gage height, infect, of Arkansas River at Arkansas City, Kans., for 1906.

Day Day.

. 5

1.8 

0

.3

4.1 

3.5 

3.0

3.3

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

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

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

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

4.3 

4.3 

4.2 

4.0 

3.8 

4.0 

3.8 

3.7 

3.6 

3.5 

3.5 

3.4 

3.4 

4.4

June.

3.3 

3.3 

3.3

2.8 

2.8 

2.6 

2.5 

3.0 

3.0 

2.9 

2.5 

2.8 

2.6

Julv.

3.5 

3.3 

3.1

4.0 

5.2 

4.1

5.4

5.5 

5.2 

4.9 

4.7 

4.2 

4.0 

4.0 

3.9

Rating table for Arkansas Rirer at Arkansas City, Kans., for 1906.

Gage 

height.

Feet. 

2.50

2. CO

2.70

2.80

2.90

3.00

3.10

3.20

Discharge.

Sec.-ft. 

90

105

125

150

Gage Disheight. charge.

Feet. 

3. 30

3.40

3. 50

: 3. GO

180 " 3.70

210 3. 80

245 3. 90

285 ! 4.00

Scc.-ft. 

330

375

420

465

515

565

615

670

Gage 

height.

Feet. 

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

Discharge.

Sec.-ft.

725

780

835

Gage 

height.

Feet. 

4.90

5.00

5. 10

895 : 5.20

960 ' 5. 30

1,025 5.40

1,095 5.50

1, 105

Discharge.

Sec.-ft. 

1,240

1,320

1,410

1,500

1,600

1,700

1,800

NOTE. The above talilo is applicable only for open-channel conditions. It is based on 4 discharge 

measurements made during 1906 and is well defined below gage height 4.3 feet.

Monthly discharge of Arkansas River at Arkansas City, Kans., for 1906.

Month.

April (17-30) .............................................

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

Discharge in second-feet.

Maximum.

895 

1,800 

1,800 

1,800

Minimum.

375 

285 

90 

180

Mean.

047 

589 

454 

042

Total in 

acre-feet.

18,000 

36,200 

27,000 

39,500

121,000

NOTE. Values arc rated as fair.
32 SURFACE WATER SUPPLY, 1906.

PURGATORY RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN.

Purgatory River, a characteristic stream of eastern Colorado, is 

the principal tributary of Arkansas River in Colorado. It 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 save 

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 3,386 square miles', of which 742 square miles, lying above 

Trinidad, are mountainous, the country being made up of shales; 

sandstones, and igneous rocks. This area is much broken by numerous stream channels, which are normally dry. The lower basin is 

largely foothill country, merging into rough plains farther east. 

Drainage lines are well defined throughout this area. For 60 miles 

of its length, commencing 25 miles below Trinidad, Purgatory River 

flows in a deep canyon. There are numerous small tributary canyons 

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.

PURGATORY RIVER AT TRINIDAD, COLO.

This station was established May 1, 1896, at the Animas Street 

Bridge and was discontinued July 31, 1899, the greater portion of 

the water in the river being diverted above the gaging station; the 

channel was also shifting and results not satisfactory. July 25, 1905, 

the Trinidad station was reestablished at the old location on the Animas Street Bridge for the purpose of collecting general hydrographic 

data, especially flood data, and was maintained until December 31 7
PURGATORY RIVEE DRAINAGE BASIN. 33

1905. It was reestablished November 1, 1906, to take the place of 

the station near Alfalfa, which had been discontinued for the winter. 

The conditions at this station and the bench marks are described in 

Water-Supply Paper No. 173, page 40, where are given also references 

to publications that contain data for previous years.

Discharge measurements of Purgatory River at Trinidad, Colo., in 1906-7.

Date.

1906.

1907.

Hydrographer.

L. D. Bull.....................................

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

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

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

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

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

L. D. Bull.....................................

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

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

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

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

Width.

Feet. 

32

32

29

31

32

30

30

27

28

29

29

Area of 

section.

Sq.ft^

21

22

19

18

19

16

13

14

17

14

Gage 

height.

Feet. 

4.30

4.25

4 30

4.20

4.20

4.28

4.15

4.02

4.10

4.20

4.05

Discharge.

Sec.-ft. 

47

34

36

29

30

10

19

14

18

24

17

a Measurement is about 30 per cent of the open-channel rating, owing to needle ice in the river. 

Daily gage height, in feet, of Purgatory River at Trinidad, Colo., for 1906.

Day.

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

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

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

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

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

9

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

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

Nov.

4.3

4.4

4.35

4.3

4.3

4.3

4.25

4.25

4.25

4.25

4.25

Dec.

4.2

. 4.2

4.4

4.3

4.3

4.15

4.15

4.1

4.2

4.2

4.2

Day.

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

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

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

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

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

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

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

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

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

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

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

Nov.

4.25

4.25

4.25

4.25

4.2

4.3

4.2

4.4

4.4

4.4

4.55

Dec.

4.2

4.15

4.1

4.05

4.0

4.05

4.15

4.2

4.2

4.2

4.3

Day.

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

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

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

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

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

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

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

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

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

Nov.

4.35

4.25

4.2

4.35

4.3

4 9

4.2

Dec.

4.35

4.5

4.1

4.15

4 ftp;

4.05

4.05

4.05

4.3

NOTE. Needle ice in river during part of December.

Rating table for Purgatory River at Trinidad, Colo., for 1906.

Gage

height.

Feet.

4.00

4.10

Discharge.

Sec.-ft.

13

18

Gage

height.

Feet.

4.20

4.30

Discharge.

Sec.-ft.

27

41

Gage

height.

Feet.

4.40

4.50

Discharge.

Sec.-ft.

60

88

Gage

height.

Feet.

4.60

Discharge.

Sec.-ft.

120

NOTE. The above table is applicable only for open-channel conditions. Tt is based on 10 discharge 

measurements made during 1906-7 and is well defined below gage height 4.3 feet.

3690 IRE 209 07 3
34 SUEFACE WATEB SUPPLY, 1906.

Monthly discharge of Purgatory River at Trinidad, Colo., for 1906. 

[Drainage area, 742 square miles.]

' - Month.

Discharge in second-feet .

Maximum. 

104

88

Minimum.

27 

13

|

Mean.

43.0

28.3

Total in 

acre-feet.

2,560 

1,740

4,300

Run-off.

Sec.-ft. per 

sq. mile.

0.058 

.038

Depth in 

inches.

0.06 

.04

NOTE. Values are rated as follows: November, good; December, approximate, owing to uncertainty 

concerning ice conditions.

PURGATORY RIVER NEAR ALFALFA, COLO.

This station was established March 23, 1905, 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. 33 S., R. 60 W. On November 

1, 1906, it was transferred to Trinidad, Colo., for the winter months. 

The conditions. at the station and the bench marks are described in 

Water-Supply Paper No. 173, page 41.

Discharge measurements of Purgatory River near Alfalfa, Colo., in 1906.

Date.

February 26. ...

March 12.......

March 26.......

April 2.........

April 10........

AprillG........

April 22........

May 6..........

October 18.....

Hydrographer.

L. D. BiAl..... ................................

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

L. D. Bull.............................. .......

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

Width.

Feet. 

70

26

22

20

40

16

40

16

14

16

15

12

12

12

12

38

42

30

20

24

24

23

Area of 

section.

Sq. ft. 

64

22

9

22

8

25

9

6.4

7.6

5.7

4.5

3.9

3.3

3.6

40

19

12

24

17

14

Gage 

height.

Feet. 

4.22

3.58

2.80

2.75

3.10

2.70

3.10

2.70

2.45

2.55

2.35

2.25

2.20

2.20

3.50

2.75

2.60

2.80

2.62

2.45

Discharge.

Sec.-ft. 

83

44

7

9

32

11

45

10

6.31

8.81

4.34

3.82

1.36

.81

QK

24

37

OC

25

14

Daily gage height, in feet, of Purgatory River near Alfalfa, Colo., for 1906.

Day.

I......... ..........

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

3...........'........

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

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

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

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

Jan.

3.0

3.0

3.0

2.95

2.95

9 QP1

2 95

9 Q

2.9

2.9

Feb.

3.0

2.8

9 H

9 H

2.8

2.8

2.8

2.8

2.8

2.8

Mar.

2.55

2.5

2.45

2.45

2.45

2.45

2

4c

2.45

9 AZ

2.45

Apr.

9 ^

2.25

2.25

2.2

2.2

9 9

2.2

9 9

2.2

May.

2.6

2.6

2.6

2.5

2.4

2

C

9 P;

9 c

2

AK

2.4

June.

2.2

4.56

3.55

2.85

2.62

2

0C

2.2

O 1 K

2.1

July.

2.6

3.2

2.8

9 Q

0 rt

9 7

2 7

A 0

3.76

Aug.

3.5

3.7

3.3

3.0

5 95

4 0

3 55

o o

5.0

Sept.

2.3

2.3

3.6

9 Q

9 7

2.7

2.6

2.6

Oct.

2.7

2.7

2.7

9 7

9 7

2.7

9 7

9 Q

2.6

2.45
PURGATORY RIVER DRAINAGE BASIN. 35

Daily gage height, infect, of Purgatory River near Alfalfa, Colo.,for 1906 Continued.

Day.

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

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

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

1 P;

16-..........-.----..

18..-......-...----..

19

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

21

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

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

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

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

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

28..-.-.-......---...

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

31

Jan.

2.9

2.9

2.9

3.35

3.35

3.35

3.3

3.3

3.3

3 }

3.35

3.4

3.6

3.8

3.9

4.2

4.0

3.95

3.6

0 Or

Feb.

2.8

2.8

3.1

3.15

2.9

2.9

2.7

2.7

2.7

3 n

3.1

3.0

2.95

2.85

2.7

2.6

2.6

Mar.

2.6

2.55

2.55

2.9

2.8

2.7

2.6

2.5

2.4

2.5

2.5

2.5

2.5

2.5

2.4

2.35

2.45

2.4

2.35

2.3

Apr.

2.2 -

2.2

2.4

2.3

2.25

2.2

2.2

2.2

2.5

2.8

3.3

3.55

3.32

3.18

2.82

2.7

2.8

2.75

2.85

2.7

May.

2.4

2.35

2.35

2.56

2.4

2.3

2.3

2.3

2.51

2.3

3.3

3.0

3.0

2.8

2.5

2.4

2.3

2.3

2 4

2.3

June.

2.1

4.48

3.5

3.5

3.6

3.6

3.55

3.6

3.25

2.92

2.8

2.7

6.1

3.5

3.1

2.85

2.75

2.65

2.6

2.6

July.

3.28

2.85

2.75

2.7

6.84

8.3

5.32

6.6

4.95

4.7

4.3

7.2

7.1

8.36

6.3

4.3

4.1

4.0

3.7

3.6 } c;c;

Aug.

4.1

3.8

3.6

3.3

3.0

2.95

2.8

2.8

3.65

3.4

3.3

2.8

2.7

3.45

2.8

2.8

2.5

2.4

2.4

2.3

2.3

Sept.

2.45

2.4

2.35

2.3

2.3

2.3

2.3

3.0

2.75

2.55

2.4

2.35

2.3

3.2

2.6

3.7

4.35

3.15

2.85

2.8

Oct.

2.4

2.4

2.36

2.5

2.5

2.45

2.4

2.35

2.3

2.3

2.4

2.65

2.65

2.75

2.95

2.8

2.6

2.6

2.55

2.45

2.4

NOTE. This station transferred to Trinidad on November 1 for the winter months.

Daily discharge, in second-feet, of Purgatory River near Alfalfa, Colo.,for 1906.

Day.

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

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

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

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

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

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

9

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

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

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

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

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

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

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

Jan.

13

13

13

12

12

12

12

10

10

10

10

10

10 VI

30

30

Feb.

13

7

7

7

9

9

9

9

9

9

9

11

32

35

28

20

Mar.

6

5

4

4

5

6

6

6

10

g

23

18

14

Apr.

2

1.4

1.4

1

1

1

1

1

1

1

1

1

4

4

3

1.6

May.

1 ^

1 1

12

8

5

7

7

6

6

5

5

12

6

3

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

27

27

27

27

30

32

44

62

01

68

65

44

30

Feb.

20

11

11

13

34

45

37

30

20

10

7

.......

Mar.

10

7

4

7

7

7

4

3

6

3

2

Apr.

1.6

1.6

11

27

73

101

75

60

29

21

24

29

20

May.

4

5

13

5

70

44

44

29

16

11

7

11

4

NOTE. These discharges were obtained by the indirect method for shifting channels. 

Rating table for Purgatory River near Alfalfa, Colo.,from June 1 to October 31,1906.

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

Discharge.

Sec.- ft.

3

5

8

12

17

23

30

37

44

52

60

68

Gage 

height.

Feet.

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.

76

85

95

105

115

126

137

148

159

171

183

195

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

Discharge.

Sec.-ft.

208

222

237

253

271

290

331

377

427

483

545

618

Gage 

height.

 Feet.

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

9.00

10.00

11.00

Discharge.

Sec.-ft.

695

778

865

955

1,045

1,145

1,250

1,360

1,480

2,140

2,900

3,780

NOTE. The above table is based on 4 discharge measurements made during June to October. 1906. 

and high-water measuremepts of 1905, It is not well defined,
36 SURFACE WATER SUPPLY, 1906.

Monthly discharge of Purgatory River near Alfalfa, Colo.,for 1906.

Month.

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

Discharge in second-feet.

Maximum.

81 

. 45 

23 

101 

70 

581 

2,940 

529 

230 

48

Minimum.

10

7 

2 

1 

3 

3 

23 

8 

8 

8

Mean.

28.6 

16.7 

6.90 

17.6 

12.8 

76.5 

431 

89.4 

45.6 

22.1

Total in 

acre-feet.

1,760 

928 

424 

1,050 

787 

4,550 

26,500 

5,500 

2,710 

1,360

45,600v

NOTE. Values are rated as approximate, owing to shifting conditions of flow.

CIMAKKOlSr KIYT]R DRAINAGE BASIIST.

DESCRIPTION OF BASIN.

Cimarron Eiver rises in the Eaton Mountain Eange 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 

Eiver at the Indian Territory line. The basin lies between those of 

Arkansas and North Canadian rivers, and is within the arid 'belt. 

From west to east it is 100 miles from the source to the gaging station 

at Garrett, Okla., and 450 miles to its mouth; its extreme width is 

not more than 50 miles; its area is 5,200 square miles.

CIMARRON RIVER NEAR GARRETT, OKLA.

This station was established May 8, 1905. It is located at Strong's 

ranch, about" 3 miles west of Garrett, Okla., 20 miles east of Kenton, 

and 50 miles by stage from Clay ton, N. Mex., the nearest railroad 

station. The station 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 conditions and the bench marks are described 

in Water-Supply Paper No. 173, page 46.
CIMARRON RIVER DRAINAGE BASIN. 37

Discharge measurements of Cimarron River near Garrett, Okla., in 1906.

Date.

April 21. .......

April 22. .......

April 23. .......

June 22.........

June 24. ........

June 25.........

June 26. ........

June 26.... ....

October 25 .....

Hydrographer.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

J. M. Giles. ....................................

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

Wm. A. Lamb ................................

Width.

Feet. 

14

13

12

12

5

11

104

74

76

99

77

74

74

75

78

75

65

65

12

12

22

Area of 

section.

Sq.-ft. 

10

9

8

7

1.8

4.5

573

302

328

401

347

281

268

295

325

292

156

160

7

7

23

Gage 

height.

Feet. 

0.83

.78

.69

.64

.37

.41

8.20

5.05

5.50

6.30

6.00

4.20

4.10

4.65

5.07

4.40

1.87

1.75

.60

.62

1.02

Discharge.

Sec.-ft. 

15

13

10

8

1.8

2.6

1,960

728

870

1,110

974

542

509

622

752

580

109

99

7

8

32

Daily gage height, in feet, of Cimarron River near Garrett, Okla., for 1906.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

1 5

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

0.85

.85

.8

.8

.8

.8

.8

.85

.9

.95

1.0

.95

.95

.95

05

.95

.9

.85

.75

.9

.9

.85

.85

.85

.85

.85

Feb.

0.85

.85

.85

.75

.65

.65

.6

.6

.6

.65

.65

.7

.75

.75

.7

.7

.7

.7

.7

.6

Mar.

0.5

.5

.5

.5

.6

.45

.45

.4

.4

.45

.45

.45

.6

CK

.6

.65

.65

.65

.6

.6

.6

.6

.4

.4

.4

.5

.4

.4

.4

Apr.

0.4

.4

.4

.45

.4

.4

.4

.4

.4

.4

.4

.35

.35

.35

.35

.35

.35

.35

3.35

.9

.85

.65

.6

.55

.55

.55

.55

May.

0.55

.55

.5

.5

.5

.45

.45

.45

.4

.4

.4

.4

.4

.4

.4

.4

.35

.35

.35

.35

.35

.35

4.5

.85

.6

CE

.45

45

.4

June.

0.4

.4

5.6

3.7

1.1

1.0

O

.75

.65

.6

.6

.6

.6

.55

.55

.55

CC

.45

AC.

.4

3.5

Q C

5.95

4.25

1.35

1.1

1.0

July.

0.9

.9

2.72

1.4

1.1

1.0

.9

.9

2.65

2.68

1.78

1.0

1.0

1.0

4.0

1.7

1.6

1.7

1.0

.95

.9

.85

475

3 34

1.6

1.4

1.5

1.0

.9

Aug.

0.85

1.65

1.2

1.1

1.0

.9

.75

.85

1.2

.9

.75

.7

.65

1.6

.65

.6

.6

.85

2.1

1.0

7.09

1.7

1.55

1.5

9 ft

Sept.

0.95

.85

.9

.9

.9

.85

.8

.7

.7

.65 7 fy*

8 9

3.5

9 ^

1 C

1.0

2.0

1.4

1.0

1.0

2.0

a 7.1

2.0

1.7

1.5

Oct.

1.4

1.5

1.0

1.0

.95

.9

.9

.9

.9

1.0

.95

.95

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

Nov.

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

.95

.95

.95

.95

.95

.95

.9

.9

.9

Q

Q

.9

1.0

1.5

1.4

1.1

Dec.

1.0

1.0

1.0

1.0

1.0

1.0

.95

..95

.95

.95

.95

.95

.95

.95

QC

.95

9

9

9

9

9

9

.9

9

.9

9

9

.9

.9

9

.9

a Maximum gage height, 12.0 feet. ,
38 SUBFACE WATER SUPPLY, 1906.

Rating table for Cimarron River near Garrett, Okla.,for 1906.

Gage 

height.

Feet.

0.30

.40

.50

.60

.70

.80

.90

1.00

1.10

1.20

1.30

Discharge.

Sec.-ft.

0.5

2.5

4.8

7.5

10.5

14

19

24

30

38

47

Gage 

height.

Discharge.

Feet. ' Sec.-ft.

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

57

68

79

90

102

114

126

139

152

166

180

Gage 

height.

Feet.

2.50

2.60

2.70

2.80

2.90

3.00

3.20

3.40

3.60

3.80

4.00

Discharge.

Sec.-ft.

195

211

228

245

262

280

316

353

392

434

478

Gage 

height.

Feet.

4.20

4.40

4.60

4.80

5.00

6.00

7.00

8.00

9.00

10.00

/,

Discharge.

Sec.-ft.

524

571

619

669

720

1,020

1,410

1,910

2,510

3,150

NOTE.- The above table is based on discharge measurements made during 1906 and is well defined. 

It has also been applied to 1905 gage heights above 6.0 feet and the monthly discharges as recomputed 

are given below.

Monthly discharge of Cimarron River near Garrett, OJcla.,for 1905-6.

Month.

1905. 

May 7-3 1 ................................................

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

1906.

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

Discharge in second-feet.

Maximum.

3,380 

2,700 

. 159 

1,220 

810 

14 

68 

19

24 

16 

9 

344 

595 

2,210 

656 

1,460 

2,030 

68 

68 

24

2,210

Minimum.

25 

14 

5 

6 

5 

7 

14 

8

12 

7.5 

2.5 

1.5 

1.5 

2.5 

16 

7.5 

9 

19 

19 

19

1.5

Mean.

307

144 

24.5 

142 

88.1 

10.4 

19.7 

15.4

17.4 

10.9 

5,0 

16-0 

23.7 

191 

113 

85.7 

226 

25.6 

26.4 

20.9

63.5

Total in 

acre-feet.

15,200 

8,570 

1,510 

8,730 

5,240 

640 

1,170 

947

42,000

1,070 

605 

307 

952 

1,460 

11,400 

6,950 

5,270 

13,400 

1,570 

1,570 

1,290

45,800

-Supply Paper No. 173. They are

* publication in the 1905 report.

MISCELLANEOUS MEASUREMENTS IN CIMARRON RIVER DRAINAGE

BASIN.

Miscellaneous measurements made on Cimarron River by J. M. Giles in 1906.

Date. '

July 20........

Stream.

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

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

Locality.

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

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

Width.

Feet.

46

46

Area of 

section.

Sq.ft.

82

23

21

Gage 

height.

Feet. 

2.00

1.12

1.10

Discharge.

Sec.-ft. 

263

27

22
SURFACE WATER SUPPLY, 1906. 39

CANADIAN RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN.

Canadian River rises in the mountains of Coif ax County, N. Mex., 

flows southward across Mora and San Miguel counties, then turns 

east and flows across northern Texas, Oklahoma, and Indian Territory, uniting with Arkansas River about 80 miles above Fort Smith, 

Ark.

The drainage area is wooded in the upper portion and in Indian 

Territory, but consists of dry plains in Texas and Oklahoma. There 

are few tributaries, Ute Creek and Mora and Sapello rivers in New 

Mexico being the principal ones. The run-off is very uncertain, varying from extreme floods to practically nothing in a dry season.

CANADIAN RIVER AT CALVIN, IND. T.

This station was established in 1904 by the United States Weather 

Bureau. It is located at the railroad bridge about one-fourth mile 

west of Calvin, Ind. T. The conditions and the bench marks are 

described in Water-Supply Paper No. 173 ; page 58, where are given 

also references to publications that contain data for previous years.

Discharge measurements of Canadian River at Calvin, Ind. T., in 1906.

Date.

March 13 .......

April 27. ......r

May 29. ........

July 9 ..........

July 14.........

July 15.........

July 26.........

Tuly 27.........

October 18 .....

Hydrographer.

E. R. Kerby ................ .................

J. M. Giles ................-..:.................

E. R. Kerby ..................................

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

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

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

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

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

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

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

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

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

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

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

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

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

Width.

Feet. 

240

207

370

95

160

267

115

565

563

700

658

715

420

655

675

685

341

217

230

825

Area of 

section.

Sq.ft. 

281

286

444

112

153

614

1,090

245

93

1,260

1,340

2,120

1,840

2,500

1,230

1,620

1,810

1,840

480

245

306

14,600

Gage 

height.

Feet. 

3.20

3.02

3.40

2.80

2.56

4.80

3.13

2.90

4.35

4.38

5.70

5.28

5.80

3.55

3.90

3.95

3.58

2.52

2.30

2.90

21.00

Discharge.

Sec.-ft. 

678

309

636

200

233

1,640

3,810

357

94

3,750

4,010

10, 200

6,560

14, 400

4,240

6,000

6,240

6,110

1,110

300

724

128,000

i Computed from a slope measurement made using Kutter's formula.
40 SUEPACE WATEE SUPPLY, 1906.

Daily gage height, in feet, of Canadian River at Calvin, Ind. T.,for 1906.

Day.

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

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

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

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

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

6.........:..... 

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

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

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

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

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

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

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

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

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

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

IT. .............. 

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

o 9

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 n

3.0

3.0

2.9

Feb.

2.9

2.8 

2.8

2.7

3.2

2.8 

2.8

2.7

2.8

2.7

2 7

3.0

3

f\

2.9

2.9

2.9

0 Q

3.4

3.7 

3.2

3.0

3.0

2 9

3.6

3.4

3.4

3.2

Mar.

3.1 

3.5 

3.4

3.2

3.0

3.0 

3.1

2.9

2.9

2.9

2.8

2.8

2.8

2 7

2.7

2.6

2.4

0 Q

3.0

2.8 

2.8

2.8

2.8

3.0

3.0

3.3

3.5

3

fi

3.6

3.7

3.6

Apr.

3.0 

2.8 

3.0

5.0

4.7

4 4

4.0

3.6

3

C

4.0

3.6

3.3

3.1

3.0

2 Q

3.0

3.1

3.3

3.1

2.8

2.5

2.5

2.3

2.3

4.8

May.

4.6 

3.9

4.5

1 4.1

3.7

3.2 

3.1

3.1

9 0

3

f\

2 Q

0 0

2.7

2.7

2.6

3.0

3.5 

3.0

2.9

2.8 

2.8

2.8

3.2

3 9

3.3

3.1

4.0

1 3

3.8

3.7

3.2

June.

5.0 

3.6 

3.7

5.3

4.8 

4.6

4.4

4.2

3.8

3.7

3

0

3.1

a

i

3.3

3.8

3.4 

3.8

3.6

3.5 

3.4

3.3

3.2

3.1

3.1

3.0

3.8

July.

3.4 

3.4 

3.2

i 1

3.0 

2.9

2.9

2 9

2 9

2.9

4.1

3.6

4.5

4.5

4.6

3.8 

3.8

4.5

4.6 

4.5

4.1

3.8

5.4

5.5

5.3

4.6

4.5

5.9

5.1

Aug.

4.4 

4.3 

4.0

3.9

4.3

0 "§

5.4

4.6

45

5.6

4.5

4.1

3.7 

3.4

3.6

3.4 

3.1

3.0

2.9

3.2

3.2

3.9

3.8

3.4

3.0

2.9

3.1

Sept.

3.0 

3.0 

2.9

2.8

2.6

3.7

2.S

2.9

2.9

2.8

2.8

11.1

7.4

5.0

4.5

4.1

4.4

4.0

3.9 

3.6

3.3

3.0

2.9

9 Q

2.7

2.9

2.6

2.3

2.3

Oct.

2.0 

2.3 

2.2

2.3

2.1

2.0 

2.0

2.0

2.0

2.0

1 9

1 8

2.1

2.1

2.4

2.8

2.7 

2.5

3.4

3.1

2.8

2.8

2.5

2.3

2.2

2.2

2.1

2.4

2.6

2.4

Nov.

2.6 

2.5 

2.4

2.4

2.4

2.3 

2.2

2.2

2.2

2.2

2.2

2

1

2.1

2.2

2.2

2.1 

2.1

2.1

2.1 

2.1

2.2

2.2

2.2

2.2

2.2

2.3

2.5

2.6

2.7

Dec.

3.9 

3.5 

3.5

4.1

4.4

4.4 

3.6

3.1

3.5

3.5

3.5

3

0

3.1

3 A

3.1

3.0

3.0 

3.0

2.9

3.3 

3.1

3.0

2.9

2.9

2.8

2.8

3.1

3.0

3.0

3.0

0 Q

Daily discharge, in second-feet, of Canadian River at Calvin, Ind. T.,for 1906.

Day.

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

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

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

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

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

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

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

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

10- ..............

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

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

10

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

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

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

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

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

19

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

22..-...-..-..-..

2S.. .............

f)A

<&... ............

26

#7

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

228

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

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

Jan.

275

460

1 830

1,340

880

880

690

475

690

475

275

275

690

690

475

1,830

1,340

1,340

680

680

175

100

300

450

300

300

300

300

175

Feb.

100

100

7t(

100

100

75

100

75

75

75

300

300

200

200

200

200

640

870

450

300

300

200

630

630

450

Mar.

1,200

1 onn

390

390

500

280

280

280

200

200

130

130

100

30

200

390

200

200

200

200

390

390

820

1,200

1,410

1,650

1,410

Apr.

390

200

390

510

4,950

3,800

3,800

2,960

2,140

1,360

1,200

1,360

825

390

275

390

510

510

825

190

50

50

25

25

4, 150

May.

3,500

1,940

9 Qon

675

360

660

390

275

200

130

90

390

390

275

200

200

200

660

1,940

830

360

2,140

830

1,740

1 550

675

June.

4,950

1,360

9t ?nn

6,700

4,140

3.500

2,980

1,740

1,550

830

500

830

1,740

1,740

1,360

1,200

1,000

830

660

510

510

390

390

390

1,740

July.

1,000

1,000

390

390

275

275

275

275

275

2,330

3,210

3,210

3,500

1,740

1,740

3,210

3,500

3,210

2,340

1,740

7,400

8,250

6,650

3,500

3,210

12,500

Aug.

2,750

1 Q4A

9 7<;n

1,940

32,600

12,500

8,820

8,410

14,900

8,400

6,800

3,600

4,500

3,600

2,570

2,250

1,990

2,900

6,000

5,700

3,600

1,990

Sept.

2,250

1 980

1,710

1,280

4,950

1,700

1,980

1,980

1,700

1,700

47,800

11,500

9,400

7,870

9,000

8,250

7,500

7,120

6,100

5,100

3, .500

3,000

1,900

2,800

1,4CO

500

500

Oct.

100

400

400

200

100

100

100

100

100

50

25

175

175

350

625

540

400

1,240

900

625

625

400

340

250

250

200

240

340

470

340

Nov.

460

400

340

340

340

300

240

240

240

240

240

200

200

240

240

240

200

200

200

200

200

240

240

240

240

240

 300

400

470

530

Dec.

2,450

1,600

1 600

3,000

3,950

3,950

1,800

975

1,600

1,600

1,600

1,270

975

850

975

975

850

850

730

1,280

975

850

740

740

630

630

975

850

, 850

850

740

NOTE. These discharges were obtained by the indirect method for shifting channels.
CANADIAN RIVER DRAINAGE BASIN. 41

Monthly discharge of Canadian River at Calvin, Ind. T.,for 1906.

Month.

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

Discharge in second-feet.

Maximum.

1,830 

870 

1,650 

8,200 

3,500 

21, 700 

12,500 

65,700 

47,800 

1,240 

530 

3,950

65,700

Minimum.

100 

75 

30 

25 

90 

390 

275 

1,940 

500 

25 

200 

630

25

Mean.

669 

294 

534 

1,420 

948 

2,310 

2,850 

8,400 

6,080 

336 

280 

1,350

2,130

Total in 

acre-feet.

41,100 

16,300 

32,800 

84,500 

58,300 

137, 000 

175,000 

516,000 

362,000 

20,700 

16,700 

83,000

1,540,000

MORA RIVER AND CANAL AT LA CUEVA, N. MEX.

This station was established August 25, 1903, by M. C. Hinderlider. It is located at the wagon bridge at the village of La Cueva, 

N. Mex., in the Mora land grant, 26 miles directly north of Las 

Vegas. The bridge to which the gage was attached was carried 

away during the flood of September 29, 1904, but the station was 

reestablished April 29, 1905, at the old section, the bridge having 

been replaced. The conditions at the river station and the bench 

marks are described in Water-Supply Paper No. 173, page 60, where 

"are given also references to publications that contain data for previous years.

The conditions at the canal station and the bench mark are 

described in Water-Supply Paper No. 131, page 163.

Discharge measurements of Mora River at La Cueva, N. Mex., in 1906.

Date.

April 17........ 

April 27........

July 19. ........

Hydrographer.

E. Patterson. ................................. 

J. M. Giles.....................................

Width.

Feet. 

24 

23

22

22

16.5

Area of 

section.

Sq.ft. 

30 

37

37

24

13

Gage 

height.

Feet. 

1.27 

1.60

1.55

1.30

.70

Discharge.

Sec.-ft. 

61

no

96

59

11

Daily gage height, in feet, of Mora River at La Cueva, N. Mex., for 1906.

Day.

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

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

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

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

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

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

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

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

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

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

Apr. May.

1.6

1.6

1.6

1.6

1.65

1.8

1.7

1.6

1.6

1.7

June.

1.5

1.6

1.8

1.7

1.6

1.45

1.6

1.5

1.45

1.6

July.

0.6

.7

1.15

1.3

1.3

1.3

1.2

1.7

1.7

1.5

Aug.

1.3

1.2

1.3

1.2

1.35

1.2

1.15

1.2

1.3

1.1

Sept.

0.8

.8

1.2

1.1

.9

.9

.9

.85

.8

.85

Oct.

1.0

1.0

.95

.8

1.2

1.2

1.15

1.05

1.0

1.0

Nov.

1.15

1.1

1.1

1.1

1.05

1.0

1.0

1.0

1.0

Dec.

0.95

1.0

1.0

2.3

1.4

1.15

1.2

1.3

1.2

1.2
42 SURFACE WATER SUPPLY, 1906.

Daily gage height, in feet, of Mora River at La Cueva, N. Hex., for 1906 Continued.

Day.

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

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

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

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

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

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

17.....-....--.-..-....----..

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Apr.

1.2

1.15

1.1

1.4

1.3

1.3

1.5

1.45

1.5

1.6

1.7

1.8

1.75

1.75

1.6

1.6

1.6

May.

1 S

1.8

1.6

1.6

1.8

1.75

1.7

1.65

1.7

1.5

1.5

1.6

1.7

1.6

1.6

June.

1.5

1.5

1.8

1.7

1.5

1.4

1.4

1.2

1.0

1.1

1.1

1.0

1.25

9

.7

.7

.6

.6

.55

July.

1.35

1 3

1.4

1 Q

1.4

1.3

1 <^

1.2

1.25

1.25

1.2

1.15

1.5

1.2

1.4

1.4

1.45

1.3

Aug.

1.0

1.0

.9

.7

.65

.55

.55

KC

.6

1.0

1.0

9

.9

9

.8

.9

.8

.8

.9

.9

Sept.

O oc

.8

0

.7

0

.75

.7

.7

.7

.7

.7

.7

.8

1.2

1.1

1.05

Oct.

1.0

1.0

1.0

1.0

1.0

.95

QC

9

9

.95

QC

.95

1.2

1.15

1.15

1.15

1.1

1.15

Nov.

1.0

1.0

95

.95

.95

9

9

QC

Q

9

1.05

9

9

9

.85

.85

.8

.85

.9

9

Dec.

1.1

0

9

1.0

1.0

.9

1.0

.85

9

.8

.8

.8

.8

.7

.8

.9

« Maximum gage height, 4.4 feet. 

Rating table for Mora River at La Cueva, N. Mex., for 1906.

Gage 

height.

Feet. 

0.55

.60

.70

.80

Discharge.

Sec.-ft. 

4

6

11

17

Gage 

height.

Feet. 

1 0.90

1.00

1.10

1.20

Discharge.

Sec.-ft. 

24

32

40

50

Gage 

height.

- Feet. 

1.30

1.40

1.50

1.60

Discharge.

Sec.-ft. 

61

74

89

106

Gage 

height.

Feet. 

1.70

1.80

2.30

Discharge.

. Sec.-ft.

125

150

300

NOTE. The above table is based on 5 discharge measurements made during 1906 and is well defined. 

Monthly discharge of Mora River at La Cueva, N. Mex., for 1906.

Discharge in second-feet.

April 13-30 ..............................................

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

Maximum.

150

150

150

125

68

74

50

45

300

Minimum.

40

89

4

6

4

6

17

17

11

Mean.

93.4

117

71.6

65.4

30.2

22.2

34.5

28.4

39.4

acre-feet.

3,330

7,190

4,260

4,020

1,860

1,320

2,120

1,690

2,420

28,200

Total in

NOTE. Values are rated as follows: April to July, excellent; August to December, good. 

Discharge measurements of Mora canal at La Cueva, N. Mex., in 1906.

Date.

April 27........ 

May 25. ........

September 26...

Hydrographer.

J. M. Giles.....................................

Wm. A. Lamb ................................

Width.

Feet. 

8.5 

8

6.5

Area of 

section.

Sq.ft. 

9.2 

9.2

6.4

Gage 

height.

Feet. 

' 1.20 

1.15

.93

Discharge.

Sec.-ft. 

14 

14

5.0
CANADIAN RIVER DRAINAGE BASIN. 43

Daily gage height, in feet, of Mora canal at La Cueva, N. Hex., for 1906.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Apr.

::::::::

........

........

........

1.1

1.2

1.2

.85

1.0

1 i

May.

1.2

1.1

1.1

1.15

1.2

.95

1.2

1.3

1.35

1.2

1.1

1.15

1.1

1.1

1.3

1.4

1.3

1.2

1.0

1.2

1.1

1.4

1.4

June.

1.4

1 0

1 1

1.2

1.2

1.35

1.2

1.3

1 9*;

1 o

1.25

1.2

1.2

1.2

1.2

1.25

1.3

1.3

1.3

1.3

1.0

9

July.

1.0

1.0

1.1

1.25

1.25

1.2

.85

.8

.8

Aug.

0.75

1.2

.95

.95

1.1

1.0

1.1

1.15

1.1

g

.8

.7

.65

1.0

1.0

1.2

1.2

1.0

.8

 .8

.8

.7

1.2

1.2

.9

Sept.

1.2

1.05

1.1

.6

.55

.7

.6

2

.6

1.0

1.0

1.1

1 2

1.1

1.15

1.05

.95

.85

9

9

.7

.4

Oct.

6.2

.4

1.2

.8

1.0

9

.8

" '

Nov. Dec.

........

::::::::

1.0

.6

.9

.8

1.0

1.0

.8

.9

.8

NOTE. Water was turned out on the days when the gage was not read.

Rating table for Mora canal at La Cueva, N. Mex.,for 1906.

Gage 

height.

Feet. 

0.20

.30

.40

.50

Discharge.

Sec.-ft. 

0.4

.6

1.0

1.4

Gage 

height.

Feet. 

0.60

.70

.80

.90

Discharge.

Sec.-ft. 

2:0

2.6

3.5

4.6

Gage 

height.

Feet. 

1.00

1.10

1.20

1.30

Discharge.

Sec.-ft. 

G. 4

9.8

15

21

Gage 

height.

Feet. 

1.40

Discharge.

Sec.-ft. 

27

NOTE. The above table is based on 3 discharge measurements made during 1906 and is not well 

defined.

Monthly discharge of Mora canal at La Cueva, N. Mex.,for 1906.

Month.

April (9 days) .............. .... ... ... ... ..........

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

July (14 days) ...........................................

Discharge in second-feet.

Maximum.

21 

27 

27 

18 

15 

15 

15 

6.4

Minimum.

4.0 

5.5 

4.6 

2.6 

2.3 

.4 

.4 

2.0

Mean.

11.6 

15.5

18.2 

8.0 

7.6 

5.5 

4.2 

4.5

Total in 

acre-feet.

207 

953 

1,080 

222 

467 

305 

100 

80

3,420

NOTE. Values are rated as approximate.
44 SURFACE WATER SUPPLY, 1906.

SAPELLO RIVER AT LOS ALAMOS, N. MEX.

This station was established August 22, 1903, for the purpose of 

determining the amount of water available for diversion into the San 

Guijuela reservoir for the Las Vegas project. It is located at a ford 

crossing Sapello River at a point about one-fourth mile due north 

from Los Alamos, N. Mex., which is about 13 miles north of Las 

Vegas. The conditions at the station and the bench marks are 

described in Water-Supply Paper No. 173, page 63, where are given 

also references to publications that contain data for previous years.

Discharge measurements of Sapello River at Los Alamos, N. Mex., in 1906.

Date.

April 16........

April 17........

April 27........

May 25.... ......

July 19.........

July 20.........

September 25...

Hydrographer.

J.M.Giles.....................................

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

J. M. Giles. ....................................

J. M. Giles. ....................................

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

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

Win. A. Lamb. ......:........................

Width.

Feet. 

12

32

54

54

28

27

28

20

8

Area of 

section.

Sq.ft.

28

32

33

22

16

19

8

2.4

Gage 

height.

Feet. 

0.83

1.35

1.40

1.40

.60

.40

.55

- .05

- .20

Discharge.

Sec.-ft. 

17

60

60

71

41

21

30

5

2.1

Daily gage height, in feet, of Sapello River at Los Alamos, N. Mex., for 1906.

Day.

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

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

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

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

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

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

9

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

0.50 

.60

.65

.70

.85

.95

1.15

1.35

1.35

1.35

1.40

1.55

1.45

1.35

1.00

1.00

1.15

1.15

.95

.95

.95

90

.90

.90

.90

.95

.90

.90

.90

.90

.90

Feb.

0 90 

90

80

80

80

80

80

80

80

80

80

80

80

80

80

85

80

80

80

80

80

80

80

80

80

80

80

80

Mar.

0.70 

.70

.70

.70

.70

.70

.70

.70

.70

.70

.70

.70

.70

.80

.80

.80

.80

.80

.80

.80

.80sfi

.80

80

.80

90

.90

1.10

1.15

1.15

111

Apr.

1.15 

1.15

1.20

1.15

1.15

1.15

2.05

1.20

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.25

1.35

1.30

1.50

1.35

1.30

1.35

1.35

1.30

1.30

1.35

1.35

1.40

1.35

1.35

May.

1.35 

1.40

1.50

1.45

1.55

1.40

1.55

1.40

1.40

1.80

1.65

1.35

1.15

1.05

.95

.90

.80

.90

.85

1.05

.85

.75

.70

.75

.65

.60

.60

.55

.45

.55

.55

June.

0.55 

1.15

.90

.85

.75

.65

.60

.65

.55

.55

.55

.55

1.05

.90

.40

.35

.25

.15

.10

.10

0

0

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

July.

o.'io"

.15

.10

.15

.25

.15

.45

.30

.15

.10

.10

1.00

.50

.40

.70

.40

.30

.40

.45

.30

.30

.30

.25

- .10

.25

.20

.20

1.10

.45

.30

Aug.

0.25 

.25

.25

.30

.30

.30

.30

.20

.20

.15

.10

.10

.00

.00

- .10

- .10

- .10

+ .10

- .05

- .10

- .10

- .18

.28

.15

.10

.00

- .08

- .10

- .08

- .10

- .10

Sept.

-0.10 

- .10

+ .40

.40

.25

.20

ns

- .08

- .08

- .10

- .10

.10

- .10

.20

- .18

.20

- .18

- .18

- .22

- .20

- .20

- .12

- .15

- .20

- .20

+ .15

.75

.35

.20

.02

Oct.

-0.15 

- .15

- .12

- .08

- .05

- .10

- .12

- .12

+ .20

.12

.22

.20

.20

.18

.25

.25

.15

.20

.20

.18

.10

.15

.12

.20

.18

.18

.20

.25

.25

.25

Nov.

0.28 

.32

.32

.28

.22

.20

.28

.28

.20

.22

.22

.20

.22

.18

.20

.22

.22

.25

.20

.20

.20

.20

.20

.20

.20

.22

.26

.20

.20

.20

Dec.

0.32

Q9

1 flfl

3.70

2.65

2.30

2.35

1.45

1.05

.95

1.00

.85

.55

.62

.60

.52

.68

.72

.50

.52

.55

.62

.48

.50

.50

.48

.50

.48

.48

.50

.45
CANADIAN RIVER DRAINAGE BASIN. 45

UTE CREEK NEAR LOGAN, N. MEX.

This station was established August 12, 1904, and was discontinued June 30, 1906. It was located about 7 miles northwest of 

Logan, N. Mex., and about 4 miles above the mouth of Ute Creek, 

near the old Martinez house. The conditions at the station and the 

bench marks are described in Water-Supply Paper No. 173, page 64, 

where are given also references to publications that contain data for 

previous years.

Discharge measurements of Ute Creek near Logan, N. Mex., in 1906.

Date.

March 12.......

April 13........

Hydrographer.

J. M. Giles. ....................................

E. Patterson. .................................

Width.

Feet. 

1 

1.2

Area of 

section.

Sq.ft. 

0.2

.08

Gage 

height.

Feet. 

0.75

.71

Discharge.

Sec.-ft.

.02

Daily gage height, in feet, of Ute Creek near Logan, N. Mex., for 1906.

Day.

1

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

4 ..........

5 .

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

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

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

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

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

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

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

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

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

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

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

Jan.

0.9

q

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.2

1.2

1.2

1.2 

1.2

Feb.

0.9

q

q

.9

q

.9

q

0

.9

.9

9

1.0

1.0 

.9

Mar.

0.8

.5

.5

.5

.5

.5

.5

.5

.5 

.5

Apr.

0.4

.4

.4

.8

.8

.8

.8

.8

.6

.6

.6

.6

.6

May.

0.8

.7

.6

.6

.6

.6

.6

.0

.6

.6

.6

1.1

1.1

1.0

.9

Q

June.

0.8

.6

4.4

2.1

1.9

1.0

1.0

.9

.8

.8

.8

.7

.7 

.6

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

1.2

1.1

1.1

1.0

1.0

1.0

.9-.9

.9

.9

.9

.9

.9

.9

.9

Feb.

0 9

9

9

9

8

8

8

8

8

8

8

8

Mar.

0.5

.5

.5

.5

.5

.5

.5

.5

.5

.4

.4

.4

.4

Apr.

0.6

.6

1.4

1.2

1.2

1.2

1.0

1.0

.8

.8

.8

.8

.8

.8

May.

0 8

.6

.6

.6

.6

1.45

2.1

1.9

1.0

Q

.9

.9

.9

.8

.8

June.

0.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

NOTE. Owing to the fragmentary discharge data, daily discharges have not been computed. The 

creek was probably dry on days when the gage height was less than 0.6 foot.

NORTH FORK OP CANADIAN RIVER NEAR WOODWARD, OKLA.

This station was established September 13, 1903, and was discontinued June 30, 1906. It was located 7 miles east of Woodward, at 

the railroad bridge. The conditions at the station and the bench 

marks are described in Water-Supply Paper No. 173, page 67, where 

are given also references to publications that contain data for previous 

years.

Discharge measurements of North Fork of Canadian River near Woodward, Qkla., in 1906.

Date.

March 13.......

April 26........

May 30.........

Hydrographer.

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

J.M.Giles.....................................

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

J.M.Giles.....................................

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

Width.

Feet. 

71

64

152

141

112

72

62

Area of 

section.

8q'*»

44

158

134

102

111

81

Gage 

height.

Feet. 

2.60

2.50

2.75

2.85

2.65

2.65

2.50

Discharge.

Sec.-ft. 

104

53

210

181

147

155

108
46 SUKPACE WATER SUPPLY,, 1906.

Daily gage height, in feet, of North Fork of Canadian River near Woodward, Okla., for

1906.

Day.

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

2

3 ......

4 .... .....

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

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

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

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

9 ........ .

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

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

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

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

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

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

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

Jan.

2.6

2.7

2.7

2.7

2.7 

2.8

2.7

'"I 9 7

2.5

2.6

2.8

2

Q

0 Q

2.8

Feb.

2.6

2.6

2.6

2.6

2.6

2.7

2.6

2.5

2.4

9 ^

2.7

2.6

? 6

2.6

2.6

2.6

Mar.

2.7

2.6

2.6

2.6

2.6 

2.7

2.6

2.8

2.8

2.8

2.8

2.6

?fl

2.6

2.8

2.8

Apr.

2.8

2.8

2.8

2.8 

2.8

2.8

9 o

2.7

2.7

2.7

2.7

2.7

2.6

2.6

May.

2.8

2.9

2.8

2.8

2.8

2.6

2.6

2.5

2.5

2.5

2.5

2.4

2.5

2.5

June.

2.6

2.7

2.9

2 9

2.8 

2.8

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.5

2.7

2.7

Day.

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

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

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

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

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

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

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

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

25

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

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

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

29

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

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

Jan.

2.8

2.7

2.7

2.7

2.6 

2.6

2.6

2.6

2.7

2.7

2.6

2.6

2. 7

2.7

Feb.

9 Q

2.9

3.0

3.0

2.9

2.8

2.8

2.8

2.8

2.8

2.8

2.7

Mar.

9 Q

2.9

2.9

3.1

2.8 

2.8

2.8

2.8

2.8

2.8

2.8

3.0

2.9

3.0

2.9

Apr.

2.6

2.7

2.7

2.8

2.8 

2.8

2.7

2.7

2.8

2.7

2.6

2.5

2.5

3.0

May.

9 ^

3.3

3.3

3.1

3.0

2.8

9 Q

2.9

2.9

3.0

2.9

2.8

2.7

2.7

2.6

June.

2.6

2.7

2.6

2 5

2.5

2.5

2.5

3.2

3.2

2.7

2.7

-.0

Daily discharge, in second-feet, of North Fork of Canadian River near Woodward, Okta.,

for 1906.

Day.

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

2

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

4. .........

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

87

115

115

115

120

115

115

62

62

87

120

120

120

120

Feb.

100

mn

100

100

100

130

100

74

52

74

130

100

100

100

100

100

Mar.

116

88

88

88

82

108

C9

140

140

128

73

53

73

128

154

Apr.

195

195

195

180

180

180

162

162

128

128

138

138

138

107

107

114

May.

205

246

205

205

205

132

134

104

104

104

104

78

104

104

June.

138

174

255

255

213

213

138

138

138

138

138

140

140

108

175

175

Day.

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

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

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

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

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

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

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

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

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

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

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

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

29..-.--.....

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

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

Jan.

120

120

120

120

92

92

92

92

120

120

120

92

92

120

120

Feb.

209

209

250

240

198

160

160

160

160

148

148

116

Mar.

192

192

222

314

182

208

208

208

230

230

230

322

254

300

254

Apr.

114

145

145

192

192

192

154

164

203

164

130

100

100

290

May.

106

450

450

350

300

210

253

253

253

302

255

213

174

174

138

June.

140

175

140

108

108

108

108

140

400

400

175

175

140

NOTE. These discharges were obtained by the indirect method for shifting channels. 

Monthly discharge of North Fork of Canadian River near Woodward,. Okla., for 1906.

Month.

Discharge in second-feet.

Maximum.

120 

250 

322 

290 

450 

400

Minimum.

62 

52 

53 

100

78 

108

Mean.

108 

133 

169- 

158 

200 

170

Total in 

acre-feet.

6,640 

7,390 

10,400 

9,400 

12, 300 

10,100

56,200

NOTE. Values are rated as fair.

NORTH FORK OF CANADIAN RIVER NEAR ELRENO, OKLA.

This station was established October 27, 1902, by W. G. Russell, at 

the highway bridge 2 miles north of Elreno, Okla. The conditions* 

at this station and the bench marks are described in Water-Supply
CANADIAN EIVEK DKAINAGE BASIN. 47

Paper No. 173, page 69, where are given also references to publications that contain data for previous years.

Discharge measurements of North Fork of Canadian River near Elreno, Okla., in 1906.

Date.

January 8 ------

February 6. . . . . 

March 13.......

April 18........

April 26........

July 13... ......

July 25. ........

August 27..---.

October 17

November 7

Hydrographer.

E. R. Kerby. ..................................

J. M. Giles. . ...................................

E. R. Kerby. .................................. 

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

J. M. Giles. ....................................

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

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

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

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

J. M. Giles. ....................................

J. M. Giles. ....................................

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

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

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

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

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

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

J. M. Giles. ....................................

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

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

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

Width.

Feet. 

90 

53

89

65 

80

88

105

104

104

100

94

95

104

103

95

95

96

105

111

112

117

114

110

103 

109

104

104

108

Area of 

section.

Sq.ft. 

107 

76

97

81 

99

88

155

116

120

111

103

99

155

136

117

84

99

299

376

511

639

522

353

154 

349

175

181

227

Gage 

height.

Feet. 

2.75 

2.50

2.70

2.65 

2.70

2.66

3.55

3.15

3.12

3.02

2.85

2.75

3.40

3.14

2.90

2.70

2.89

4.85

5.52

6.85

8.08

6.98,

5.59

3.50 

5.40

3.50

3.65

4.25

Discharge.

Sec.-ft. 

144 

122

112

109

117

103

316

213

203

180

142

132

246

211

150

110

147

626

854

1,620

2,280

1,310

820

289 

790

283

309

470

Daily gage height, in feet, of North Fork of Canadian Rixer near Elreno, Okla., for 1906.

Day.

3

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

8..-.---.-----.-

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

2.6

2.7

2.7

2. 7

2.7

2.6

2.7

2.5

2.5

2.5

2.5

9 fi

97

2.7

2.7

2.9

3.0

3.0

3.0

3.0

2.9

2.9

2.8

2.8

2.7

2.7

2.7

2.7

2 7

2.7

2 7

Feb.

2.8

2.8

2.8

2.8

9 Q

2.6

2.6

2.8

2.8

2.7

2.6

2.6

2.6

2.7

2.7

2.7

3.0

2.9

3.1

2.9

2.8

2.9

2.6

2.6

2.7

2.8

Mar.

2.7

2.6

2.6

2.6

2.6

2.4

2.4

2.3

2.4

2.5

2.5

2.6

2.6

2.7

2.7

2.7

2.5

2.5

2.6

2.6

2.6

2.5

2.5

9 f.

2.8

3.0

3.1

0 1

3.2

3.2

Apr.

3.4

3.4

3.5

3.7

4.1

4.0

3.9

3.8

3.6

3.6

3.6

3.5

3.4

3.4

3.3

3.3

3.4

3.1

3.0

3.0

3.0

3.0

2.9

2.9

3.0

o n

3.0

9 Q

2.9

2.9

May.

2.9

3.0

3.4

3.6

3.8

3.8

3.5

3.2

3.0

3.0

2.8

2.8

2.8

2.8

2.9

2.8

2.8

2.7

2.7

2.7

2.7

4.2

4.2

4.1

3.6

3.4

0 1

3.1

June.

3.0

3.0

2.9

2.9

2.9

2.9

3.0

3.3

3.0

3.0

2.8

2.8

2.8

2.8

2.7

2.7

2.8

2.7

2.6

2.6

2.6

2.6

2.6

9 c:

9 Z

9 c;

9 %

3.0

3.8

July.

3.6

3.0

2.9

2.8

9 7

2.9

2.9

3.0

3.4

3.1

3.0

7.5

4.8

7.1

6.1

5.6

5.1

4.8

4.6

4.3

4.3

c 9

4.1

C Q

6.0

5 9

5.9

Aug.

5.6

5.6

5.4

5.2

4.9

4.8

4.6

6.0

5.4

5.4

8.7

5.6

5.1

4.9

4.7

4.3

3.9

4.2

3.9

3.7

3.5

3.5

0 C

3.5

3 5

0 C

3.6

^ fi

3.6

3.6

Sept.

3.6

3.5

3.4

3.4

3.3

3.2

3.3

3.6

3.8

3.9

4.0

4.0

4.0

4.5

4.8

4.3

3.5

3.6

3.5

0 C

6.0

f. A

5 2

5.0

4. 9

4.6

4 2

4.0

3.9

Oct.

3.9

3.8

3.6

3.6

3.5

3.4

3.4

3.3

3.3

3.3

3.2

3.2

3.0

3.3

3.4

3.5

3.7

3.7

3.7

3.8

3.8

3.9

4 0

4.3

4 5

4.7

4 5

4.4

4 4

4 0

Nov.

3.8

3.7

3.6

3.6

3.6

3.6

3.6

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.4

3.4

3.4

3.4

3.4

3.4

0 0

4 Q

5.0

5.6

Dec.

5.4

5.8

6.8

6.7

6.3

5.8

5.6

5.3

4.9

4.8

4.8

4.7

4.6

4.5

4.6

4.6

4.4

4.4

4.3

4.3

4.3

4.3

4.2

A 9

4.2

4.2

4.2

4.2
48 SURFACE WATER SUPPLY, 1906.

Rating table for North Fork of Canadian River near Elreno, OHa.,for 1906.

Gage 

height.

Feet.

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

DisSec.-ft.

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

Discharge.

Sec. -ft.

280

302

325

348

371

395

419

444

469

494

520

547

Gage 

height.

Feet.

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

Discnarge.

Sec.-ft.

574

602

631

660

690

725

760

795

830

870

910

950

Gage 

height.

Feet.

5.90

6.00

6.20

6.40

6.60

6.80

7.00

7.20

7.40

Discharge.

Sec.-ft.

990

1,030

1,115

1,205

1,300

1,400

1,510

1,630

1,750

NOTE. The above table is based on 28 discharge measurements made during 1906 and is well defined 

Monthly discharge of North Fork of Canadian River near Elreno, Okla.,for 1906.

Month.

Discharge in second-feet.

Maximum.

175 

195 

215 

419 

444 

348 

1,810 

2,530 

1,030 

574 

870 

1,400

2,530

Minimum.

90 

105 

63 

156 

121 

90 

121 

280 

-_215

258 

444

63

Mean.

128 

131 

119 

243 

225 

149 

603 

599 

420 

341 

340 

642

328

Total in 

acre-feet.

7,870 

7,280 

7,320 

14,500 

13,800 

8,870 

37, 100 

36,800 

25,000 

21,000 

20,200 

39,500

239,000

NOTE. Values are rated as good. , _ ,_ , , /-/ ,

, / <5 ", ; - /''"- " 'V ;

MISCELLANEOUS MEASUREMENTS IN CANADIAN RIVER DRAINAGE

BASIN.

Miscellaneous measurements made in Canadian River drainage basin by J. M. Giles in

1906.

Date. Stream. Locality. Area of 

section.

Sq.ft. 

120

7

Discharge.

Sec.-ft. 

iwi

7.4
SURFACE WATER SUPPLY, 1906. 49

RED RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN.

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 boundaiy 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 

run-off being flood water after heavy rains. The flow ceases entirely 

in the late summer and fall in ordinary dry years. The drainage area 

consists of dry, semiarid 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 the 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 is very unreliable, 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.

3690 IER 209 07 4
50 SURFACE WATER SUPPLY, 1906.

RED RIVER AT ARTHUR CITY, TEX.

This station was established January 1, 1905. The United States 

Weather Bureau had maintained a gaging station at this point since 

1891. The conditions at the station and the bench marks are 

described in Water-Supply Paper No. 173, page 72.

Discharge measurements of Red River at Arthur City, Tex., in 1905-6.

Date.

1905. 

/ March 17.......

4- March 18.......

1906. 

May 6..........

May 6. .........

May 7..........

May 10.........

May 12.........

May 14.........

June 21. ........

June 22. ........

Hydrographer.

H. H. Fox. . ...................................

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

H. H. Fox .....................................

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

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

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

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

.....do....:....................................

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

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

T. U. Taylor..................................

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

Width.

Feet. 

290

Area of 

section.

Sq.ft. 

2,000

3,830

Gage 

height.

Feet. 

7.6

11.0

20.0

19.0

18.1

17.0

15.9

14.0

13.2

11.2

9.0

9.7

9.4

Discharge.

Sec.-ft. 

4,200

40, 800

37,000

32,000

01 AAA

17,500

9,000

7,040

7,000

6,000

Daily gage height, in feet, of Red River at Arthur City, Tex.,for 1906.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

22. ------ ....... .

23.--.-...-...-..

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

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

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

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

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

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

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

Jan.

8.5

8.2

9 0

9.4

9.2

9.2

11.0

11.5

11.5

11.2

10.0

9.8

7.8

7.5

7.0

6 9

6.7

6.7

6.7

6.7

6.3

6.3

13.3

13.7

9.2

9.0

8.8

8.2

8.2

8.2

Feb.

8.2

8.1

8.1

6.6

6.3

8.4

8.4

8.0

7.6

7.3

7.0

7.0

15.0

13.2

12.4

12.0

11.4

11.0

10.7

10.0

9.7

9.2

9.2

11.5

10.0

10.0

8.0

Mar.

7.6

7.2

11.3

10.9

9.2

8.7

0.0

8.7

8.5

8.3

7.1

6.8

6.8

6.8

6.5

6.5

fi P;

8.9

9 3

9.3

8.2

7.8

8.2

11.6

10.1

8.2

7.8

Apr.

7.8

7.8

7 S

7.8

7.2

8.0

8.0

18.0

14.0

12.8

11.5

9.2

11.8

12.0

12.0

11.8

11.8

Q n

9.0

12.0

11.8

10.5

9.6

9 0

8.0

8.0

9.8

9.6

May.

15.5

25 0

26.0

23.0

ICO

18.2

15.8

14.2

13.2

U O

9.5

9.0

17.7

19.0

17.0

15.0

14.0

11.45

11.3

11.1

11.05

10.9

15.4

14.7

12.78

10.3

June.

7.1

9.95

10.1

11.15

14.05

18.4

18.95

18.8

16 4

14.4

13.5

13.05

11,7

10.9

10.35

9.55

9.9

9 0

8.65

9.8

9.15

8.65

8.3

8.25

8.55

8.0

7.85

7.4

July.

7.5

9.8

9 7

9.5

9.0

8.6

8.0

7.7

7.3

7.7

7.4

9.3

12.0

11.2

10.3

9.5

9.3

9.0

9 7

8.5

9.2

9.0

8.8

12.8

11.2

10.5

13.0

12.3

12.5

14.6

11.7

Aug.

14.6

12.4

11.5

11.0

10.5

10.0

10.6

11.2

17.5

17.2

23.0

22.5

22.0

22.5

20.3

19.5

15.7

14.0

12.7

11.9

10.9

10.3

9.8

9.5

9.2

9.7

9.8

9.2

9.0

Sept.

8.8

8.6

9 5

9.4

14.5

13.5

13.2

13.2

14.2

13.0

11.6

12.5

13.3

15.5

16.5

16.6

16.8

16.4

15.6

15.4

17.0

15.0

13.6

11.9

11.4

11.3

11.5

10.7

10.4

Oct.

10.0

9.6

9.4

9.0

8.7

8.4

8.0

8.0

8.0

7.8

7.6

7.4

7.4

7.3

7.9

8.3

8.4

9.0

13.8

13.2

11.8

10.7

10.1

9.8

9.4

9.4

9.6

9.0

8.5

8.1

8.0

Nov.

8.0

- 8.0

7.7

7.5

7.4

7.2

7.2

7.2

7.1

7.1

7.0

7.0

7.0

6.9

6 9

6.9

6.9

7.0

7.0

6.9

7.0

6.8

6.8

6.8

6.8

6.8

6.8

6.7

Dec.

6.V

6.7

6.6

8.0

11.3

11.4

10.6

10.0

9 7

9.6

9.2

9.0

8.9

8.8

9.0

9.6

9.8

9.7 9.4"

9.2

9.0

8.8

8.5

8.0

8.0

7.9

7.8

7.7

7.6

7.5
BED RIVER DRAINAGE BASIN. 51

Rating table for Red River at Arthur City, Tex.,for 1906.a

. 

Gage 

height.

Feet.

6.30

6.40

6.50

6.60

6.70

6.80

6.90

7.00

7.10

7.20

7.30

7.40

7.50

7.60

7.70

Discharge.

Sec.-ft.

2,200

2,290

2,380

2,480

2,580

2,680

2,790

2,900

3,010

3,120

3,240

3,360

3,480

3,610

3,740

Gage 

height.

Feet.

7.80

7.90

8.00

8.10

8.20

8.30

8.40

8.50

8.60

8.70

8.80

8.90

9.00

9.20

Discharge.

Sec.-ft.

3,870

4,010

4,150

4,300

4,450

4,600

4,760

4,920

5,080

5,240

5,410

5,580

5,750

6,090

Gage 

height.

Feet.

9.40

9.60

9.80

10.00

10.20

10.40

10.60

10.80

11.00

11.20

11.40

11.60

11.80

12.00

Discharge.

Sec.-ft.

6,450

6,810

7,170

7,550

7,940

8,340

8,750

9,170

9,600

10,040

10, 490

10,950

11,420

11,900

Gage 

height.

Feet.

13.00

14.00

15.00

16.00

"17.00

l&'OO

19.00

, 20.00

 21.00

i 22:00

23.00

24.00

25.00

26.00

Discharge.

Sec.-ft.

14,600.,

17,650 .

21,050

24,800

28, J ((T

32,750

37,000

41, 400.

45,900

50,500

55,200

60,'000

6~4>9.00

69,900k

a The Weather Bureau has kept a record of gage heights at this station since 1891, and the above table 

 would give the approximate discharge if applied to them. The measurements of 1905 do not plot consistently with those of 1906, indicating a change of conditions from year to year. The Weather Bureau 

re-cords indicate that the river stage has been as low as 2.1 feet twice since 1891.

NOTE. The above table is based on discharge measurements made during 1905-6 and is fairly defined 

between gage heights 8.0 feet and 20.0 feet. Below 8.0 feet it is only approximate.

Monthly discharge of Red River at Arthur City, Tex.,for 1906. 

[Drainage area, 40,200 square miles.]

Month.

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

Discharge in second-feet.

Maximum.

16,700 

21,000 

11,900 

32,800 

69,900 

36,800 

19,600 

55,200 

28, 700 

17, 000 

4,150 

10,500

69,900

Minimum.

2,200 

2,200 

2, 380 

3,120 

4,920 

3,010 

3,240 

5,750 

5,080 

3,240 

2,580 

2,480

2,200

Mean.

5, 970 

6, 940 

5,350 

9,430 

21,000 

11,400 

7,780 

20,600 

16, 100 

6.190 

3,030 

5,710

9,960

Total in 

acre-feet.

367, 000 

385,000 

329,000 

561, 000 

1,290/000 

678, 000 

478,000 

1,270,000 

958, 000 

381,000' 

180,000 

351,000

7r2-30, 000

Run-off.

Sec.-ft. per Depth in 

sq. mile. ' inches.

0.149

.173 

.133 

.235 

.522 

.284 

.194 

.512 

.400 

.154 

.075 

.142

.248

0.17 

.18 

.15 

.26 

.60 

.32 

.22 

.59 

.45 

.18 

.08 

.16

 3.34

NOTE. Values are rated as fair. 

4 NORTH FORK OF RED RIVER NEAR GRANITE, OKLA.

This station was established June 23, 1903, by Fred Bonstedt. 

It is located at the highway bridge 2 miles east and one-half mile 

north of Granite, Okla. The Chicago, Rock Island and Pacific 

Railway -crosses the river near this point. The conditions at the 

'station and the bench marks are described in Water-Supply Paper

jNo. 173, page 73, where are given also references to publications that

(Contain data for previous years.
52 SUBFACE WATEB SUPPLY, 1906.

Discharge measurements of North Fork of Red River near Granite, Okla., in 1906

Date.

March 22. ......

/I April 11........

April 24........

May 14. ........

May 16". ........

May 16. ........

May 22. ........

May 23 .........

ic May 24.........

June 20........

June 27........

June 27........

July if.........

July 17. ........

July 19.........

" July23. ........

4 ..July 29.........

AnailQt 90

October 18..... 

i -^October 19.....

' ' Dficember 26

Hydrographer.

E . R . Kerby . ..................................

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

J. M. Giles. ....................................

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

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

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

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

J. M. Giles. ....................................

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

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

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

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

J. M. Giles. ....................................

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

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

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

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

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

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

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

J. M. Giles. ....................................

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

G. H. Hutchins ............................... 

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

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

.....do........:.....-.....---.-.-----....--....

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

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

Width.

Feet. 

55

37

49

AO

25

19

17

91

86

69

74

24

27

108

49

94

553

37

49

44

45

67

58

48

38

52

190

123

124

13

149

325

203

228

370

420

142

248

174

242

91

17

175

108

390

76

130

76

540

421

144 

146

179

176

198

138

261

262

125

Area of 

section.

Sq.ft.

35

38

45

37

14.5

7.9

8.0

79

85

67

45

13

20

97

83

24

48

1,530

85

119

26

33

35

35

56

55

41

34

32

168

97

71

6

166

135

280

130

84

319

455

73

174

188

144

216

66

11

124

64

404

142

115

31

1,350

752

354 

363

267

266

182

135

218

533

95

Gage 

height.

Feet. 

6.15

5.90

5.95

6.00

6.20

5.95

5.55

5.53

5.55

6.15

6.39

6.40

6.30

5.88

6.05

6.58

6.53

6.11

6.35

V ' 8. 70

6.5S

6.58

6.10

6.05

6.23

6.20

6.40

6.35

6.20

6.10

6.14

6.82

6.50

6.35

5.79

6.90

6.85

7.28

6.62

6.60

7.55

7.80

6.60

7.02

6.95

6.75

- 7.35

6.30

5.75

6.75

6.62

6.30

7.58

6.45

6.40

6.28 $-,.>; 9.90

8.20

6.70 

6.55

6.45

6.30

6.48

6.60

6.90

7.56

7.00

Discharge.

Sec.-ft. 

64

38

46

73

10

8

8

114

174

70

15

26

151

27

63

4,550

162

275

40

44

60

55

97

87

58

46

47

404

211

128

7

362

383

732

251

127

1,020

1,530

119

523

448

332

623

133

13

252

202

93

l,ltO

147

123

1

6,901

2,920

827 

72(1

41(1

267

272

412

1,410

121
RED RIVER DRAINAGE BASIN. 53 

ly gage height, in feet, of North Fork of Red River near Granite, Olcla., for 1906.

Day.

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

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

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

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

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

6 . ..

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

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

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

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

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

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

15. .

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

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

19

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

2'1..... ............

2:2...............

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

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

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

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

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

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

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

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

Jan.

6.05

6.05

6.15

6.4

6.2

6.2

6. 1

6.1

6.15

6.05

6.3

6 2

6.1

6.1

6.1

6.05

5.75

5.9

5.9

5.95

5.9

5.95

6.0

Feb.

6.0

5.95

C Q

5.85

5 9

5.8

5.8

5.8

5 9

5.9

6.0

6.35

6.5

6.3

6.15

6.1

6.05

6.1

6.0

5.9

5.9

K Q

5.8

Mar.

5.7

5.7

5.55

5.6

5.55

5.5

5.55

5.6

5.5

5.45

5.35

5.5

5.6

5 4

5.6

5.8

6.0

6.0

6.0

6.15

6.2

6". 4

Apr.

6.20

6.0

6.0

7.0

7.0

7.1

6.8

6.85

6.7

6.4

6.2

6.5

6.7

6.4

6.2

6.1

6.1

6.0

6. 15

6.4

6.7

6 4

6.2

6.1

6.0

6.15

May.

6.1

6.85

6.6

6.4

6.3

6.2

6.15

6.15

6.1

6.1

6.0

6.0

5.95

5.9

6.0

6.35

6.5

6 4

6.35

6.2

6.1

8.0

7.1

6.5

6.25

6.2

6.15

June.

6.0

6.6

6.6

6.6

7.05

6.3

6.1

6.05

6.05

6.05

6.05

6.1

6.25

6.25

6.5

6.45

6.25

6.2

6.35

6.15

6.15

7 9

6.5

6.25

6.2

July.

6.1

6 1

6.0

6.0

5.9

5.8

5.85

7.7

6 9

7.3

7.6

8.0

6.7

7.9

7.25

6.75

6.55

6.6

7.0

6.75

6.3

6.25

6.3

6.25

6.2

7.95

7.0

6.75

Aug.

 

6.55

6.5

6.4

6.25

6.8

7.3

6.75

6.9

6.5

8.0

7.6

7.45

7.25

6.6

6.3

6.25

6. 15

6.25

6.0

5.95

5.95

5.95

5.95

5.95

5.7

6.85

6.85

6.45

6.5

6.4

Sept.

6.4

6.35

6.3

7.58

7.05

6.9

6.8

6.6

6.65

6.55

6.45

6.4

6.4

6.45

6.55

8.5

7.9

7.95

7.9

7.0

6.85

6.7

7.05

6.6

6.45

6.4

6.4

6.4

6.4

Oct.

6.4

6.35

6.3

6.2

6.3

6.3

6.3

6.3

6.3

6.4

6.35

6.25

6.25

7.2

9.9

7.75

7.2

6.8

6.55

6.5

6.45

6.45

6.8

6.6

6.55

6.4

6.4

6.35

6.3

6.28

6.2

Nov.

6.15

6.15

6.15

6.35

6.4

6.45

6.5

6.45

6.6

6.55

6.5

6.45

6.5

6.5

6.5

6.5

6.5

6.5

6.55

6.55

6.55

6.65

6.9

7.35

7.55

7.3

7.25

7.35

Dec.

7.5

7.85

7.85

7.5

7.45

7.15

6.8

6.8

6.8

6.8

7.05

7.05

7.15

7.2

6.9

6.9

6.8

7.2

7.15

7.05

6.9

7.05

7.0

7.0

6.95

7.0

7.0

7.0

7.1

7.0

NOTE. Gage heights were estimated September 16 to 30. 

Daily discharge, in second-feet, of North Fork of Red River near Granite, Okla., for 1906.

Day.

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

9

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

I A. ..........

&...............

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

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

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

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

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

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

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

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

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

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

17

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

1&. ..............

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

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

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

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

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

25..-.-.-........

Oft

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

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

OQ

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

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

Jan.

52

53

65

73

113

73

58

73

58

58

65

64

52

82

73

58

58

CO

58

58

52

47

22

22

38

OQ

43

38

38

43

47

Feb.

46

46

38

32

20

32

22

22

22

32

32

44

101

142

91

65

CO

11

Q1

58

44

37

37

V7

26

26

ofi

Mar.

18

18

2

13

10

13

10

10

7

10

10

13

7

4

1

7

10

13

2

12

8

14

28

46

46

46

58

65

73

113

Apr.

12535-

35

500

500

340

370

260

175

162

114

200

260

175

125

103

103

85

115

175

260

120

96

60

38

27

20

20

32

May.

35

365

200

90

70

52

43

43

34

34

21

21

18

15

23

102

140

140

120

95

52

 62

52

2,600

2,350

920

140

100

73

61

50

Juno.

91

165

275

315

275

560

140

86

40

40

40

40

40

44

73

73

160

140

75

87

43

2V

47

46

2.350 '211

128

67

53

July.

63

63

43

43

34

24

8

15

1^350

1,260

385

735

1,110

2-, 48ft286

*,-250

700

310

218

240

450

310

55

45

45

55

45

40

lj-820

450

310

Aug.

120

nn

65

40

355

750

330

415

195

1,920

1,180

950

700

86

132

120

95

120

6i

50

56

50

50

56

|. 132

285

285

172

185

159

Sept.

125

110

90

1,180

550

420

350

240

250

180

145

125

125

145

180

3,000

1,600

1,700

1,600

460

400

300

580

250

250

150

130

125

90

60

Oct.

60

45

33

15

33

33

33

33

33

60

45

23

23

900

7,000

1,950

1,180

875

775

650

220

220

355

272

254

300

400

380

420

415

385

Nov.

113

113

113

190

207

226

245

226

327

287

267

247

227

247

247

247

247

247

247

247

265

287

287

307

440

1,250

1,420

1,220

1,180

1,250

Dec.

1,360

2,250

2,250

1,150

900

725

400

225

225

225

225

450

450

375

425

170

170

100

450

385

300

170

140

125

125

75

125

125

125

175

125

NOTE. These discharges were obtained by the indirect method for shifting channels.
54 SURFACE WATER SUPPLY, 1906.

Monthly discharge of North Fork of Red River near Granite, Okla.,for 1906.

Month.

February.... ...

March ...

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

May....

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

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

Discharge in second-feet.

Maximum.

113 

142 

113 

555 

2.600 

2,350 -2-.-480 

1,920 

3,000 

TrOOO 

1-.420 

2,250

7,000

Minimum.

22 

20 

1 

20

15 

23 8" 

5 

60 

15 

113 

75

1

Mean.

55.8 

46.4 

22.3 

173 

262 

191

 m. .

297 

497 

562 

414 

468

290

Total in 

acre-feet.

3,430 

2,580 

1, 370 

10, 300 

16,100 

11,400 

/ 3QJQO 

18,300 

29, 600, 

34,60ir 

24,600 

28,800

211,000

NORTH FORK OF RED RIVER NEAR HEADRICK, OKLA.

This station was established July 17, 1905. It is located at the 

Navajo dam "site, about 4 miles northeast of Headrick and 8 miles 

west of Mountain Park, Okla. The conditions at the station and the 

bench marks are described in Water-Supply Paper No. 173, page 76.

Discharge measurements of North Fork of Red River near Headrick, Okla., in 1906.

Date.

February 16. ..

February 20. . .

i^MarchS.......

March 10. .....

March 16. .....

March 19. .....

March 20. .....

r.> March 24. ... ..

March 27. .....

April 10.......

April 13.. ....

April 15.......

& " April 22.......

^-j-MaylO........

* -Mavl6........

May 19........

t > May 22 ........

May 25 .. . .

May 25........

May 26.......

-t--'May26........

May 28........

June 18........

7^7 une 20. .......

June 22 ........

July7.........

July 18........

 o c July 21........

July 22........

Aueust 4 ......

Ilydrographer.

E. R. Kerby.... ...............................

J. M. Giles.....................................

E. R. Kerby. ..................................

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

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

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

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

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

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

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

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

J. M. Giles.....................................

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

E. K. Kerby................... ............... .

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

J. M. Giles.....................................

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

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

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

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

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

J. M. Giles .....................................

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

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

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

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

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

Wm. A. Lamb .................................

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

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

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

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

Width.

Feet.

77

75

75

54

54

75

40

82

80

40

35

35

20

40

40

52

110

98

105

100

223

80

150

104

84

260

260

259

179

169

110

75

130

155

150

140 

130

56

155

230

130

69

68

Area of 

section.

Sq.ft. 

182

170

182

74

74

182

40

198

138

38

27

26

28

25

37

43

223

158

199

122

609

149

553

414

112

871

821

775

557

527

330

294

294

309

256

151 

341

48

400

756

370

226

221

Gage 

height.

Feet. 

2.55

2.35 2.a5

2.35

2.35

2.35

2.25

2.90

2.50

2.10

2.07

2.05

2.10

2.10

2.10'

2.30

3.28

2.90

3.10

2.80

4.55

2.75

4.30

3.37

3.10

5.27

5.07

4.92

4.34

4.23

3.45

3,10

3.30

3.44

3.30

2.85 

3.30

2.56

3.97

4.85

3.73

2.95

2.95

Discharge.

Sec.-ft. 

143

78

89

91

90

90

* 286

136

42

34

32

31

34

39

72

379

178

283

230

1,600

102

1,320

301

182

4,720

3,930

3,220

1,44*0

1, 350

349

206

307

465

385

179 

317

73

686

2,080

693

173

173
RED RIVER DRAINAGE BASIN. 55

Discharge measurements of North Fork of Red River near Headrick, Okla., in

1906 Continued.

Date.

October 12.....

October 17. ....

December 2

Hydrographer.

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

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

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

J. M. Giles.....................................

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

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

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

G. II. Hutchins ................................

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

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

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

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

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

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

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

Width.

Feet. 

215

260

170

110

216

188

195

164

240

160

90

95

70

148

120

94

97

109

106

192

251

160

Area of 

section.

Sq.ft. 

574

866

191

96

347

259

264

304

878

471

257

220

80

496

257

157

144

140

100

479

728

240

Gage 

height.

Feet. 

4.66

5.32

2.90

2.50

3.53

3.20

3.22

3.45

3.95

2.75

2.70

2.65

3.92

3.40

3.25

3.15

3.24

3.2-0

4.31

5.16

3.68

Discharge.

Sec. -ft. 

1,610

2, 700- -5"

113

484

313

345 /

424

4; 200

953

133

96 '1 -

91

1,280

490

320 253- '"

220

164

1,270

4,350 418 - '"

Daily gage height, in feet, .of North Fork of Red River near Headrick, Okla., for 1906.

Day.

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

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

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

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

7............... 8............:..

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

2.6

2.6

2.6

2.6

2.8

2.7

2.7

2.7

2.7

2.6

2.6

2.5

2.5

2.5

2.6

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.4-

2.4

2.4

2 4

2.4

Feb.

9 a

2.4

2.4

2.4

2.4

2.3

2.3

2.3

2 2

2.2

2.2

9 9

2.2

2.2

2.9

2.7

2.6

2.5

2.5

2.6

2.6

2.4

2.4

2.3

2.3

2.2

Mar.

2.2

9 1

9 1

21

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.0

2.0

2.0

2.0

2.0

2.0

2.1

2.1

2.1

2 1

2.1

2.3

2.3

2.3

2.3

2.3

Apr.

2.5

2.4

2.3

2.9

5.1

4.5

4.1

3.8

3.3

3.3

3.0

2.9

2.8

3.5

3.0

3.0

2.8

2.7

2.7

2.7

2.7

3.05

2.9

2.7

2.6

2.5

9 ^

2.6

4.3

May.

3.6

4.6

3.6

3.6

3.5

3.0

2.9

2.9

2.8

2.7

2.7

2.6

2.6

5.6

4.2

3.7

3.6

3.6

3.3

3.1

3.2

3.2

4.3

4.25

3.9

3.4

3.1

3.0

3.0

June.

3.0

3.2

4.55

4.0

4.4

4.0

3.5

3.2

3.0

3.0

3.0

2 9

2.8

2.8

3.1

3.1

4.2

Q C

3.3

3.0

3.0

2.8

2.7

3.5

4.0

5.0

3.7

3.2

3.1

July.

3.1

2.8

2.7

2.6

9 ^

2.5

2.5

2. 5

2.5

5.0

4.5

4.8

4.8

4.4

3.5

,3.5

4.0

3.6

3.4

3.3

4.8

3.5

3.2

3.1

3.0

2.9

3.0

3.0

4.6

4.4

3.6

Aug.

3.6

3.0

3.0

3.0

3.0

3.0

4.9

4.8

3.5

5.3

5.3

4.0

3.9

3.4

3.1

3.0

2.9

2.8

2.7

2.7

2.6

2.4

2.4

2.0

2.0

2.0

4.9

3.8

3.4

3.2

3.0

Sept.

3.0

2.9

3.1

3.2

4.9

3.8

3.5

2.3

2.5

2.7

2.7

2.6

2.7

3.4

3.5

5.2

4.9

5.0

5.0

4.8

3.5

3.7

4.0

3.4

3.3

3.4

3.2

2.9

2.8

Oct.

2.8

2.8

2.7

2.7

2.7

2.72

2.70

2.70

2.70

2.68

2.62

2.61

2.60

3.28

5.58

4.30

3.98

3.88

3.55

3.55

3.42

3.42

3.38

3.65

3.45

3.40

3.30

3.25

3.22

3.18

3.15

Nov.

3.15

3.15

3.18

3.20

3.20

3.18

3.22

3.35

3.55

3.42

3.32

3.22

3.20

3.20

3.15

3.18

3.15

3.15

3.15

3.15

3.10

3.25

3.29

3.40

3.90

4.34

4.40

4.55

5.05

Dec.

4.80

5.00

4.68

4.60

4.28

4.10

3.95

3.90

3.90

3.88

3.80

3.80

3.88

3.80

3.80

3.75

3.75

3.70

3.70

3.70

3.70

3.70

3.58

3.60

3.60

3.68

3.75

3.75

3.70
56 SUEFACE WATEE SUPPLY, 1906.

Daily discharge, in second-feet, of North Fork of Red River near Headrick, Olda.,for 1906.

Day.

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

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

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

4.... ........ .

5...............

6............. .

7...............

g

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20. ..............

21...............

22... ............

23...............

24...............

25

26...............

27...............

28. ..............

29...............

30. ..............

31...............

Jan. 

 

160

160

160

160

160

235

195

195

195

195

160

160

130

130

130

160

130

130

130

125

125

120

120

90

90

90

90

90

90

Feb.

91

92

93

94

95

70

70

70

47

47

47

47

47

47

47

277

198

160

135

135

160

160

100

100

70

70

47

47

Mar.

47

47

40

40

40

40

38

36

36

36

34

34

34

34

32

32

32

31

31

34

35

36

37

38

39

39

70

70

70

70

Apr.

110

90

70

225

4,080

1,900

1,160

755

400

400

290

260

230

510

290

290

230

210

210

210

210

305

225

160

130

130

115

115

1,480

May.

600

1,680

600

600

520

260

170

170

130

90

90

90

60

60

1,350

380

600

600

380

280

326

320

1,320

1,250

380

260

220

220

June.

170

260

2,040

1,000

1,680

1,000

465

260

170

170

170

170

160

160

480

1,250

335

235

235

160

160

140

1,000

3,620

685

330

280

July.

220

120

95

80

70

70

70

70

70

3,620

IrWO

2,000

1, 680

410

71*

47ft.

315

2,000

390

240

200

160

130

160

160

1^240

460

Aug.

510

190

190

190

190

190

2,990

1.850

440

2,680

2r680

836

740

386

280

245

180

180

130

95

95

20

20

20

2,000

700

380

220

Sept.

220

190

255

295

2,700

755

465

70

80

120

120

120

380

460

2,650

3,000

3,000

2,430

460

610

980

340

395

295

185

Oct.

135

135

100

100

100

100

100

100

100

90

80

65

65

470

Sr980

VS80

1,370"

1,220

680

680

520

520

460

820

545

480

390

335

250

Nov.

260

260

270

290

290

270

300

390

560

435

375

290

290

-. 270

135

135

305

390

2,700

1 380

1,430

1,480

*? 1 RT\

Dec.

4,350

3, 840

2,840

2,540

1,530

1,040

760

680

6£<Q

670

ccn

575

em

440

440

440

440

440

300

240

360

430

490

490

400

NOTE. Daily discharges obtained by indirect method for shifting channels.

Monthly discharge of North Fork of Red River near Headrick, Okla.,for 1906.

Month.

July.....................................................

Discharge in second -feet.

Maximum.

235 

277 

70 

4,080 

6. 450 

3, 620 

3,620 

2,-99O 

3,660 

5,980 

3,160 

4,350

6,460

Minimum.

90 

47 

31 

70 

60 

140 

70 

20 

70 

65 

110 

240

20

Mean.

140 

95.1 

42.0 

497

 - "m ~i

610 

COT . 635- 

833 

599 692- 

979

542

Total in 

acre-feet.

8,610 

5,280 

2,580 

29,600 

49,660 

36,300 

42,960 

38,400 

49,600 

SfrQQO 3%30G

60,200

394;000
RED EIVEE DEAINAGE BASIN. 

ELM FORK OF RED RIVER NEAR MANGTJM, OKLA.

57'

This station was established April 12, 1905. It is located on the 

highway bridge about 4 miles north of Mangum, Okla. The conditions at the station and the bench marks are described in WaterSupply Paper No. 173, page 79.

Discharge measurements of Elm Fork of Red River near Mangum, Okla., in 1906.

Date.

January 12 . . . . .

X4tarch27....... 

 kpril 11 ........

April 12 ........

Mayo..........

May 22.........

May 24.........

May 24. ........

June 18. ........

June 20. ........

June 26. ........

June 26. ........

June 27. ........

July 11 .........

July 17 .........

July 19.........

Julv 23 .........

August 28......

August 29......

' September 19. . .

Octobers......

October 19.....

October 29 . . . . .

Hydrographer.

E.R. Kerby..... ............................. - 

.....do.........................................

J. M. Giles.....................................

E. II. Kerby...................................

....-do..........---.........-.-...-.-..-..-.-..

-.-..do............-.-...-.--..-...--.---..-...-

..---do.........-...........-.....--.---..-..-.-

J. M. Giles. ....................................

E. R. Kerby................................... 

J. M. Giles. . ........--........-..-...-..-.-.-..

Wm. A. Lamb. ................................ 

..... do.......... -............---..-.-.--..-... -

..... do.......... ..---....---..---.....---.---. -

... ..do............ -.-.....-......--..-..-.-.---

J.M. Giles.....................................

..... do............................ -.--..-. -----

..... do............ -.--.....-..---.-...--.--...-

.... .do .........................................

. ....do. ...........----..-.-.--..-..------. -----

.. ...do. ........-..-----.--..-.-------.--. ------

..... do................................ -.-.-..- -

... ..do.............. --...--...-.-...--- --....--

..... do.................................. ----..-

J. M. Giles.....................................

.....do............----..---..-..-.--..-.-.----.

--...do.........-.....-...------.-.-......-....-

.... .do .....-......---.....---.-.---.--..-.---.-

..... do... --._.-...-.---....-......---- --..---.-

..... do............... ......................... -

.....do...........----.--.----.---.--.---------.

. ....do. ....................... .................

.....do..........-..--.-....-...--.--.--.--..-..

.....do..........-.----..----.---.--.--..--.-...

.. ...do. ........ ...-.--....-.--..-...----.---.--

..... do.................................. .......

.... .do .........................................

.....do...................'...---.-.--..-.--.....

.....do..............-......-.--.-.--..-.-......

.. ...do...................... .................. .

.... .do ...........----......---..,---...-----....

..... do........................ ......... ........

..... do............ -.-.....----..-.----.--.---. -

.....do...................-..-.-...-------..--..

.....do.........................................

.....do........-.....-.....-.---.-.---.....-....

.....do.........................................

..... .do .........................................

.....do..--..-...-.---.-..-..--.-----.--.---....

G. H. Hutcliins ...............................

Width.

Feet. 

58 

50

40

50

65

30

30

30

31

32 

62

61 

49

54

50

324

176

106

66

133

350

340

220

158

80

85

183

105

100

. 80

90

259

222

116

55

157

' 135

105

135

90

320

218

117

77

66

135

90

135

97

86

87

320

172

116

224

173 137-

204

97

Area of 

section.

Sq.ft. 

27 

21

18

23

31

13

11

13

13

14 

27

27 

22

30

22

1,180

444

134

37

175

1,510

1,180

511

199

71

66

384

80

95

47

71

587

480

84

27

166

81

40

49

61

733

424

110

59

on

68

27

208'

56

41

150

79

155

71

212

97

Gage 

height.

Feet. 

2.35 

2.25

2.32

2.25

2.45

2.25

2.25

2.25

2.25

2.27 

2.50

2.45 

2.32

2.44

2.31

5.38

4.42

3.25

2.56

3.38

6.80

6.00

4.64

3.50

2.80

2.83

4.50

2.78

2.91

2.60

2.72

4.92

4.58

2.82

2.40

3.20

2.80

2.60

2.65

2.70

5.18

4.38

3.10

2.75

2.60

2.82

2.78

3.60

2.70

K. QK

3.15

2.90

3.32

2.90

3.58

3.20

Discharge.

Sec.-ft. 

23 

19

22

25

34

14

12

14

12

17 

32

37

22

38

21

1,930

1,080

249

38

333

3 980

2,660

1,190

335

95

110

892

114

136

53

88

1,380

1,080

111

24

135

53

58

71

1,830

905

75

48

78

69

1^7

384

89

57

115

979

271

96

441

156
58 SUEFACE WATER SUPPLY,, 1906.

Daily gage height, in feet, of Elm Fork of Red River near Mangum, Okla.,for 1906.

Day.

1

2...............

3...............

c

6--....--....-..

8...............

9...............

13...............

14...............

16...............

18...............

19

20...............

21...............

23...............

24...............

26...............

27....... ........

28...............

29...............

30...............

31...............

Jan.

2.4

2.4

2.4

2.5

2.4

2.4

2.4

2.3

2.3

2.3

2.3

2.4

2.4

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.2

2.3

2.3

2.3

2.3

2.3

Feb.

2.3

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.4

2.4

2.4

2.4

2.3

2.3

2.4

2.4

2.3

2.3

2.2

2.2

2.2

2.2

2.2

Mar.

2.2

2.2

2.2

2.2-

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

9 9

2.2

2.2

2.2

2.2

2.3

2.3

2.3

2.3

2.2

Apr.

2.2

2.2

2.2

3.4

3.0

3.1

2.7

2.6

2.4

4.2

2.6

2.5

2.4

2.4

2.4

2.5

2.5

9 ^

2.4

2.4

2.3

2.3

2.3

2.2

2.3

May.

5.2

2.8

2.5

2.6

2.4

2.4

2.4

2.4

2.3

2.3

2.3

2.3

2.3

5.2

3.0

2.6

2.6

3.0

2.6

3.4

5.0

C -I

3.2

2.9

2.8

2.1

2.8

2.1

June.

2.5

4.0

3.6

3.5

3.0

2.8

2.7

2.5

2.5

2.6

2.8

2.6

4.45

3.1

2.7

3.0

2.5

2.5

9 ^

2.5

2.4

9 4

5.9

3.0

2.6

2.5

July.

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.6

q c

2.6

4.0

3.0

3.6

3.9

2.9

2.6

5.35

3.5

2.7

2.6

2.5

2.5

2.5

5.1

4.5

3.3

2.9

Aug.

2.7

2.6

2.6

2.9

5.3

4 9

2.9

5.05

4.6

-6T3

3.1

2.9

2.8

2.7

2.7

2.7

2.7

2.7

2.6

2.6

2.6

2.6

2.6

5.0

4.5

3.0

2.7

2.6

Sept.

2.6

2.8

2.6

4.7

3.7

3.0

2.7

2.7

2.7

9 7

2.6

2.8

2.6

2.6

4.0

3.1 7 9"

4.0

3.2

3.1

3.2

3.3

2.9

2.8

2.8

2.9

2.7

2.8

Oct.

2.8

2.7

2.5

2.6

2.7

2.7

2.7

2.7

2.6

2.5

5.5

6.3

/ 2.4

3.3

3.2

3.1

0 A

3.1

2.9

2.9

2 9

2.9

Nov.

2.9

2.9

2.9

9 Q

2.9

2.9

4.35

3.3

3.0

2.9

2.9

9 9

2.9

2.9

2.8

2.8

2.9

2.8

3.6

3 9

3.0

2.3

3 9

3.1

3.0

4.5

4.1

Dec.

4.'

3 (

3.i

3.

3.f

3.,

3.,

q

q

3.

3.

3.

3.

3.

q

3.

3

3

3

Daily discharge, in second feet, of Elm Fork of Red River near Mangum, Okla.,for 1906.-

Day.

2...............

3...............

4... ............

6...............

7. ..............

10...............

11...............

12.........;.....

14...............

16.....-'.........

17...............

18...............

19

20...............

21...............

22...............

23...............

24..----...---...

25....-..-.-.....

26...............

27.. .............

28...............

29...............

30...............

31................

Jan.

25

25

25

30

25

25

25

21

21

21

21

25

21

21

21

21

21

21

21

18

21

21

21

Feb.

27

22

22

22

22

22

22

22

22

22

22

30

9Q

26

20

20

18

16

14

14

14

14

14

14

Mar.

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

13

12

19

12

17

17

17

17

17

Apr.

17

17

17

1,320

2,720

340

150

180

78

48

32

37

48

48

32

26

32

32

32

26

22

20

20

20

18

20

18

May.

1,730

96

48

33

63

33

33

33

21

21

91

91

21

1,730

150

90

00

47

150

97

10

Q7

10

June.

45

700

335

95

77

45

60

AC

60

45

96

160

40

40

40

40

oc

25

i fui

60

4c

45

July.

25

25

25

25

25

25

25

75

380

7AA

200

460

165

75

50

1,900

400

103

103

40

Of)

OA

1 060

110

Aug.

70

48

48

48

110

1,430

1,150

197

i ^3

110

88

68

68

68

68

68

50

50

50

48

48

1,520

1 060

60

48

Sept.

90

50

1,240

47^

68

68

68

68

88

CA

700

165. <Y" irftft '

TW

' 700

200

165

200

235

110

90

90

110

70

on

Oct.

85

59

32

q9

59

CQ

38

38

19

19

3r 180

6

qrA

215

91 n

160

91 ^

91 n

160

n ^

I I K

It c

115 i-i e

115

Nov.

115

115

115

115 IIP:

1,080

260

145

n

r

115

115

115

90

QA

115

115

QA

DO

445-

7-0&"

145

12

215

175

175

145 i 99n

C7A.

Dec.

870

1,300

700

600

COA

44^

380

qcn

qoA

315

qi c

315

215

215

210

210

210

210

157

157

157

1 ^7

15 *

i *\f\

OCA

NOTE. These discharges were obtained by the indirect method for shifting channels.
RED RIVER DRAINAGE BASIN. 59

Monthly discharge of Elm Fork of Red River near Mangum, Okla., for 1906.

Month.

July...................... ...........

..................

............i.-ta....

. ...... :4r.-f.;.....

....../.e.p.'J.^....

, . *" " 

........ 1 7.?,.-....

/ > ;

.........«.<??.....

........Z-J&lr.... .......//;',«.....

Discharge in second-feet.

Maximum.

30 

32 

17 

2,720 

1,730 

2,580 

1,-900 

S,-l 0 

6,180 

3,180 

1,220 

1,300

67 180

Minimum.

18 

14 

12 

17 

10 

25 

25 

48 

50 

6 

12 

155

6

Mean.

22.2 

20.6 

14.2 

269 

324 

255 

281 

438 

414 

274 

248 

366

239

Total in 

acre-feet.

1,360 

1,140 

873 

12,400 

19,900 

15, 200 

17,360 

26,600 

24^60(1 

16,800 

14,800 

22,500

174,000

ELK CREEK NEAR HOBART, OKLA.

This station was established as a regular gaging station September 

22, 1904. It is located at the highway bridge about 7 miles south of 

Hobart, Okla. The conditions and the bench marks are described in 

Water-Supply Paper No. 173, page 82, where are given also references 

to publications that contain data for previous years.

Discharge measurements of Elk Creek near Hobart, Okla., in 1903-1906.

Date.

1903.

October 22.....

1904.

1905.

April 13........

April 26.... ....

May 23.........

May 31 .........

May 31.........

July 7... .......

July 12.........

July 26. ........

1906.

February 24. ...

Hydrographer.

E. R. Kerby........ ........................... 

.....do.........................................

.....do.........................................

E. R. Kerby...................................

.....do.........................................

E. R. Kerby. ..................................

hE. R. Kerby...................................

J. M. Giles. . ...................................

J. M. Giles. . ......I............................

.....do.........................................

.....do.........................................

E. R. Kerby. ..................................

J . M . Giles. ....................................

.....do.............-..--..--..-.---.-------....

E. R. Kerby...........-...-..--..--.---..--...

.....do........ --..--.------.------..---------.-

.... .do ......................... .". ..............

.....do.........................................

J. M. Giles. ....................................

..... do........ ...................... .......... .

.....do..... ...... ............... ..............

.....do.........................................

J. M. Giles. ....................................

E. R. Kerby...................... .............

Width.

Feet.

6.4

7.3

16

16

20

21

17

33

33

17

16

16

14

14

14

17

16

18

15

11

11

15

16

16

16

Area of 

section.

Sq.ft.

2.9

4.3

14

33

9.5

75

31

21

151

148

11

11

10

11

8

8

13

8

13

7

4.2

4.2

13

14

12

9.6

9.0

10

Gage 

height.

Feet.

0.90

.95

2.00

2.90

2.30

5.60

3.76

3.00

8.65

8.57

2.50

2.50

2.52

2.55

2.25

2.30

2.65

2.30

2.25

2.20

2.10

2.20

2.50

2.50

2.60

2.50

2.50

2.50

Discharge.

Sec.-ft. 

14.3

16.6 

18.0

17.0

48

947

22

1.8

3.0

10

33

23

200

68

39

403

398

24

21

20

21

12

13

25

13

11

11

6

6

18

17

17

13.2

13

10
60 SUEFACE WATEE SUPPLY, 1906.

Discharge measurements of Elk Creek near Hobart, Okla., in 1903-1906 Continued.

Date.

1906. 

March 21.......

April 11 .......

April 16........

April 23.. ......

May 7 .........

May 15 ........

May 21 ........

July 12.........

July20... --....

October 16.....

Hydrographor.

J. M. Giles ....................................

E. R. Kerby . . ................................

E. C. Murphv : ................................

.....do.........................................

.....do.........................................

.....do........................... .............

.....do.........................................

.....do.........................................

.....do. ........................................

J. M. Giles .....................................

.....do.........................................

.....do.........................................

.....do.........................................

.....do.........................................

.....do.........................................

.....do.........................................

Width.

Feet. 

16

17

20.5

1 ft

20

16

16

00

16

16

KO

42

16

16

18

16

21

Area of 

section.

Sq.ft. 

10

13

15.6

16

17

36

10

104

12

Q

7.6

499

377

27

11

13

38

110

99

Gage 

height.

Feet. 

2.55

2.70

3.03

2.95

3.05

3 7^

2.57

6.95

2.68

2.45

2.32

15.49

13.61

3.19

2.30

9 71

6.78

2.70

Discharge.

Sec.-ft. 

12

20

26

32

32

65

91

19

26

1 Q

1,210

916

41

28

18

67

OK

Daily gage height, in feet, of Elk Creek near Hobart, Okla., for 1906.

Day.

1...............

2

3

4...............

6

 j

9...............

11...............

12...............

13...............

14...............

15...............

16...............

18.. .............

19...............

20...............

22...............

23...............

24...............

25...............

26...............

27...............

28-..--.--.......

29..---.-........

30...............

31...............

Jan.

2.6

2.6

2.6

2.6

9 7

2.6

9 fi

2.5

2.5

2.6

2.6

2.6

2.6

2.6

2.6

9 ft

2.6

2.6

O fi

2.5

2.5

2.5

2.5

9,

2.5

9 ^

2.4

2.5

2.4

Feb.

2.5

2.5

2.5

2.4

2.3

2.3

2.3

2.4

2.4

2.5

2.5

2.5

2.5

2.5

2.5

9 ^

2.5

2.5

9 ^

9 r:

9 ^

2.5

9 ^

2.5

2.5

2.5

2.5

9 ^

Mar.

2.5

2.6

2.6

2.6

2.6

2.6

2.6

2.5

2.5

2.5

2.5

2.6

2.6

2.6

2.6

2.5

2.5

2.7

2.7

2.6

2

K

2.6

2.7

2.7

2.7

2.6

2.6

9 fi

2.7

2.6

2.6

Apr.

2.6

2.6

2.6

4.45

8.1

4 4

3.5

3.5

3.3

3.0

2.9

2.8

4.3

3.3

3.0

2.9

2.9

2.8

9 Q

9 Q

3.3

3.1

2.8

2.7

2.7

2.7

9 7

2.6

4.7

May.

3.3

5.0

3.6

2.9

2.8

2.7

2.6

2.7

2.7

2.7

2.7

2.7

2.6

9 1

O 1

2.8

2.6

2.6

9 ^

2.5

3.3

2.9

2.8

2.5

2.5

2.4

June.

2.4

3.4

4.4

4.1

5.3

4.4

2.8

2.7

2.6

2.5

2.6

2.8

2.7

3.3

9 7

9 ^

2.5

2.4

9 Q

2.3

9 9

2.3

8.3

9 3

12.3

K Q

3.3

July.

3.0

2.9

2.6

2.6

2.6

2.6

2.6

2.5

2.5

11.4

14.1

6.8

5.1

3.6

Q 4

3.4

3.4

3.4

9 A

3.4

3.0

3.0

3.0

4.1

A 9

3.0

2.9

2.8

Aug.

2.8

2.8

2.7

2.8

3 9

5 1

3.4

2.9

2.8

2.8

9 7

9 7

2.6

2.5

2.5

2.5

2.5

9 9

2.3

2.3

2.3

4 9

3 2

9 Q

9 7

2.4

2.2

Sept.

3.3

3.5

3.5

3.4

3.2

9 ^

2.5

9 ^

2.7

3.0

0 A

Q A

3.6

4 0

q 1

3.8

3.8

5 9

4 1

0 Q

q 7

Q 9

q f\

2

0

2.8

Oct.

2.8

2.8

2.8

2.8

2.8

2.7

2.7

2.7

9 ^

2.5

2 4

4.6

6.3

5 ft

K 1

4.6

3.6

2.9

2.9

3 n

3 0

Q n

o n

2.9

9 Q

9 ft

2

0

2.8

2.8

Nov.

2.8

2.8

2.8

2.8

2

O

9 ft

9 ft

9 7

2.7

2 7

9 7

9 fi

O £1

2.7

9 7

2.7

2.7

2.7

2.7

2

O

9 0

^ n

Q ft

4 0

4.0

6.1

fi 9

7.4

8.2

Dec.

8.2

8.0

5.8

^ n

4.3

4.3

4.3

4.3

4.3

4.2

4.0

4.0

4.0

3 Q

3.9

3.8

q o

3

0

3.6

3.6

3.6

3.6

3.6

3 ^

3 C

O K

3

e
RED EIVER DRAINAGE BASIN. 61

Daily discharge, in second-feet, of Elk Creek near Hobart, Okla.,for 1904-

Day.

2

3. ...... .-......-

4................

1.. ..............

3................

9................

10................

11................

10

14................

15................

Sept. Oct.

0

2

2

2

2

2

2

2

2

2

2

2

2

6

8

Nov.

3

3

3

3

3

3

3

3

3

3

4

6

7

8

8

Dec.

14

14

14

14

8

8

8

10

10

12

14

14

14

16

16

14

Day.

17................

18. ...............

19................

20................

21................

22 ...............

23................

24................

25................

26. ...............

27................

28................

29................

30................

31................

1

Sept.

2

3

3

3

3

2

-r2,

2

Oct.

3

3

2

2

£- "2

2

2

2

2

2

2

2

2

Nov.

8

8

8

T"8

10

12

12

12

12

12

12

14

14

Dec.

14

14

16

16

16

18

18

16

16

16

16

16

16

16

16

Daily discharge, in second-feet, of Elk Creek near Hobart, Okla.,for 1905-6.

Day.

1905.

1906.

Jan.

16

16

16

16

16

16

16

16

16

16

21

21

21

21

21

21

21

21

A

21

21

21

18

18

18

18

18

18

18

16

16

19

19

19

19

22

19

19

19

16

16

18

18

18

18

18

Feb.

16

16

16

16

16

16

16

16

16

ID

16

16

16

16

16

16

18

18

18

" 18

18

18

103

51

36

18

18

14

12

12

12

10

8

Q

o

9

9

11

11

11 ' 11

11

11

Mar.

14

14

14

14

16

233

103

39

29

23

18

16

16

]6

14

21

33

284

200

103

56

36

23

18

16

16

16

14

14

12

14

10

12

13

13

13

13

13

10

10

10

10

13

13

13

13

Apr.

14

14

18

18

18

18

16

14

14

352

56

36

23

23

21

19

17

21

21

/ 19

17

17

19

219

925

369

63

39

30

50

16

16

16

97

244

369

90

45

45

36

25

22

21

88

43

May.

42

24

19

19

17

15

15

17

17

46

17

21

17

39

24

39

15

15

13

13

91

75

27

19

19

275

1,330

2,440

2,100

233

470

45

' 13559

30

26

23

21

23

23

23

23

23

20

17

460

Juno.

644

160

91

97

86

91

86

405

115

91

75

53

57

53

53

50

50

42

42

39

39

39

36

36

33

33

33

30

30

30

18

55

109

91

160

109

38

30

27

24

21

24

30

27

51

July.

30

30

30

27

27

24

24

27

30

75

43

33

29

26

21

18

18

16

16

16

14

97

80

51

53

19

16

13

11

11

11

36

32

22

22

22

22

22

19

19

240

699

1.020-

261

146

60

Aug.

11

13 * 13

11

11

11

13

13

13

11

11

11

11

378

942

166

51

47

33

29

23

19

16

16

13

13

13

11

11

11

11

34

34

30

34

37

84

146

59

37

37

34

34

30

30

27

Sept.

11

11

13

11

11

11

11

23

560

275

75

36

29

26

23

19

19

19

13

13

13

13

11

11

11

11

11

11

11

11

48

57

57

52

44

36

19

19

19

19

25

36

52

52

62

Oct.

10

10

10

10

9

9

9

9

9

9

9

7

0

6

6

6

7

7

7

7

5

5

5

6

6

6

6

8

8

8

9

28

28

28

28

28

25

25

25

25

19

19

19

16

120

226

Nov.

7

7

7

17

11

11

19

15

15

13

11

11

11

11

11

12

12

12

12

12

12

12

44

44

42

42

18

18

16

16

39

39

39

39

39

39

39

36

36

36

36

33

33

36

36

Dec.

14

14

14

14

14

14

14

14

16 * 16

16

16

18

18

17

19

19

19

17

17

17

17

17

17

17

17

17

19

19

19

19

378

360

233

192

166

140

109

109

109

109

109

102

96

92

92
62 SURFACE WATER SUPPLY, 1906.

Daily discharge, in second-feet, of Elk Creek near Hobart, Okla,for 1905-6 Cont'd.

Day.

1906. 

16...............

17...............

18...............

19...............

20. ..............

21...............

22...............

24...............

25...............

26. ..............

27...............

28...............

29. ..............

30...............

Jan.

17 

17 

17 

17 

17

17 

14 

13 

13 

13

13 

13 

13 

10 

13 

10

Feb.

11 

11 

11 

10 

10

10 

10 

10 

10 

10

10 

10 

10

Mar.

11 

11 

15 

15 

13

11

13 

17 

17 

18

15 

14 

14 

20 

17 

17

Apr.

34 

30 

30

25 

28

28 

41 

34 

23 

20

22 

22 

22 

20 

118

May.

42 

30 

23 

23 

26

26 

21 

21 

21 

51

109 

34 

30 

21 

21 

18

June.

27 

21 

21 

18 

16

16 

16 

16 

16 

387

480 

800 

160

88 

48

July.

50 

50 

50 

50 

50

50 

34 

35 

35 

32

96 

90 

96 

40 

36 

32

Aug.

23 

23 

23 

23 

18

18 

18 

18 

16 

16

134 

46 

- 32

25 

16 

12

Sept.

82 

40 

72 

72 

153

87 

76 

76 

67 

44

44 

36 

36

28 

28

Oct.

179 

150 

123

72

«.

41

47 

47 

47

43 

43 

39 

39 

39 

39

Nov. Dec.

36 

36 

36 

36 

36

39 

39

47 

47 

92

92 

212 

219 

309 

378

92

86 

86 

81 

81

81 

72 

72 

72 

72

72 

72 

68 

68 

68 

68

NOTE. These discharges were obtained by the indirect method for shifting channels. 

Monthly discharge of Elk Creek near Hobart, Okla.,for 1904-1906.

Month.

1904. ,. . x

1905.

Mar. ......... i. :....... I... ........Zs.-f.';... .-^-frl-.-Z ....

October. ...................................... 7^,-L ....

'<v<. '.-, ^c"V /^ + ~°S - ^-^/t'. 

J 1906. "*

May. ....................................... . ~'.-i ''.',. ?......

* / 

Discharge in second-feet.

Maximum.

3

8 

14 

18

21 

103 

284 

925

i 644 

97 

942 

560 

10 

44 

19

.< Jfco.,^

22 

12 

20 

369 

460 

800 

1,020 

146 

153 

226 

378 

378

1,020

Minimum.

2 

2 

3

8

16 

14 

12 

14 

13 

30 

11 

11 

11 

5 

7 

14

5

10 

7 

10 

16 

17 

16 

19 

12 

19 

16 

33 

68

7

Mean.

2.4

2.4 

7.2 

14.2

18.4 

21.6 

46.9 

83.3

90.6 

29.5 

63.1 

44.1

7.5 

16.7 

16.6

56.8

16.3 

10.2 

13.5 

55.7 

47.4 

98.1 

112 

37.0 

51.3 

54.8 

73.6 

113

56.9

Total in 

acre-feet.

43

148 

428 

873

1,490

1,130 

1,200 

2,880 

4,960

5^390 

1,810 

3,880 

2,620 

461 

994 

1,020

4*7-369

1,000 

566 

830 

3,310 

2,910 

5,840 

6,890 

2,280 

3,050 

3,370 

4,380 

6,950

41,400

NOTE. Valufores 1904 to 1906 are rated as fair. . 

*Sc,-i«*' 3 e"K <"^ f" (' lf

OTTER CREEK NEAR MOUNTAIN PARK, OKLA.

This station was established April 2, 1903, by G. H. Matthes. It 

is 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 conditions at the station and
EED EIVEE DEAINAGE BASIN. 63

the bench marks are described in Water-Supply Paper No. 173, page 

83, where are given also references to publications that contain data 

for previous years.

Discharge measurements of Otter Creek near Mountain Park, Olda., in 1906.

Date.

April 10........

April 13........

April 15........

April 22........

May 16.........

May 22.........

May 28.........

TIITIP 9Q

Hydrographer.

E.R.Kerby........ ...........................

J.M. Giles.....................................

.....do.........................................

.....do....-.-.--..-.---.-...-.....-.-..-.......

.. ...do. ....................................... .

.....do......... ...............................

J. M. Giles. ....................................

.....do. .......................................

.....do.........................................

.....do.........................................

.. ...do. ........................................

J.M. Giles. . ...................................

.... .do. ....................................... .

. ....do. ........................................

. ....do. ........................................

J.M. Giles .....................................

.....do.. .......................................

.. ...do. ............... .........................

Width.

Feet. 

11

11

6

11

11

11

11

11

11

19

16

6

15

32

16

32

14

31

17

16

15

28

22

16

8

39

49

17

Area of 

section.

Sq.ft. 

4

4

3.4

3.5

4

4

2.5

3.1

2.5

13

12

4.6

12

38

12

70

12

40

15

13

12

18

19

12

2.8

203

329

12

14

Gage 

height.

Feet. 

1.20

1.20

1.15

1.15

1.17

1.20

1.15

1.15

1.15

1.80

1.61

1.52

1.50

2.50

1.40

3.64

1.45

2.55

1.46

1.35

1.30

1.72

1.88

1.35

1.20

6.95

9.25

1.40

1.50

Discharge.

Sec.-ft. 

2.8

3.0

2.7

2.6

3.2

3.8

1.5

1.7

1.5

' 24

14

11

8.6

68

7.6

166

12

76

13

8.7

7.7

25

27

8

3.7

669

1,040

7.6

14

Daily gage height, in feet, of Otlfer Creek near Mountain Park, Olda., for 1906.

Day.

"l.. .............

2. ..............

3...............

4...............

5.. .............

6...............

7'. ..............

8...............

9. ............. .

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24......... ......

25...............

26...............

27...............

28...............

29. ..............

30...............

31...............

Jan.

1.2

1.2

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

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

Feb.

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

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

Mar.

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

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

Apr.

1.2

1.2

1.2

12.4

12.0

4.3

2.7

2 2

2.0

1.8

1.7

1.7

1.6

1.6

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.4

1.4

1.4

1.4

1.4

11.4

May.

4.7

2.5

2.0

1.8

1.6

1.5

1.5

1.5

1.4

1.4

1.4

1.4

1.4

3.55

7.15

3.9

2.4

1.9

1.7

1.5

1.5

1.5

1.5

2.1

2.9

2.0

1.6

1.5

1.4

1.4

1.4

June.

1.3

1.5

1.7

1.9

1.6

1.5

1.4

1.3

1.3

1.3

1.3

1.6

1.3

1.3

6.2

4.8

2.4

1.8

1.5

1.5

1.4

1.4

1.4

1.4

8.55

9.8

3.4

2.3

1.9

1.7

July.

1.6

1.5

1.5

1.4

1.4

1.4

1.4

1.4

1.4

1.9

2.0

1.8

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

1.3

1.3

1.3

1.2

Aug.

1.2

1.2

1.2

1.2

1.3

1.3

1.3

1.5

1.7

1.4

6.0

2.5

1.6

1.4

1.4

1.3

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.3

1.4

1.6

1.5

1.2

1.2

1.2

Sept.

1.2

1.2

1.2

1.2

1.2

1.6

1.3

1.2 1.2

1.2

1.2

1.2

10.0

2.6

y.25

4.5

2.5

7.85

8.0

3.6

2.4

2.0

1.8

1.7

1.6

1.5

1.5

1.5

1.5

1.5

Oct.

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

5.4

4.5

2.8

2 1

1.8

1.6

1.5

1.5

1.5

1.5

1.5

1.4

1.4

1.4

1.4

1.3

1.3

1.3

Nov.

1.3

1.3

1.3

1.3

1.3

1.3

1.5

1.5

1.4

1.4

1.3

1.3

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.5

1.9

1.7

1.6

5.65

5.8

Dec.

 4.2

5.7

3.6

2.7

2.3

2.1

2.0

1.9

1.8

1.7

1.7

1.7

1.7

1.7

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.5

1.5 i t;

1.5

1.6

1.5

1.5

1.5

1.5
64 SURFACE WATER SUPPLY, 1906.

Rating tables for Otter Creek near Mountain Park, Okla. 

JANUARY 1 TO MAY 15, 1906.a

Gage 

height.

Feet.

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

Discharge.

Sec.-ft.

2.5

4.3

6.5

10

14

19

24

30

36

42

48

55

62

Gage 

height.

Feet.

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.

69

77

85

94

104

114

124

Gage 

height.

Feet.

3.80

3.9

4.00

4.10

4.20

4.30

4.40

134 4. 50

144

154

165

176

187

4.60

4.70

4.80

4.90

5.00

Discharge. !

Sec.-ft.

198

209

220

232

244

256 

268

280

293

cW6

319

332

345

Gage 

height.

Feet.

5.20

5.40

5.60

5.80

6.00

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

Discharge.

Sec.-ft.

373

401

430

460

490

645

810

980

1,160

1.340

1,520

1,710

1,900

MAY 16 TO DECEMBER 31, 1906.&

1.20

1.30

1.40

1.50

1.60

4

7

10

14

19

1.70

1.80

1.90

2.00

2.10

24

29

35

41

47

2.20

2.30

2.40

2.50

2.60

53

59

65

71

78

2.70

2.80

2.90

3.00

86

95

104

114

a The above table is based on 15 discharge measurements made during 1906 and earlier high-water 

measurements. It is fairly well defined.

& This table is based on 14 discharge measurements made during 1906 and is fairly well defined below 

gage height 1.7 feet. Above gage height 3.0 feet the table is the same as the previous one.

Monthly discharge of Otter Creek near Mountain Park, Okla., for 1906.

Month.

April ....................................... '. t. ?.*. . . ....

May......... .............................. J.l.lf. ..-:.....

July.................................-........,.,'........

Discharge in second-feet.

Maximum.

4.3 

2.5 

2.5 

1,600 

670 

1,120 

41 

490 

1,160 

401 

460 

445

1,600

Minimum.

2.5 

2.5 

2.5 

2.5 

6.5 

7 

4 

4 

4 

7 

7 

14

2.5

Mean.

2.56 

2.50 

2.50 

173 

64.4 

116 

11.8 

25.5 

156 

37.3 

40.5 

50.5

56.9

Total ir 

acre-feel

157 

139 

154 

10,300 

3,960 

6,900 

726 

1,570 

9,280 

2,290 

2,410 

3,110

41, 000

NOTE. Values are rated as fair.

HORSE CREEK NEAR MOUNTAIN PARK, OKLA.

This station was established April 17, 1905, and was discontinued 

June 30, 1906. It was located 5 miles north of Mountain Park, in 

the SE. J sec. 1, T. 3 N., K. 17 W., of the Indian meridian. The 

conditions at the station and the bench marks are described in WaterSupply Paper No. 173, page 87.
EED RIVER DRAINAGE BASIX. 65

Discharge measurements of Horse Creek near Mountain Park, Okla., in 1906.

Date.

May 3..........

May 11

Ilydrographer. | Width.

Feet. 

E. R. Kerby. ..........................................

J. M. Giles..................................... ........

E. 0. Murphy. ................................ 4

J. M. Giles..................................... 3

.....do........-.------..--..-..---..--.--.-.--- 4

-....do......................................... 2.5

.....do......................................... 4

J. M. Giles. , ................................... 24

.....do.....-...-------......----...---------.-- 2

Area cf 

section.

Sg.ft.

1.7

.9

1.0

1.6

.65

2.0

75.0

.98

.6

Gage 

height.

Feet. 

0.3

.3

.4

.91

.85

.90

.60

.98

4.90

.72

.60

Discharge.

Sec.-ft. 

0.3

0

0

1.2

1.3

1.3

.21

1.8

104

.6

.3

a Frozen. 

Daily gage height, in feet, of Horse Creek near Mountain Park, Okla., for 1906.

Day.

i oJ

2 0,3 

3............

5......f,.':'.

6.... .......

7...........

8. ..........

9

12...........

15........... 

16...........

Jan.

0.5

.5 

.8

.6

.5

.4

.4

.4

.4

.5 

.4

Feb.

0.3

.3 

.3

.3

(a)

(a\

(°)

(«)

la}

.6

.8

.6

.5

Mar.

0.4

.4 

.4

.3

.3

.4

.4

.4

.4

.5

.4

Apr.

0-5

.4 

.4

5.9

2.5

1.4

1.2

1.1

Q

.85

.8

.8

1.0

.8

.7 

.65

May.

1.0 

.9

.85

.1

.7

.6

.6

.6

.6

3.0

2.8 

1.3

June.

0.6

1.0 

1.1

1.4

1.2

.85

.6

.6

.55

.95

.75

.65

2.7 

1.8 >

Day.

17..........

18-....-.... 

19..........

20.....-.-..

21..........

22..........

23...--.....

24..........

25..........

26....... ..

27..........

28..........

29..........

30. .........

31..........

Jan.

0.4

.4

.4

.4

.4

.4

.4

.4

.3

.3

.3

.3

.3

.3

Feb.

0.5

.5

.6

.5

.5

.5

.4

Mar.

0.4

.5 

.5

.5

.5

.5

.5

.5

.5

Apr.

0.65

.65 

.6

.85

.85

.8

.6

.6

.6

.6

4.25

May.

1.0

1.0

.85

.8

.75

.7

.8

2.95

1.8

1.0

.85

.8

.65

June.

0.9

.8

.7

.65

.6

.6

.7

.6

6.6

3.1

1.2

1.0

.9

.8

_ a Frozen. 

Rating table for Horse Creek near Mountain Park,., Okla., from April 1 to June 30,1906-

Gage 

height.

Feet.

0.40

.50

.60

.70

.80

.90

1.00

1.10

1.20

1.30

1.40

1.50

Discharge.

Sec.-ft.

0

0.1

.3

.5

Gas e 

heignt.

1i'eet.

1.60

1.70

1.80

1.90

. 9 ' 2. 00

1. 3 2. 10

2

3

4

5

6

7

2.20

2.30

2.40

2.50

2.60

2.70

Discharge.

Sec.-ft.

8

9

10

12

14

16

18

20

22

24 ! 26

29

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

NOTE. The above table is based on 9 discharge measurements- made during 1906 and is well 

defined between gage heights 0.4 foot and 1.0 foot.

Monthly discharge of Horse Creek near Mountain Park, Okla., for 1906.

Month.

The rjeriod ........................................

Discharge in second-feet.

Maximum.

144 

38 

172

Minimum.

0.0 

.3

.2

t

Mean.

9.11 

4.81 

9.49

Total in 

acre-feet.

542 

296 

565

1,400

NOTE.--There was practically no flow during January, February, and March. Values April to June 

are rated as fair.

3690 IRR 209 07 5
66 SURFACE WATER SUPPLY,, 1906.

DRY FORK OF OTTER CREEK NEAR MOUNTAIN PARK, OKLA.

This station was established April 18, 1905, and was discontinued 

June 30; 1906. It was located about 4 miles northeast of Mountain 

Park, Okla., in sec 15, T. 3 N., R. 16 W., of the Indian meridian. 

The conditions at the station and the bench marks are described in 

Water-Supply Paper No. 173, page 88.

Discharge measurements of Dry Fork of Otter Creek near Mountain Park, Okla., in 1906.

Date.

April 9.........

April 14. .......

April 21 ........

May 17 .........

May 24. ........

May 24. ........

May 29 .........

Hydrograplier.

E. R. Kerby...................................

.....do.........................................

.....do. ........................................

J. M. Giles. ....................................

E. C. Murphy.................................

J. M. Giles. ....................................

W. A. Lamb ..................................

.....do.........................................

.....do.........................................

.....do.........................................

J. M. Giles. ....................................

.....do.........................................

Wm. A. Lamb ................................

.....do.........................................

Width.

Feet. 

6

4

3

3

8

6

6

§

8

21

22

6

Area of 

section.

Sq.fi

1.3

1.2

.8

.6

3.0

3.4

1.8

9 Q

1 Q

4.3

24.0

31.0

2.0

1.5

Gage 

height.

Feet. 

0.55

.55

.50

.50

.90

.70

.70

.85

.60

1.00

1.92

2.21

.78

.60

Discharge.

Sec.-ft. 

0.

6.

2.

2.

11.

47.

67.

3.

2.

Daily gage height, in feet, of Dry Fork of Otter Creek near Mountain Park, Okla., for 1906.

Day.

l.......f.,. 

2.......:.:.

3...........

5.. .........

6........... 

T. ..........

8........... 

9...........

10...........

11........... 

12...........

13...........

14...........

15...........

16...........

Jan.

0.4

K

.4

.4 

.5 

.5

.5

. 5 

.5

.5

.5

Feb.

0.5

.4

.4

_ '.4 4 

.4

4

.5

.5

ic .6

.5

Mar.

0.5

' .5

. 5 

.5

.5

.5

Apr.

0.5

1.8

1.3 

1.2 

1.0 

.9

.8

.8 

.8

. 7

May.

1.0 

.9

.85

.8

.8

. 75 

. 7

.7

.0 

.6

.6

.6 

2.2

June.

0.7

.8

.8

Q

.8 I

.7 

. 7 

.0 

.6

.6

.0

.7

.6

.85

g

Day.

17....'...-..

18..........

19........ .

20.........

21 ..........

22.......... 

23.......... 

24.......... 

25..........

26..........

27..........

28..........

29..........

30.......... 

31 ..........

Jan.

0.5

-

-

5

5

5

t,

5

1 7.

Feb.

0.5

5 

5 

5

5

5

Mar.

0.5

.5 

. 5

.5 

.5

.5

. 5

Apr.

0.7

.7

.65

. 7 

.7 

.7

.65

.6

2.3

May.

1.0 

9

.9

g

.8 

.8 

1.55

1.0

.9 

.9

.8 

.8

June.

0.8

.5 

.6 

.6

1.1

v9 

.8

.7

.7

Rating table for Dry Fork of Otter Creek near Mountain Park. Okla., from April 1

June 30, 1906.

to

}age 

ight.

Feet. 

0.50

.60

.70

.80

.90

1.00

1.10

1.20

1.30

Discharge.

Sec.-ft. 

1

2

3

5

7

9

12

15

19

Gage 

height.

Feet. 

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

Discharge.

Sec.-ft. 

23

27

31

33

41

46

52

59

67

Gage 

height.

Feet. 

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

Discharge.

Sec.-ft. 

75

83

91

99

107

116

125

134

144

Gage 

height.

Feet. 

3.20

3.30

3.40

3.50

3.60

3.70

3.80

Discharge.

Sec.-ft. 

154

164

174

184

195

206

217

NOTE. The above table is based on 10 discharge measurements made during 1903, and is fairly well 

denned.
BED RIVER DRAINAGE BASIN. 67

Monthly discharge of Dry Fork of Otter Creek near Mountain Park, Okla.,for 1906.

, Month.

Discharge in second-feet.

Maximum.

212 

67 

190

Minimum.

1 

I

Mean.

14.8 

8.40 

9.83

..........

Total in 

acre-feet.

881 

516 

585

1,980

NOTE. The total discharge for January, February, and March probably did not exceed 100 acrefeet. Values for April to June are rated as approximate.

SALT FORK OF RED RIVER AT MANGUM, OKLA.

This station was established April 11, 1905, and was discontinued 

June 30, 1906. It was located at the highway bridge one-half mile 

south of Mangum, Okla. The conditions at the station and the 

bench marks are described in Water-Supply Paper No. 173, page 91.

Discharge measurements of Salt Fork of Red River at Mangum, Okla., in 1906.

Date.

February 23....

March 23 .......

March 28....... 

April 11 ........

April 12........

April 24. .......

May 14.........

May 14.........

May 16.........

May 22.........

May 23.........

May 24. ........

June 2.... .....

June 19........

June 20........

June 26........

Hydrographer.

E. R. Kerby. ..................................

E. R. Kerby. ..................................

.....do..... ...................................

.... .do .........................................

E. R. Kerby................................... 

J. M. Giles. ....................................

.....do.........................................

.....do.........................................

.....do.........................................

J. M. Giles. ....................................

... .do........... .............................

.....do........... .............................

.....do............... .........................

....do....... ...............................

.....do.........................................

....do..... .............................. ....

.-...do.........................................

.....do. ........................................

.....do....................... .................

.....do.........................................

.....do.........................................

Width.

Feet. 

61

45

50

110

31

10

6

3

91

75

51

38

77

18

165

156

84

53

66

49

112

31

35

36

41

29

38

31

Area of 

section.

Sq. ft. 

40

23

23

22

3.2

2

0.2

5.4 

71

68

40

60

19

125

327

241

85

129

162

197

28

28

34

19

44

Gage 

height.

Feet. 

2.60

2.40

2.45

2.75

2.50

2.10

2.00

1.90

2.55 

2.90

2.83

2.90

3.00

2.58

3.10

3.58

2.45

3.20

3.30

3.55

3 20

2.71

2.70

2.81

2.60

2.80

Discharge.

Sec.-ft. 

40

20

22

23

109

26

2

1

0.1

54 

55

52

40

78

10

212

677

24

206

418

39

58

48

16

45
68 SURFACE WATER SUPPLY, 1906.

Daily gage height, in feet, of Salt Fork of Red River at Mangum, Okla.,for 1906.

Day.

1...........

2...........

3...........

5........... 

6........... 

1.... ....... 

...........

g 

\\... .....

12...........

13...........

14...........

15.........

16...........

Jan.

2.5

2.5 

2.5

2.8

2.7 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5

2.5 

2.7

2.6 

2.5

Feb.

2.5 

2.5 

2.4

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.8

2.8 

2.9

2.9

2.8

Mar.

2.2

2.1 

2.0 

2.0

2.0 

2.1

2.1 

2.1 

2.1 

2.0 

1.9

1.9

1.9 

1 9

Apr.

2.4

2.3 

2.3

3.5 

3.5 

3.3 

3.0 

3.0 

2.9 

2.8

2.8 

2.9

2.9

May.

3.0

3.0 

3.0 

3.0

2.9 

2.9

2.8 

2. 7 

2. ( 

2. ( 2 ," 

2>

2. r 

3.0

3.3 

2.9

June.

2.7

3.5 

3.5 

3.5

3.0 

2.9

2.8 

2.5 

2.5 

2.5

2.5

2.5

3.3 

3.0

, Day.

17...........

18........... 

19........... 

20...........

21........... 

22. ..........

23........... 

24........... 

25........... 

26........... 

27: . ..... 

28. ..........

29........... 

30...........

31...........

Jan.

2.5 

2.5 

2.5

2.5 

2.5

2?2.5 

2.4 

2.4 

2.4 

2.4

2.5 

2.5.

2.5

Feb.

2.6

2.0 

2.6 

2.6

2.6 

2.5 

2.5 

2.5 

2.4 

2.4 

2.3 

2.2

Mar.

1.9

1.9

1.9 

1 9

1.9 

1.9 

1.9 

1.9 

1.9 

1.9 

1.9 

2.6

2.6 

2.6

2.6

Apr.

2.7

2.7 

2.7 

3.1

3.25 

3.0 

3.0 

2.9 

2.7 

2.7 

2.6 

2.6

2.6

May.

2.8

2.7 

2.6 

2.6

2.5 

2.4 

3.0 

3.3 

3.3 

3.0 

2.8 

2.6

2.5 

2.3

2.3

Juno.

O Q

2.8 

2.8 

2.6

2.5 

2.5 

2.5 

2.5 

2.6 

2.5 

2.4 

2.3

2.3

2.2

Mean daily discharge, in second-feet, of Salt Fork of Red River at Mangum, Okla.,for

1906.

Day.

1...........

2...........

3...........

4...........

5...........

6...........

7...........

8...........

9...........

10...........

11...........

12...........

13...........

14...........

15...........

16...........

Jan.

30

30

30

fi9

51

30

30

30

30

-30

30

30

30

51

40

30

\

Feb.

30

30

30

20

12

12

12

12

12

12

12

130

180

180

Mar.

3

2

1

1

2

2

2

2

1

1

Apr.

3524'

24

270

270

170

68

55

48

48

48

48

60

60

May.

80

80

80

80

60

55

40

25

12

12

10

8

185

400

145

Juno.

40

450

450

110

81

60

25

25

25

25

25

110

Day.

17...........

18...........

19...........

20...........

21...........

22. ..........

23...........

24...........

25...........

26. ..........

27...........

28...........

29...........

30. ..........

31...........

i

Jan.

30

30

30

30

30

30

30

30

20

21

22

22

30

30

30

Feb.

55

55

55

55

55

26

26

26

17

8

5

3

Mar.

1^

I

1

0.5

0.1

0.1

0.1

61

61

61

Apr.

40

40

40

97

58

58

20

20

10

10

10

10

May.

95

95

60

15

420

190

118

60

36

June.

60

48

16

12

12

12

8

NOTE. These discharges were obtained by the indirect method for shifting channels.

Monthly discharge of Salt Fork of Red River at Mangum, Okla.,for 1906.

Month.

Discharge in second-feet.

Maximum.

62 

180 

61 

270 

420 

450

Minimum.

20 

3 

0.1 

10 

8 

6

Mean.

31.6 

47.5 

10.8 

61.2 

99.8 

82.1

Total in 

acre-feet.

1,940 

2,640 

664 

3,640 

6,140 

4,890

19 900.
RED RIVER DRAINAGE BASIN. 

TURKEY CREEK NEAR OLUSTEE, OKLA.

69

This station was established April 20, 1905. It is located about 

200 feet downstream from William Fullerton's irrigation dam, 6 

miles northwest of Ohistee, Okla. The conditions at the station and 

the bench marks are described in Water-Supply Paper No. 173, 

page 94.

Date.

.April 20........

May 23........

July 21........

December 2*)

ITydrographer. Width.

T'fff.

.....do......................................... 10

.....do......................................... 18

Wm. A. Lamh. ................................ 20

J. M. Giles..................................... 16

.....do......................................... 20

Wm. A. L;imb................................. 17

J. M. Giles..................................... 20

Wm. A. Lamb ................................. 16 

.....do......................................... 10

J. M. Giles..................................... 17

.....do......................................... 10

Area of 

section.

S?./(. 

7.0

7.2

3.2

3.2

11

9

11

11

33

12

31

11

56

12

44

43

Gage

height.

J'er/. 

2.30

2.30

9 d\

2.75

2.%

2.05

2.00

3.92

2.00

3.70

2.60 

4.20

2.60 3. as

2.80

Discharge.

See.-/!. 

12

8.7

15

16

23

15

15

13

60

10

08

10 

129

10

46

30

Day.

1............... 

2. ............. 

3............... 

4........... ...

(; 

7............ ..

R............ ..

g

10............... 

11...............

12............... 

J3. .............. 

14...............

15..........^....

17...............

19............... 

20...............

21...............

| A

Jan.

2.3 

2.3 

2.3 

2.3

2.3

2.3 

2.3

2.3

2,3

2.3 

2.3

2.3 

2.3 

2.3

2.3

2.3

2.3

2.3 

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

Feb.

2.3 

2.3 

2.3 

2.3

2.3

2.3 

2.3

2.3

2.3

2.3 

2.3

2.3 

2.3 

2.3

2.3

2.3

2.3 

2.3

2.3

2.3

2.3

2.3

2.3

2.3

Mar.

2.3 

2.3 

2.3 

2.3

2.3

2.3 

2.3

2.3

2.3

2.3

2.3

2.3 

2.3 

2.3

2.3 

2.3

2.3

2.3

2.3 

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3 

2.3

2.3

Apr.

2.3 

2.3 

2.3 

8.3

15.7

5.7 

3.0

2.0

2.8

2.7

2.6

4.8 

2.7 

2.6

2.5 

2.4

2.6

2.5

2.5 

2.5

2.5

2.5

2.4

2.4

2.3

2.3

2.3

2.3

2.3

May.

10.5 

3.2 

4.4 

5.9

2.9

2.8

2.7

2.7

2.7

2.7 

2.7

2.7 

2.7 

2.6

3.4 

2.9

2.7

2.6

2.6 

2.6

2.6

2.6

3.7

6.0

3.55

2.7

2.7

2.7

2.7 

2.7

2.0

June.

2.6 

2.9 

4.55 

2.8

2.7

2.7 

2.7

2.7

2.7

2.6 

2.6

2.6 

2.6 

2.0

3.1 

3.3

2.8

2.6

3.0 

2.5

2.5

2.5

2.7

2.6

2.8

3.0

2.5

2.5

2.5 

2.5

July.

2.5 

2.5 

2.2 

2.5

2.5

2.5 

2.5

2.5

2.5

2.7 

2.7

2.7 

2.0 

2.6

2.7 

4.2

2.7

2.7

3.0 

3.0

2.7

2.7

2.7

2.7

2.7

2.5

2.2

9.55

14.8 

6.45

2.7

Aug.

2%7 

2.6 

2.0

2.0

3.7 

13.25

7.8

5.25

7.4 

7.6

3.0 

2.7 

2.7

2.7 

2.7

2.6

2.6

2.6 

2.6

2.0

2.6

2.6

2.6

2.6

2.0

2.6

2.7

2.7 

2.7

2.7

Sept. = * 

2.7 

2.7 

4.7 

5.8

4.0

3.1 

2.7

2.7

2.7

2.6 

2.6

2.6 

2.6 

2.6

4.6 

2.9

2.7

10.55

10.6 

4.0

2.8

2.7

2.7

2.7

2.6

2.6

2.6

2.6

2.0 

2.6

Oct.

2.6 

2.6 

2.6 

2.6

2.6

2.6 

2.6

2.6

2.6

2.6 

2.0

2.6 

2.6

7 Q

12.55 

9.0

3.2

2.9

2.9 

2.8

2

O

2.8

2.7

2.7

2.7

2.7

2.7

2.7

2.7 

2.7

2.7

Nov.

2.7 

2.7 

2.7 

2.7

2.7

2.7

9 o

3.0

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

2.8

3.1

2.9

3.0

6.2 

6.2

Dec.

4.7 

8.4 

4.8 

3.5

3.3

3.2 

3.1

3.0

3.0

2.9 

2.9

2.9 

2.9 

2.9

2.8 

2.8

2.8

2.9

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
70 SURFACE WATER SUPPLY, 1906.

WASHITA EIVEE AT ANADAKKO, OKLA.

This station, established October 25, 1902, by W. G. Russell, is 

located at the highway bridge one-half mile north of the Anadarko 

railroad depot. The conditions at this station and the bench marks 

are described in Water-Supply Paper No. 173, page 95, where are 

given also references to publications that contain data for previous 

years.

Discharge measurements of Washita River at Anadarko, OJcla., in 1906.

Date.

February 3.....

March 8.... ...

March 22 .......

March 24 .......

April 10..... ..

April 10........

April 17........

April 25........

May 13.........

May 14.........

May 17.........

May 17.........

May 18.........

May 18. ........

May 18. ........

May 19. ........

May 25.........

June 13.........

June 14....... .

June 21 .........

June 21 .........

July 2..........

July 12. ........

July 13.........

July 28.........

August 12......

September 20. . .

October 17.....

Ilydrographcr.

.....do................. ....... ...............

J . M. Giles. ...................................

.....do.... ....................................

.....do.........................................

.....do.........................................

.....do.........................................

.....do.........................................

J.M.Giles..... . ............... .............

.....do.........................................

.....do.........................................

J. M. Giles. ....................................

J. M. Giles. . ...................................

.....do.................... .....................

.....do.........................................

.....do.........................................

.....do.........................................

.... .do .........................................

.....do.........................................

.... .do .........................................

.....do.........................................

.....do.........................................

J. M. Giles. . ...................................

.... .do .........................................

.....do.........................................

.....do.........................................

.....dO.........................................

.....do.........................................

.....do. ........................................

.....do.........................................

.....do.........................................

.....do. ........................................

.....do.........................................

.....do.........................................

.....do.........................................

Width.

Feet. 

61

61

61

61

61

61

63

62

62

61

71

71

68

69

62

64

64

70

70

70

70

70

70

70

68

68

64

64

63

62

64

70

70

70

70

68

70

70

63

68

Area of 

section.

Sq.ft. 

138

140

130

136

136

139

152

143

143

135

290

275

169

163

146

136

130

511

541

531

514

469

419

282

212

190

146

147

133

129

169

552

680

307

264

210

782

307

174

202

Gage 

height.

Feet. 

2.75

2.80

2.70

2.70

2.70

2.70

2.70

2.75

2.75

2.73

2.73

4.80

4.68

3.60

3.70

3.19

2.95

2.90

7.97

8.36

8.22

7.94

7.30

6.60

4.70

4.20

3.90

2.90

2.90

2.66

2.66

3.25

8.65

10.40

5.85

5.09

3.80

11.26

5.05

3.10

3.70

Discharge.

Sec.-ft.

152

172

1 OA

473

449

288

QfiA

1 QC

181

1,210

1,220

1,100

902

799

464

344

181

189

149

142

245

1,500

1,860

706

565

323

2,450

566

216

313
EED RIVER DRAINAGE BASIIST. 71 

Daily gage height, infect, of Washita River at Anadarlco, Okla.,for 1906.

pay.

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...............

20............... 

27...............

28............... 

29...............

30...............

31...............

Jan.

2.8

2.8

2.8

2.8

2.8

2.8 

2.8

2.8

2.7 

2 7

2.7 

2. 7 

2.7 

2.7 

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

Feb.

2.7

2.7

2.7 

2.7

2.7

2.6 

2.0

2.0

2.0 

2.0

2.0 

2.0

2.7 

2.7

2.7

9 ft

2.8

9 S

2.8

2.7 

2.7 

2.7

2.7

2.7

2.7

Mar.

2.7

2.7 

9 7

2.7

?'?

2.7

2.7 

2.7

2.7 IT*

2.7

2 7

2.7

2.7

2.7

2.7

2.7

2.7 

2. 7 

2.7

2.7 

9 9

3.1

9 9

9 9

Apr.

2.9

2.9

2.8 

3.0

3.2

0.6 

12.0

11.3

5.9

4.8

4.3 

3.9 

3.7 

3.6 

3.7

3.7

3.9

3.3

3.3

3.3 

3.4 

3.4

o 9

3.1

o A

3.0

May.

3.5

5.4

5.9 

5.0

5.1

4.3 

3.0

3.4

3.3 

3.2

3.1 

3.0 

2.9 

2.9 

3.35

8.2

7.6

4.7

3.8

3.45 

3.35 

5.7

c 9

4.3

C 7

5.1 

4 7

4.2

o 7

June.

3.5

3.35

3.3 

3.9

4.0

4.7 

3 9

3.0

3.3 

3.1

3.0 

3.0 

2.9

2.9 

2.85

2. 85

2.85

2.7

2.05 

2.05 

2.55

9 ^

9 c

2.5

3.75

3.6

July.

3.4

3.3

2.95

2.8

2.75

2.75

2.7

2.7 

2.9

3.0 

7.75 

10.95 

12.45 

12.7

10. 0

0.1

5.4

5.1 

4.9 

4.7

6.9

6.3 

4 9

4.7

4.4

Aug.

4.6

5.4

4.7 

4.4

5.2

7.4 

7.1

7.2 

5.3

5.0 

5.0 

4.7 

5.2 

5.3

4.8

4.4

4.0

4.1

4.4

4.0 

3. 75 

3.55

3.5 

3.55

7.5

5.1

4.0

Sept.

4.0

3.7

3.55 

3.5

3.5

4.0 

3.5

4.25

3.8 

3.3

3.2 

3.15 

3.1 

3.45 

4.05

6.3

9 7

12.8

9.2

11.0

11.0 

10.1 

6.3

£ i

4.8 

4.6

4.7

Oct.

3.8

3.7

3.0 

3.55

3.5

3.45

3.3

3.25 

3.2

3.2 

3.1 

3.1 

3.1

3.4

5.0

5.0

4.4

3.9

3.3 

3.5 

3.4 

3.4

3.3 

3.3

3.3

o oc

3.2

3.15

Nov.

3.1

3.1

3.1 

3.1

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

o A

3.0

3.15

2.4 

3.5

3.7

Dec.

0.4

0.3 

6.5

0.3

4.8 

4.6

4.4 

4.3 

4.2 

4.1 

4.0

4.0

3 9

3.9

3.85 

3.8 

3.75

3.65 

3.7

3.65 

3.65

3.6

3.6

Rating table for Washita Rixer at Anadarko, Okla.,for 1906.

Gage , Dis- Gage Disheight. charge.

Feet.

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

3.80

3.90

4.00

height.

Sec.-ft. reef.

110 4. 10

120 4. 20

142

158

174

190

207

224

241

258

275

292

309

320

343

360

4.30

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

charge.

Sec.-ft.

378

390

414

432

450

468

486

504

522

540

558

576

594

612

630

649

Gage

height.

Feet.

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

8.00

8.20

8.40

Discharge.

Sec.-ft.

668

687

706

725

765

805

846

888

930

975

1,024

1,077

1,132

1,190

1,251

1,313

, Gage

height.

: Feet.

8.00

8.80

9.00

10.00

11.00

12.00

13.00

14.00

15.00

10.00

17.00

18.00

19.00

Discharge.

Sec.-ft.

1,377

1,443

1,510

1,880

2,280

2,700

3,150

3,600

4,050

4,500

5,000

5,500

6,000

NOTE. The above table is based on 41 discharge measurements made during 1906 and is fairly well 

defined between gage heights 2.6 feet and 11.2 feet. The extension of the table lias been applied to the 

1905 gage heights above 7.0 feet, and the monthly discharges as recomputed are given below.
72 SUEFACE WATEE SUPPLY,, 1906.

Monthly discharge of Washita River at Anadarko, Okla.,for 1905-6.

Month.

1905.

Mav. ....................................................

July.....................................................

1906.

July .....................................................

October. ..........:.....................................

December

vJc<'f<if H vc< \ n t£ ' " °(e

Discharge in second-feet.

Maximum.

144 

395 

730 

2,280 

5,900 

5,850 

544 

1,730 

1,380 

134 

880 

333

Minimum.

105 

144 

191 

202 

274 

250 

180 

120 

135 

85 

104 

158

i

158 

158 

207 

2,700 

1,250 

486 

3,020 

1,050 

3,060 

649 

309 

975

3,060

142 

126 

142 

158 

174 

110 

142 

275 

207 

207 

190 

292

Mean.

\ 124 N 226- 

319 

 550 

1,270 

992 

252 

413 

368 

109 

227 

187

148 

140 

149 

446 

441 

222 

828 

547 

749 

279 

206 

. 449

110 384

________ Lfia.

Totto1 in 

acre-feet.

5,900 

7,170 

18,300 

32,000 

78, 100 

59,000 

15,500 

25,700 

21,900 

6,700 

13,508 

11,500*

9,100 

7,780 

9, 160 

26,500 

27, 100 

13,200 

50,900 

33,000 

44,000 

17,200 

12,300 

27,000

279,000

__i£3t> 4

NOTE. The above values for 1005 superset! > those given in Water-Supply Paper No. 173. They are 

more accurate owing to the availability of new data since the first publication in the 1905 report. 

Values are rated as lollows: 1905, and January to March, 1906, fair; April to December, 19C6, good.

OUACHITA RIVER AT ARKADELPHIA, ARK.

This station was established August 1, 1905. It is located at the 

bridge of the St. Louis, Iron Mountain and Southern Railwa}r at 

Arkadelphia, Ark. The conditions at the station and the bench 

marks are described in Water-Supply Paper No. 173, page 99.

Discharge measurements of Ouadnta River at ArJcadelphia, Ark., in 1906.

Date.

May 6..........

Do.........

Do.........

Do .........

June 20.........

Jlydrographer.

J. R. Xagle.......................................................

.....do............................................................

.....do...................... ....... .............................

.....do............................................................

.....do............................................................

.....do............................................................

.....do............................................................

Oage 

height.

Feet.

17.4

12. 15

11.6

10.3

10.1

9.5

4.6

3.2

Discharge.

Sec.-ft. 

25,500

15,800

15, 600

13,000

12,600

11,200

1,600

520
BED RIVER DRAINAGE BASIN. 73

Daily gage height, infect, of Ouaddta River at Arkadclphia, Ark., for 1906.

Day.

l

2...............

8. ......... -----

9.-........--..-.

11...............

13...............

15...............

16...............

17..............

18. .............. 

19

20...............

21...............

23...............

24...............

25...............

26. ....... 

27...............

28............... 

99

30...............

31...............

Jan.

6 4

6.1 

10. 85

14. 15

11.2

7. 3

0 7

6.1

5.5

c o

5.0

4 1

4.8

4.6

4.4

4 ?> 

4. 2"

4.1

6 9

17.05

14.8

8.7

7.6 

6.9 

6. 5 

6.0

5.6 ", i

Feb.

4.5 

 4.7

4.6

4.7

4.6

4.5

4.4

4.3

4.2

4.1

4.3

4.8

5.1

4.8 

4 8

4.9

6. 1

6.1

8.1

11.7

9.5

7. 7 

6. 7

Mar.

6.2

5.9 

6.1

5.5

5.3

5.4

5.3

4.9

4.8

7 9

6.8

5.8

6.5

6.0

6.4

8.2

8.3 

9.4

16. 65

Apr.

9.4

7. 8 

7.0

6.4

6.3

6.3

6.0

5. 6

o.O

5.0

6.5

5.7

5.2

4.0

4.7

4.9

4.7

4.4

4. 2 

4.1 

4.1 

4.0

4.1

May.

4.0

5.1

20.6

18. 55

8.1

7.0

:;

\ A

4.6

4.4

4.2

4.1 

4.0

3 9

3.7

3.8

3.8

3.7 

3.7 

3.6

0 C

3.5

June.

3. 5

4.6 

4.0

4.6

4.5

4.4

4.3

4.3

4.3

4.0

3.S

3.6

3 >

3.4

3.4

3.3

3.3 

3.5

3.3

3.3

3 7

n *-

K

3.9

3.6 

3.4 

3.3

3.1

July.

3.0

3.0 

3.0

2.9

2.9

2.8

2.9

3.0

3.1

3.3

4.6

5.8

5.0

5.2

4.2

3 9

4.8

4.3

3.9 

3.9 

6.3 

9.3

6.3 5 °

Aug.

4.8

4.6 

4.1

3.7

3.5 

3.4

3.4

3.6

3.4

3.3

4.1

4.5

3.8

4.9

4.7

3.7

3.7

3.4 

3.3

3.4

3.3

3.4

4.1

3.7

3.5

3.6 

4.0 

3.6

5.5

4.8

Sept.

3.8

3.5 

3.4

3.3

3.3 

3.2

3.8

3.7

3.5

3.5

3.5

3.3

3.7

3.3

4.5

4.0

3.0 

3.4

3.4

3.6

3.5

3.3

3.1

3.0

3.9 

3.4 

3.4 

4 9

4.7

!

Oct.

4 9

4.1 

3.8

3.6

3.5 

3.4

3.3

3.1

3.0

3.0

3.0

2 9

2.9

2.8

3.7

4.5

4.6

4.3

4.0

3.7

3.6

3.4

3.3

3.2 

3.1 

3.0 

3.1

3.0

0 A

Nov.

3.0

2.9

2.9

2.9 

9 9

2.8

2.8

2.8

2

Q

9 S

2.8

2.8

2.8

6.3

5.4

7 9

5 9

5.3

5.0 

4.7 

4.4 

4.3

4. 1

Dec.

3 9

3.9

3.6

3.6

o e

3.4

3.4

3.6

0 0

3.6

17.6

,8.5

0.4

£, ^

5.2 

5.0 

5.3 

5.7

6.0

6.1

Rating table for Ouachita River at Arkadelphia, Ark., for 1905-6.

Gage 

height.

Feet.

Discharge.

Gage 

height.

Dis- Gage 

charge. height.

Sec.-ft. Feet. Sec.-ff.

1.30 50 3.00 420

1. 40 55

1.50

1. CO

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

60

3.10

3.20

470

Feet.

4.70

4.80

520 4. 90

Discharge.

Gage 

height.

Discharge.

Sec.-ft. l Feet. Sec.-ft.

1.850 7.80 ' 7,590

1,980 S.OO 8,000

2,110

70 3.30 580 5.00 , 2,240

80 3.40 640 5. 20 2, 540

90 3.50 710 5.40 2,860

105

120

140

160

185

210

240

3. 60 780

3. 70 850

3. 80 930

3.90 1,010

4.00

4.10

1,100

1,190

4.20 1.290

270 4.30 1.390

5.60 3,200

5. 80 3.560

6. 00 3, 950

6. 20 4, 350

6.40 4.750

6.60

6.80

7.00

305 4.40 1,500 7.20

?.40 4.50

2. 90 380 4. 00

1.610 7.40

5,150

5, 550

5,950

6,360

6, 770

1.730 7.60 _ 7,180

9 00 10,050

10.00

11.00

12.00

13.00

14.00

12.100

14, 150

16,200

18, 250

20, 300

15. 00 22. 350

16. 00 24, 400

17.00 26.450

18.00 28.500

19. 00 30. 550

20.00 32.000

21.00 34,650

NOTE. The above table is based 0118 discharge measurements made during 1906 and is fairly denned 

above gage height 3.0 feet. Below 3.0 feet it is liable to large error.

I
74 SUEFACE WATEE SUPPLY, 1906.

Monthly discharge of Ouachita River at Arkadelphia, Ark., for 1905-6.

Month.

1905.

1900.

April. ...................................................

July.....................................................

October

Discharge in second-feet.

Maximum.

3,380 

1,730 

11,100 

15,600 

22,600

Minimum.

50 

305 

380 

1,100 

640

i

31,900 

15,000 

25,700 

10,900 

33,800 

1,730 

10,700 

3,030 

2,110 

2,110 

7,800 

29,700

33,800

1,190 

1,190 

1,980 

1,100 

640 

470 

340 

5SO 

420 

305 

340 

640

305

Mean.

301 

030 

1,870 

4,970 

6,720

7,380 

3,380 

5,740 

3,370 

5,340 

964 

2,050 

1,090 

815 

758 

1,830 

5,530

3,190

Total in 

acre-feet.

18,500 

37.500 

115;000 

296,000 

413,000

880,000

454,000 

188,000 

353,000 

201,000 

328,000 

57, 400 

126,000 

67,000 

48, 500 

46,600 

109,000 

340,000

2,320,000

NOTE. Values 1905-6 are rated as good. 

MISCELLANEOUS MEASUREMENTS IN RED RIVER DRAINAGE BASIN.

Sulphur Creek is formed by the junction of Antelope Springs and 

Buffalo Springs near Sulphur, Ind. T. It is tributary to Washita 

River through Rock Creek.

The following measurements were made January 7, 1907, by N. C. 

Grover:

Miscellaneous measurements in Red River drainage basin in 1907.

Stream.

Do..............................

Locality.

Above jui 

.....do...

.....do...

Width.

Feet. 

7. 4 

6.7 

10.5 

12.2

Area of 

section.

Sq.ft. 

4.9 

2.7 

5.5 

7.6

Discharge.

Sec.-ft. 

3.22 

3.42 

6.11 

10.7
INDEX.

A.

Alfalfa, Colo., 

Purgatory River near:

Anadarko, Okla., 

Washita River at:

Antelope Springs: 

discharge

Arkadelphia, Ark., 

Ouachita River at:

Arkansas City, Ivans., 

Arkansas River near:

Arkansas River basin:

Arkansas River at or near 

Arkansas City, Kans. :

discharge

Canyon, Colo.:

gage heights

Dodge, Kans.: 

description ................

Page. 

........ 16

........ 4

........ 34

........ 34

........ 36

........ 34-35

........ 70

........ 70

....... 72

........ 71

........ 72

........ 72

........ 74

........ 72

........ 31

........ 31

Q1

........ 31

........ 31

........ 24-26

........ 31

........ 31

........ 31

........ 31

........ 31

........ 26

........ 27

''6

Arkansas River at or near Continued. 

Dodge, Kans. Continued.

Pueblo, Colo. :

gage heights

Syracuse, Kans.:

Arthur City, Tex., 

Red River at:

B. 

Bolster, R. H., work of ..................

Bridgeport, Okla., 

Canadian River at: 

discharge...... ............ . v ...

Buffalo Springs:

C.

Calvin, Ind. T., 

Canadian River at:

Canadian River basin:

Canadian River at 

Bridgeport, Okla.:

Calvin, Ind. T.:

discharge . . ..

....... 27 dischare-e. dailv .................

........ 30 gasre heights. ....................

Page. 

30-

28

29

28

29

29

29

30

50

50

51

50

51

1

48

74

11

39

39

40

39

41

40

39

39

40

41

40

75
76 INDEX.

Canadian River, Deep Fork, at Page. 

Midlothian, Okla.:

discharge.. ......................... 48

Canadian River, North Fork, at 

El Reno, Okla.:

description ......................... 40-47

discharge...........

discharge, monthly

gage heights ........

rating table ........

Woodward, Okla.:

description .........

discharge. ..........

discharge, monthly.

gage heights. .......

rating table ........

Canyon, Colo.,

Arkansas River near:

description .........

discharge. ..........

discharge, monthly.

gage heights. .......

rating tables. .......

Cimarron River basin:

description .............

Cimarron River near 

Garrett, Okla.:

description .........

discharge. ..........

discharge, monthly.

gage heights. .......

rating table. . .......

Springer, X. ilex.:

discharge. ..........

Elk Creek near Continued. 

Hobart, Okla. Continued.

discharge, monthly ................

gage heights .......................

Elm Fork of Red River. See Red River,

Elm Fork. 

El Reno, Okla.,

North Fork of Canadian River near:

description .........................

discharge...........................

discharge, monthly ................

gage heights........................

rating table ........................

Equivalents, table of.......................

Eureka, Mo.,

Meramec River near:

description.........................

discharge...........................

discharge, monthly ................

gage heights........................

rating table ........................

Floats, use of, in measuring discharge... 

Follansbee, Robert, work of .............

Computation, methods of. .................. 13-16

Cooperation and acknowledgments. . ...... 16

Courtois Creek at 

Scotia, Mo.:

description ......................... 22

discharge ........................... 22

discharge, monthly. ................ 24

gage heights ........................ 23

rating table. ........................ 23

Current-meter station, view of ............. 10

Current meters, classes of .................. 10

methods of using.. ..... ................ 10-11

plate showing ........ ................. 10

Curves (area, discharge, and velocity), figures showing ................... 15

D.

Deep Fork of Canadian River. See Canadian River, Deep Fork. 

Definitions of terms used ................... 3-4

Discharge, measurement and computation

of ............................... 1 3-10

Dodge, Kans.,

Arkansas River near:

description ......................... 30

discharge- .......................... 30

gage heights. ....................... 30

Drainage basins, list of ..................... 2-3

map showing. .......................... 2

Elk Creek near 

Hobart, Okla.:

description ......................... 59

discharge ........................... 59-00

discharge, daily. ............... 01-02

Page.

46-47

47

48

47

48 

6-7

19

19

20

19-20 

20

9-10 

1

Gaging stations, equipment of ............. 9-10

Garrett, Okla.,

Cimarron River near:

description .................

discharge...................

discharge, monthly ........

gage heights................

rating table ................

Giles, J. M., field covered by.......

Granite, Okla.,

North Fork of Red River near:

description .................

discharge...................

discharge, daily ............

discharge, monthly.........

gage heights ...............

51

52

53

54

53

H.

Headrick, Okla.,

North Fork of Red River near: 

description.

discharge........................... 54-55

discharge, daily.................... 56

discharge, monthly ........... .... 56

gage heights.................. ..... 55

Henshaw, F. F., M'ork of ................... 1

Hinderlider, M. C., field covered by....... 1

Hobart, Okla.,

Elk Creek near:

description......................... 59

discharge....... .................. 59-60

discharge, daily .................... 61-62

discharge, monthly 

gage heights........

Horse Creek nearMountain Park, Okla.: 

description .........

discharge. ..........

discharge, monthly 

gage heights.. ....

rating table ........

64

65

65

65

65
INI)

Page 

Hovt, J. C'., work in charge of. ............. 1

Hydrographic surveys, organization and

I. 

Ice-covered streams, method of measuring

K.

L. 

La Cueva, N. Mex., 

Mora canal at:

Mora River at:

gage heights

Logan, N. Mex., 

IJte Creek near:

Los Alamos, N. Mex., 

Sapello River at:

M. 

Mangum, Okla., 

Elm Fork of Red River near:

discharge. ..........................

P'fi&c li pi flits

Salt Fork of Red River at:

Meramec River basin:

Meramec River near 

Eureka, Mo.:

Meramec, Mo.:

discharge

rating tabl es ........................

13 

1

42 

43 

43 

43

41 

41 

42 

41-42 

42 

1

45 

45

45

44 

44 

44

57 

57 

58 

59 

58

67 

67 

68 

68 

68 

1

16

19 

19 

20 

19-20 

20

16 

16 

18-19 

16 

18

EX.

Meramec Spring near I 

Merameo, Mo.:

gage heights

Miner's inch, definition of ..................

Mora canal at 

La Cueva, N. Mex.:

Mora River at 

La Cueva, N. Mex.:

Mountain Park, Okla., 

Horse Creek near:

Dry Fork of Otter Creek near:

fflfp heip"Vifs

Otter Creek near:

Multiple-point method of measuring disN.

North Fork of Canadian River. See Canadian River, North Fork. 

North Fork of Red River. See Red River, 

North Fork.

0. 

Olustree, Okla., 

Turkey Creek near:

Otter Creek near 

Mountain Park, Okla.:

Otter Creek, Dry Fork, near 

Mountain Park, Okla.:

discharge....... ....................

77

"age.

21

21 

4

42 

43 

43 

43

41

41 

42 

41-42 

42

64 

65 

65 

65 

65

66 

66 

67 

66 

66

62-63

ea

64

ea

64

69 

69 

69

63 

64 

63 

64

66 

66.
78 INDEX.

Page.

'Otter Creek, Dry Fork, near Continued. 

Mountain Park, Okla. Continued.

discharge, monthly................

gage heights.......................

rating table........................

Ouachita River at 

Arkadelphia, Ark.:

description .......................

discharge.........................

discharge, monthly...............

gage heights......................

rating table.......................

Padgett, H. D., work of..................

Patterson, E., work of...................

Price current meter, views of ...........

Pueblo, Colo.,

Arkansas River at:

description......................

discharge........................

discharge, monthly..............

gage heights.....................

rating tables.....................

Purgatory River basin:

description ............................. 32

Purgatory River near 

Alfalfa, Colo.:

description......................... 34

discharge........................... 34

discharge, daily.................... 35

discharge, monthly................. 36

gage heights........................ 34-35

rating table......................... 35

Trinidad, Colo.:

description ......................... 32-33

discharge........................... 33

discharge, monthly...... .......... 34

gage heights........................ 33

rating table......................... 33

R. 

Rating tables, construction of.............. 13-15

Red River basin:

description ............................. 49

Red River at 

Arthur City, Tex.:

description......................

discharge........................

discharge, monthly..............

gage heights.....................

rating table......................

Red River, Elm Fork, near 

Mangum, Okla.:

description......................

discharge........................

discharge, daily.................

discharge, monthly..............

gage heights.....................

lied River, North Fork, near 

Granite, Okla.:

description ......................

discharge........................

discharge, daily.................

discharge, monthly..............

gage heights.....................

Red River, North Fork, near Continued. 

Headrick, Okla.:

description......................... 54

discharge........................... 54-55

discharge, daily..................

discharge, monthly...............

gage freights......................

Red River, Salt Fork, at 

Mangum, Okla.:

description.......................

discharge.........................

discharge, daily..................

discharge, monthly...............

gage heights......................

Rules for computation, fundamental and

special.......................... 7

Run-off, computation of.................... 13-16

Run-off in inches, definition of............. 4

S.

Salt Fork of Red River. See Red River,

Salt Fork. 

Sapello River at 

Los Alamos, N. Mex.:

description .........................

discharge...........................

gage heights........................

Scotia, Mo.,

Courtois Creek at:

description .........................

discharge...........................

discharge, monthly ................

gage heights........................

rating table.........................

Second-feet per square mile, definition of.. 

Second-foot, definition of...................

Single-point method of measuring discharge, description of..........

Slope method of measuring discharge, use 

and value of....................

Springer, N. Mex., 

Cimarron River at:

discharge...........................

Stewart, J. E., work of .....................

Stream flow, measurement and computation of..........................

papers on, list of........................

Sulphur Creek:

discharge...............................

Syracuse, Kans.,

Arkansas River near:

description .........................

discharge...........................

gage heights........................

22

22

24

23

24

4

4

7-13 

3

T.

Tables, explanation and use of............. 4-6

Trinidad, Colo.,

Purgatory River at:

description......................... 32-33

discharge........................... 33

discharge, monthly................. 34

gage heights........................ 33

rating table......................... 33
CLASSIFICATION OF THE PUBLICATIONS OF THE UNITED STATES GEOLOGICAL

SURVEY.

[Water-Supply Paper No. 209.]

The publications of the United States Geological Survey consist of (1) Annual 

Reports; (2) Monographs; (3) Professional Papers; (4) Bulletins; (5) Mineral 

Resources; (6) Water-Supply and Irrigation Papers; (7) Topographic Atlas of United 

States, folios and separate sheets thereof; (8) Geologic Atlas of United States, 

folios thereof. The classes numbered 2, 7, and 8 are sold at cost of publication; the 

others are distributed free. A circular giving complete lists can be had on application.

Most of the above publications can be obtained or consulted in the following ways:

1. A limited number are delivered to the Director of the Survey, from whom they 

can be obtained, free of charge (except classes 2, 7, and 8), on application.

2. A certain number are delivered to Senators and Representatives in Congress for 

distribution.

3. Other copies are deposited with the Superintendent of Documents, Washington, 

D. C., from whom they can be had at practically cost.

4. Copies of all Government publications are furnished to the principal public 

libraries in the large cities throughout the United States, where they can be consulted 

by those interested.

The Professional Papers, Bulletins, and Water-Supply Papers treat of a variety of 

subjects, and the total number issued is large. They have therefore been classified 

into the following series: A, Economic geology; B, Descriptive geology; C, Systematic geology and paleontology; D, Petrography and mineralogy; E, Chemistry and 

physics; F, Geography; G, Miscellaneous; H, Forestry; I, Irrigation; J, Water storage; K, Pumping water; L, Quality of water; M, General hydrographic investigations; N, WTater power; O, Underground waters; P, Hydrographic progress reports; 

Q, Fuels; R, Structural materials.

Series P. The hydrographic progress reports contain the results of stream measurements. A report 

is issued for every calendar year, containing the results of data collected during that year. These 

reports were first published as a part of the Director's annual report or as a bulletin; they are now 

published as water-supply and irrigation papers. The following is a list, by years, of the publications 

containing the progress reports of stream measurements (*means out of stock). A detailed index 

of these reports (1888-1903) is published as Water-Supply Paper No. 119.

1888. Tenth Annual Report, Part II*.

1889. Eleventh Annual Report, Part II*.

1890. Twelfth Annual Report, Part II*.

1891. Thirteenth Annual Report, Part III*.

1892. Fourteenth Annual Report, Part II*.

1893. Bulletin No. 131*.

1894. Bulletin No. 131*; Sixteenth Annual Report, Part II*.

1895. Bulletin No. 140*.

1896. Water-supply Paper No. 11*; Eighteenth Annual Report, Part IV*.

1897. Water-Supply Papers Nos. 15* and 16*; Nineteenth Annual Report, Part IV*.

1898. Water-Supply Papers Nos. 27* and 28*; Twentieth Annual Report, Part IV*.

1899. Water-Supply Papers Nos. 35*, 36*, 37*, 38*, and 39*; Twenty-first Annual Report, Part IV*.

1900. Water-Supply Papers Nos. 47, 48, 49, 50, 51, and 52; Twenty-second Annual Report, Part IV.

1901. East of Mississippi River, Water-Supply Papers Nos. 65* and 75*. 

West of Mississippi River, Water-Supply Papers Nos. 66 and 75*.

3690 IRR 209 07 6 i
II SERIES LIST.

1902. East of Mississippi River, 

West of Mississippi River,

1903. East of Mississippi River, 

West of Mississippi River,

1904. East of Mississippi River, 

West of Mississippi River,

1905. East of Mississippi River, 

West of Mississippi River,

1906. East of Mississippi River, 

West of Mississippi River,

Water-Supply Papers Nos. 82 and 83. 

Water-Supply Papers Nos. 84 and 85. 

Water-Supply Papers Nos. 97 and 98. 

Water-Supply Papers Nos. 99 and 100. 

Water-Supply Papers Nos. 124, 125, 126, 127, 128, and 129. 

Water-Supply Papers Nos. 130, 131, 132, 133, 134, and 135. 

Water-Supply Papers Nos. 165* 166*, 167, 168*, 169, 170, and 171. 

Water-Supply Papers Nos. 171, 172*, 173*, 174,175*, 176,177, and 178. 

Water-Sapply Papers Nos. 201, 202, 203, 204, 205, 206, and 207. 

Water-Supply Papers Nos. 207, 208, 209, 210, 211, 212, 213, and 214.

Correspondence should be addressed to

THE DIRECTOR,

UNITED STATES GEOLOGICAL SURVEY,

WASHINGTON, D. C. 

OCTOBER, 1907.

o