Water-Supply and Irrigation Paper No. 210 Series P, Hydrographk Progr«s:J Reports, W 

DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

GEORGE OTIS SMITH, DIBECTOR

SURFACE WATER SUPPLY

OF

WESTERN GULF OF MEXICO AND

RIO GRANDE DRAINAGES

1906

T. U. TAYLOR AND W. A. LAMB

DISTRICT HYDROGHAPHERS

WASHINGTON

GOVERNMENT PRINTING OFFICE 

1907
U. ». CJtOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 210 PL. I

127° 125° 123° 121° 119° 117° 116° 113° 111" 109" 107° 105° 103° 101° 99° 97° 95° 93° 91 a 77° 75° 73° 71° 69° 67

C. J. Peters & Son Co., fng'rs., Boston.

91 89° 87° 85° 83° 81° 79° 77

MAP OF UNITED STATES SHOWING LOCATION OF PRINCIPAL RIVER STATIONS MAINTAINED DURING 1906.
Water-Supply and Irrigation Paper No. 210 Series P, Hydrographic Progress Reports, 64 

DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

GEORGE OTIS SMITH, DIRECTOR '

SURFACE WATER SUPPLY

OF

WESTERN GULF OF MEXICO AND

RIO GRANDE DRAINAGES

1906

T. U. TAYLOR AND W. A. LAMB

DISTRICT HYDROGRAPHERS

WASHINGTON

GOVERNMENT PRINTING OFFICE

1907
CONTENTS.

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

Scope of work.......................................................... 7

Definitions............................................................. 9

Explanation and use of tables........................................... 10

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

Field methods of measuring stream flow................................. 13

Office methods of computing run-off..................................... 19

Cooperation and acknowledgments....................................... 22

Western Gulf of Mexico drainage............................................ 22

Sabine River drainage basin........................................... 22

Description of basin............................................... 22

Sabine River near Longview, Tex................................... 22

Sabine River at Logansport, La.................................... 24

Neches River at Evadale, Tex..................................... 28

Trinity River drainage basin........................................... 29

Description of basin............................................... 29

Trinity River at Dallas, Tex....................................... 29

Trinity River at Riverside, Tex.................................... 33

Brazos River drainage basin............................................. 34

Description of basin............................................... 34

Brazos River at Waco, Tex.......................................... 34

Brazos River at Richmond, Tex..................................... 35

Lampasas Springs at Larnpasas, Tex................................ 36

Colorado River (of Texas)-drainage basin................................ 37

Description of basin. ....... v ...................................... 37

Colorado River at Austin, Tex...................................... 37

Colorado River at Columbus, Tex................................... 39

San Saba River near San Saba, Tex".................................... 40

Llano River....................................................... 41

Bartons Springs near Austin, Tex.................................... 41

Guadalupe River drainage basin......................................... 42

Description of basin............................................... 42

Guadalupe River near Cuero, Tex................................... 42

Comal River at New Braunfels, Tex................................ 44

San Marcos River at San Marcos, Tex ................................ 44

San Antonio River drainage "basin...................................... 45

San Antonio River at San Antonio, Tex.............................. 45

Nueces River drainage basin............................................ 45

Description of basin............................................... 45

Leona River at Uvalde, Tex........................................ 47

3
CONTENTS.

Rio Grande drainage basin................................................. 47

General features....................................................... 47

Rio Grande proper.................................................... 48

Rio Grande near Del Norte, Colo................................... 48

Rio Grande near Lobatos, Colo..................................... 50

Rio Grande near San Marcial, N. Mex.............................. 52

Rio Grande near El Paso, Tex....................................... 55

Rio Grande above Presidio, Tex.................................... 57

Rio Grande below Presidio, Tex.................................... 60

Rio Grande near Langtry, Tex...................................... 62

Rio Grande below mouth of Devils River, Tex....................... 65

Rio Grande at Eagle Pass, Tex...................................... 67

Rio Grande near Laredo, Tex....................................... 69

Rio Grande near Roma, Tex........................................ 71

Rio Grande near Brownsville, Tex................................... 72

Rio Salado drainage basin............................................... 74

Rio Salado near Guerrero, Tamaulipas, Mexico...................... 74

Rio San Juan drainage basin........................................... 75

Rio San Juan near Tamaulipas, Mexico............................. 75

Pecos River drainage basin. ............................................. 77

Description of basin............................................... 77

Pecos River at Santa Rosa, N. Mex.................................. 78

Pecos River near Fort Sunnier, N. Mex.............................. 79

Pecos River near Roswell, N. Mex................................... 81

Pecos River near Dayton, N. Mex................................... 83

Pecos River at Lakewood, N. Mex ................................. 85

Leakage from Lake McMillan, N. Mex.............................. 87

Pecos River at Avalon, N. Mex..................................... 88

Pecos River at Carlsbad, N. Mex................................... 90

Pecos River and Margueretta flume near Pecos, Tex................. 91

Pecos River near Moorhead, Tex.................................... 95

Gallinas River near Las Vegas, N. Mex............................. 97

Hondo River at Roswell, N. Mex.................................... 98

Hondo River near Roswell, N. Mex.................................. 100

Inlet Canal at Hondo reservoir near Roswell, N. Mex................. 101

Scour Gate No. 1, Hondo reservoir, near Roswell, N. Mex............. 102

Penasco River near Dayton, N. Mex. ................................ 103

Devils River drainage basin ........................................... 105

Devils River at Devils River, Tex ................................. 105

San Felipe Creek drainage basin......................................... 107

San Felipe Creek at Del Rio, Tex................................... 107

Las Moras Creek drainage basin......................................... 107

Las Moras Creek near Brackettv ille, Tex............................ 107

Miscellaneous measurements in Rio Grande basin in New Mexico. ......... 108

Index.................................................................... 109
ILLUSTRATIONS.

PLATE I. Map of United States showing location of principal river station?

maintained during 1906........................................ 1

II. A, Current-meter rating station, Los Angeles, Cal.; B, Price current meters............................................... 16

FIG. 1. Cable station, showing section of river, car, gage, etc.................. 17

2. Discharge, area, and mean-velocity curves for Potomac River at Point

of Rocks, Md.................................................... 21

5

SURFACE WATER SUPPLY OF GULF OF MEXICO AND 

RIO GRANDE DRAINAGES, 1906.°

T. U. TAYLOR and W. A. LAMB, 

District. Jiydrographers.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 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. Tin's 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 covering 

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

» This report contains information similar to that published in previous years under title "Report 

on the Progress of Stream Measurements."

& The data in this report were collected as follows: In the eastern portion under the direction of 

Prof. T U. Taylor, of the University of Texas; in the western portion under the direction of W. B. 

Lamb. The stations on the Rio Grande proper were maintained by the International (Water) 

Boundary Commission, under the direction of W, W. Follett, consulting engineer.

The data were prepared for publication under the direction of John C. Hoyt, assisted by R. H. Bolster, 

J. E. Stewart, F. F. Henshaw, and H. D. Padgett.

7
8 SURFACE WATER SUPPLY, 1906.

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 PI. 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. Surface 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.

303. 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.)

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

1906.
INTRODUCTION. 9

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 drainages, 

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 Graiide 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 

drainages in California and Colorado River drainage below Yuma.)

214. Surface water supply of the North Pacific Coast drainage, 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 surface water supply published 

from 1901 to 1906:

Numbers of Water-Supply Papers containing results of stream, measurements, 1901-1906.a

Susquehanna, Gunpowder, Patapsco, Potomac, James, RoaSantee, Savannah, Ogeechee, and Altamaha rivers and eastern

Hudson Bay and upper eastern and western Mississippi River

Meramee, Arkansas, Red, and lower western Mississippi river

The Great Basin and Pacific Ocean drainages in California, and

1901.

No. 

f 65

I '«>

j 65

t V6 

/ 65 

I 75

f 65

i 75

| 65

1 75 

65

f 65 

i 66

I " 

j 66

i 75 

/ 66 

1 75

f 66

i 75 

J 66

\ 75 

1 66

i 75 

J 66

1 T^

1 66

i 75

1902.

No. 

| 82

j- '82

82 

83

| 83

83

83

83 

84

oo

} M

\ 84

\ 84 1 M

I. OK J K

J I 85 ^

}*

\ «

I *

1903.

No. 

97

97

97 

98

98

97

98 

99

1UU

99

99

99

100

100

100

100

1904.

No. 

124

125

\ 126

127

128

129

1 128 

| 130

{ 130

I 131 

131

132

133

133

134

135

1905.

No. 

165

166

167

168

169

170

}'»

1 172

173

174

175

176

177

178

1906.

No. 

201

202

203

204

205

206

207

208

209

210

211

212

213

214

o Reports containing data for years prior to 1901 are noted in the series list at the end of this paper.

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 per 

square mile, and (2) those which represent the actual quantity of water,
10 SUEFACE WATEE SUPPLY, 1906.

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 

denned 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 second-foot 

flowing for twenty-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 

measurements made during the year, including the date, name of the
INTRODUCTION. 11

hydrographer, width and area of cross section, gage height, and discharge in second-feet.

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

surface of t*he river as found from' the mean of the gage readings 

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 datain 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 

the average flow for each second during the month. Upon this the 

computations for the remaining columns, which are defined on 

page 10, 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 

only three significant figures. In making the various computations 

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

been generally used,
12 SURFACE WATER SUPPLY, 1906.

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.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

1,000,000 cubic feet equal 22,95 acre-feet.
INTRODUCTION. 13

1 acre-foot equals 325,850 gallons.

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

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

1 foot equals 0.3048 meter.

1 mile equals 1.60935 kilometers.

1 mile equals 5,280 feet.

1 acre equals 0.4047 hectare.

1 acre equals 43,560 square feet.

1 acre equals 209 feet square, nearly.

1 square mile equals 2.59 square kilometers.

1 cubic foot equals 0.0283 cubic meter.

1 cubic foot equals 7.48 gallons.

1 cubic foot of water weighs 62.5 pounds.

1 cubic meter per minute equals 0.5886 second-foot.

1 horsepower equals 550 foot-pounds per second.

1 horsepower equals 76.0 kilogram-meters per second.

1 horsepower equals 746 watts.

] horsepower equals 1 second-foot falling 8.80 feet.

1J horsepower equal about 1 kilowatt.

To calculate water power quickly: t- ec -~ t^_j' m ee 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. Geol. 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; and (3) 

those with constantly shifting beds. In determining the daily flow 

special methods are necessary for each class. The data on which the 

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 of the 

area of the cross section. The method chosen for any case depends 

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

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

continued.

Slope method. Much information has been collected relative to the 

coefficients to be used in the Chezy formula, v = c\/Rs. This has-been 

utilized by Kutter, both in developing his formula for c and in determining the values of the coefficient n which appears therein. The
14 SURFACE WATER SUPPLY, 1906.

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 Kutier's formula. The 

most common use of this method is in estimating the flood discharge 

of a stream when the only data available are the cross section, the 

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

Weir method. When funds are available and the conditions are 

such that sharp-crested weirs can be erected, these offer the best facilities for determining 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; (b) 

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 in 

Q = c & Til, or some similar standard weir formula, are known (see 

Water-Supply Papers Nos. 180 and 200a); (f) either no fiashboards 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 can 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 broadcrested 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.

0'Water-Supply Paper No. 200 replaces No. 150, the edition of which h$s be^n
INTRODUCTION. 15

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 on 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 crosscurrents, 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 stations 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 d6bris. In case of all surface-float measurements coefficients 

must be used to reduce the observed velocity to the mean velocity. 

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.
16 . SURFACE WATER SUPPLY, 1906.

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 screwpropeller 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 PI. II, B, which has been largely developed and 

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 he made from a bridge, cable, 

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 on 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, area,- and 

discharge are determined independently, so that conditions existing
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 210 PL. II

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

ft

B. PRICE CURRENT METERS.
TNTEODLTCTION, 17

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 of time required to

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

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 multiplepoint method gives the mean velocity very closely for open-water 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

8077 IEE 210 07 2
18 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 velocity-curve measurements, taken on many streams and under varying conditions, 

show that the average coefficient for reducing the velocity obtained at 

0.6 depth to mean velocity is practically unity.

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 on the stage, velocity, and channel conditions. The higher 

the stage the larger the coefficient. This method is specially 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 

mean velocity, area, and discharge are determined separately for either
INTRODUCTION. 19

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 

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

For stations on streams with permanent beds the first step in com-^ 

puting 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 on 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 on the type of dani and other conditions near its crest. After 

inserting in the weir formula the measured length of creSl^,and the 

assumed coefficient the discharge is computed for variousiieads 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 water 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 on 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 wul be the same whenever the stream is 

at a given stage if the chartge of slope due to the rise and fall of ^the 

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

gradually with the stage,

-~Xir
20 SUEFACE WATEE SUPPLY, 1906.

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 meanvelocity 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 on 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 denned 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 determinations of 

flow are to be other than rough approximations. For stations with 

beds which shift slowly or are materially changed only during floods
Gage heiht in feet

_ roeo£oi<j>N<Dcoo rvjo>iwo>^<*

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<EMEI\<TS 1

/*

N I9O2 NO. 1 

 1903 NO. 2 T 

' 1904 NO, 8 

1905 NO. 9 U 

1906 NO. 14

/

p

x

X

/

7/3

07

/

oj!

X"

(

x°

'

&

^

I.I

(

fio

^

Ve 

30

locit

/

Jy

x

y in

)0

/

^

/2

feet

'a

3.(

+/

9°/

0

per

t

*

\J 1

secc

/

A//

4.(

/

^°

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10 

'1

(

/

5

'

1

) 10,000 20,000 30,000 . 40,000 50,000 60,000 70,000 80,000 90,000 

Discharge in second-feet 

FIG. 2. Discharge, area, and mean-velocity carves for Potomac River 
22 SUKFACE WATER SUPPLY, 1906.

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 discharges 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 acknowledgment is due:

International (Water) Boundary Commission, Gen. Ansoii Mills, 

commissioner on the part of the United States; Senor Don Jacobo 

Blanco, commissioner on the part of Mexico, and W. W. Follett, 

consulting engineer on the part of the United States; the Chicago, 

Rock Island and Pacific Railroad; and the United States Weather 

Bureau.

WESTERN GULF OF MEXICO DRAINAGE.

SABINE RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN.

Sabine River has its headwaters in Collin and Hunt Counties, Tex., 

flows in a southeasterly direction to the State line, then south, forming the boundary between Texas and Louisiana, and empties into 

Sabine Lake, an arm of the Gulf, near Orange, Tex. The small 

tributaries in eastern Texas support many small water mills, and 

the Sabine itself is navigable for several hundred miles. The drainage area of the Sabine in Texas above Orange is 7,500 square miles 

and its total drainage area above Orange in Louisiana and Texas is 

10,400 square miles.

SABINE RIVER NEAR LONGVIEW, TEX.

This station was established January 1, 1904, at the bridge of the 

International and Great Northern Railroad, about 3 miles southwest of Longview Junction, Tex. During 1906 the gage was read 

by P. H. Gray. The conditions at the station and the bench marks
SABINE RIVER DRAINAGE BASIN. 23

are described in Water-Supply Paper No. 174, page 13, where are 

given also references to publications that contain data for previous 

years.

Daily gage height, in feet, of Sabine River near Longview, Tex., for 1906.

Day.

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

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

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

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

7.....--...-....

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

9... ......-.-..-

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

29 ....

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

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

Jan.

31.3

30.8

29.7

28.6

27.1 

25.4

23.8

22.6 

22.6

21.0

20.6

20.2

19.7

19.0 

17.0

15.0

13.0

12.7

12.5

14.2

15.1

15.5

16.2

17.2

19.2

20.4

21.4

22.6

Feb.

23.4

24.0

24.2

23.2

21.0 

17.6

14.1

12.3 

11.7

11.3

11.1

17.8

19.8 

20.0

20.2

99 1

23.4

24.6

25.7

97 1

27.3

Mar.

23.3

21.7

19.9

19.0

16.8 

14.0

13.4

13.9 

14.1

13.9

13 9

14.6

15.4

16.0 

16.2

14.9

11.8

11.8

11.4

11.2

11.1

11.4

U C

11.4

15.4

21.7

26.5

27.0

Apr.

26.4

26.4

26.8

27.2

27.5

27.8

27.8

27.5

25.7

22.3

21.2 

20.3

16 9

13 9

12.4

13.4

14.7

13 9

1Q A

13.6

1 e Q

17.1

May.

17.9

15.4

12.4

12.5 

13.8

15.8

16.4 

17.1

16.2

13.2 

13.0

13.0

12 9

12.2

11 a

15.7

17.7

1C1 7

20.9

9J. 7

95 o

24.4

22.4

June.

19.9

13.2

15.8

14.1

13.0 

14.1

15.fi

17.3 

19 0

20.4

on 7

21.0

19.7 

13.9

9 4

8.5

8.0

7

Q

8.0

8

0

7.8

7.5

July.

7.9

8.6

8

C

8.8

8.3

7.7

7.0

6.9 

6 9

7.2

7.3

7.3

7.3

7.1 

7.1

7.4

9

C

10.2

9 7

8.9

11.5

10.8

9 9

9

1

16.5

Aug.

11.1

11.1

11.1

10.8

10.8

11.2 

10.9

10.5

9.8 

9.1

8.6

7.0

7.4

7.7

8.5

8.4

9.0

9.6

11.7

12.0

11.9

11.3

10.4

10.0

9 8

10.2

11.1

11.5

11.9

10.1

Sept.

10.0

8.5

8.0

7.2

7.3

8.2 

8.5

9.5

9.8 

10.0

11.2

10.6

10.1

9.7 

9.5

10.6

10.0

9.8

9.7

8.5

8.4

7.2

7.0

7.0

6 9

6.3

6.2

Oct.

10.9

10.5

10.2

9.9

9.7

9.4 

9.0

8.1

8.1 

8.3

7.3

7.2

6.5

8.9

9.5 

9.8

10.5

12.4

14.3

15.3

16.8

17.0

16.1

13.4

' 13 0

10.8

9.3

8.3

7.8

7.6

7.4

Nov.

7.1

6.9

6.3

6.9

7.0

7.2 

6.8

6.9

7.1 

6.9

6.6

7.1

7 1

7.1

7.0 

7.0

6.9

6.9

7.0

7.1

7.3

7.6

8.3

7.6

8.1

8.7

9.7

10.6

11.2

Dec.

12.2

12.7

12.9

12.4

11.4

10.2 

9.7

9.0

8.7 

8.4

8.2

8.1

8.1

8.4

8.7 

15.9

22 0

23.0

23.8

23.4

24.6

25.9

26.0

27 2

30.7

30.4

29.8

28.8

27.4

Rating table for Sabine River near Longview, Tex.. for 1905-6.

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

Discharge.

Sec.-ft.

74

85

97

109

122

135

148

162

176

190

205

220

235

Gage 

height.

Feet.

7.60

7.70

7.80

7.90

8.00

8.10

8.20

8.30

8.40

8.50

S.fO

8.70

8.80

Discharge.

Sec.-ft.

251

267

283

300

317

335

353

371

389

407

426

445

464

Gage 

height.

Feet:

8.90

9.00

9.20

9.40

9.60

9.80

10.00

10.20

10.40

10.60

10.80

11.00

11.20

Discharge.

Sec.-ft.

483

502

540

580

620

660

700

742

784

826

869

913

957

Gage 

height.

Feet.

11.40

11.60

11.80

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

Discharge.

Sec.-ft.

1,001

1,045'

1,090

1,136

1,366

1,605

1,85<J

2,103

2,366

2,640

2,938

3,310

3,746

Gage 

height.

Feet.

22.00

23. 00

24.00

25.00

26.00

27.00

28.00

29.00

30.00

31.00

32.00

Discharge.

Sec.-ft.

4,230

 i, 77b

5,400

6,112

6,900

7,746

8,700

9,860

11,200

12,670

14,300

^

NOTE. The above table is based on 26 discharge measurements made during 1904-^5 and is well 

defined below gage height 22.0 feet.
24 SURFACE WATEB SUPPLY, 1906.

Monthly discharge of Sabinc River near Longview, Tex.,for 1906. 

[Drainage area, 2.900 square miles.]

Month.

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

November

Discharge in second-feet.

Maximum.

13,200 

8,200 

7,750 

8,490 

6,110 

3,940 

2,230 

1,140 

957 

2,370 

957 

12,200

13,200

Minimum.

1,250 

935 

935 

1,230 

1,180 

235 

148 

162 

63 

97 

74 

335

74

Mean.

4,520 

4,400 

2,540 

4,420 

2,580 

1,490 

564 

747 

480 

837 

256 

4,370

2,270

Total in 

acre-feet.

278,000 

244,000 

156,000 

263,000 

159,000 

88,700 

34, 700 

45,900 

28,600 

51,500 

15, 200 

269,000

1,630,000

Run-off.

Sec .-ft. per j Depth in 

sq. mile, j inches.

1.56 

1.52 

0.876 

1.52 

0.890 

0.514 

0.194 

0.258 

0.166 

0.289 

0.088 

1.51

.782

1.80 

1.58 

1.01 

1.70 

1.03 

.57 

.22 

.30 

.19 

.33 

.10 

1.74

10.57

SABINE KIVER AT LOGANSPORT, LA.

This station was established December 27, 1905, at the bridge of 

the Houston, East and West Texas Railway. The drainage area 

above this point is practically all in Texas.

The channel is straight for 400 feet above and 4,000 feet below the 

station. The current is sluggish at low stages. The right bank is 

low, wooded, and liable to overflow; the left is high, and does not 

overflow. The flood plain is not very wide, and the conditions are 

favorable for accurate measurements. There is but one channel at 

low stages, but at high water the piers of the bridge divide the stream 

into several channels. The highest flood on record (gage height 41.2 

feet) occurred in 1884.

Discharge measurements are made from the railroad bridge. The 

initial points for soundings are the face of the west abutment and 

the east face of each pier. The section under each span of the bridge 

is treated as a distinct channel.

The gage is marked off on the downstream side of a pier of the 

highway bridge, which is 200 feet above the railroad bridge. It is 

near the west bank. A boxed chain gage which is attached to the 

upstream railing of the highway bridge is also used. Gage heights 

for 1903 to 1905 were furnished by the United States Weather Bureau. 

The datum of the Weather Bureau gage is 2.00 feet above that of 

the Geological Survey, and the gage heights have been reduced to 

the latter datum. The bench mark is a railroad spike driven into 

the north side of a tree 150 feet from the low-water edge on the east 

bank between the railroad and highway bridges; elevation, 50.54 

feet. The reference point is the top of the tie at the foot of hip vertical of the Pratt truss, north side, east end; elevation, 52.90 feet. 

Elevations refer to the datum of the Geological Survey gage.
SABINE EIVEB DRAINAGE BASIN.

Discharge measurements of Sabine River at Logansport, La., for 1906.

25

Date. Hydrographer.

T. U. Taylor . .................................

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

Width.

Feet. 

153

130

Area of 

section.

Sq.ft. 

2,120

1,130

Gage 

height.

Feet. 

12.9

15.5

6.1

22.0

Discharge.

Sec.-ft. 

2, 2SO

3,500

530

6,830

Daily gage height, infect, of Sabine River at Logansport, La., for 1903-1906.

19O3.

Day.

9

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

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

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

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

8........... 9..........:

10........... 11...........

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

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

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

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

July.

7.0

7.4

8.5

9 9

13.6

15.4

16.0

16.2

17.0

17.2

17.7

18.1

18.6

Aug.

7.0

9.5

11.5

13.5

14.4

14.9

15.1

13.4

11.4

10.0

6.8

6.0

5.7

5.4

5.1

Sept.

6.4

6.0

5.7

5.4

5.0

4.5

4.2

4.0

4.0

4.0

3.9

3.8

3.7

3.7

3.7

Oct.

3.0

3.0

3.0

3.0

3.5

5.5

6.6

 7.6

8.5

10.0

10.6

11.0

11.3

11.5

11.7

11.8

Nov.

6.2

6.1

6.0

5.8

5.6

5.4

5.2

5.2

5.5

6.0

7.0

7.4

7.2

6.8

Dec.

5.6

5.6

5.4

5.4

5.3

5.3

5.2

5.2

5.2

5.1

5.0

5.4

5.8

6.2

6.3

6.4

Day.

18..........

19..........

20......-.-.

21 ..........

22..........

23.......--.

25..........

20..........

28..........

29..........

30

31 ..........

July.

18.8

18.8

18.8

19.0

19.3

19.5

19.9

18.5

10.4

7.7

6.5

6.0

Aug.

5.1

5.1

5.4

5.6

0.8

8.0

10.0

12.0

12.0

11.6

10.2

9.2

8.0

7.5

6.8

Sept.

3.7

3.6

3.5

3.4

3.3

3.3

3.3

3.3

3.1

3.1

3.0

3.0

3.0

Oct.

12.0

11.7

11.2

10 5

9.5

8.8

8.5

8.2

7.6

7.0

7.0

6.9

6.8

6.6

6.4

Nov.

6.3

6.1

6.0

6.0

6.0

6.0

6.0

5.9

5.8

5.7

5.7

5.7

5.6

5.6

Dec.

6.1

5.7

5.2

5.1

5.0

5.0

5.0

5.0

5.6

6.0

6.0

0.0

6.0

0.0

6.0

19O4.

Day.

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

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

Q

4:::::::::::::::

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

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

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

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

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

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

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

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

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

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

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

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

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

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

99

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

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

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

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

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

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

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

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

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

Jan.

6.0

5.9

5.7

5.6

5.5

5.5

5.4

5.3

5.1

5.0 

4.9

4.8 

4.7

4.6

4.5

4.4

4.4

4.4 

4.4

4.5

4.6

4.9

5.3

6.0

6.8

7.0

7.4

7.8

8.5

Feb.

8.3

8.0

7.6

7.0

6.5

6.0

5.5

5.0

5.5

5.5 

5.4

5.3 

5.1

5.0

5.0

5.0

5.4

5.6 

6.5

8.8

10.2

11.0

11.6

11.2

9 3

Mar.

8.5

8.0

7.4

7.0

6.6

6.4

6.2

6.0

5.9 

5.7

5.4

5.2 

5.0

5.0 

5.0

5.0

5.0

5.0

5.5

5.8

6.0

8.8

11.0

11.3

11.0

11.0

11.4

12.0

12.3

12.5

Apr.

12.5

13.0

13.2

13.4

13.0

12.9

12.2

14.5

18.8 

20.0

20.2

20.4

19.8 

19.2

18.4

17.6

17 42

17.6

17.8 

18.2

18.6

18.8

19 4

19.6

19 8

20.2

19 6

10.2

May.

11.4

10.0

8.2

8.0

9.0

9 ^

10.2

10.0

10.2 

11.0

12.0

12.8 

13.4

13.8 

14.0

14.2

14.3

14.6

14.8

15.0 

15 2

15.4

15.2

10.6

8.4

6.6

5.2

5.0

June.

5.0

5.0

5.0

5.0

4.6

4.2

4.0

5.6 

7.0

12.4

H 9

15.4 

16.3

16.2

15.8

15.4

15.4

15.6 

15.8

16.0

15.6

11.4

10.0

8.6

7.4

7.0

6.8

July.

7.0

7.2

8.0

8.4

9.6

10.2

10.2

10.2

Q fi

9.2

8.2 

7.6

7.0 

6.6

6.0

5 A

5.0

4.6

4.2 

4.0

3.8

4.0

6.0

6.6

7.0

7.6

8 n

8.2

8.0

7.6

Aug.

7.0

6.6

6.2

5.6

5.0

4.8

6.6

6.4

5.6 

5.4

4.6

4.6 

4.8

4.6 

4.4

5.2

5.4

5.2

5.0

4.8 

4.4

4.0

3.8

3.4

3.4

Q O

3.2

2.8

2.6

2.6

Sept.

2.4

o 4

2.2

9 9

2.4

2.6

2.4

2 4

2.4 

2.6

2.8

3.0

4.4

4.8

4.8

4.6

4.4

4.2

4.0 

4.0

4.4

4.6

4.5

4.4

4.3

4.2

3.8

3.6

3.4

Oct.

3 O

3.2

3.0

. 2.8

2.8

2.8

2.8

2.8

2.7 

2.7

2.7

2.8

2.8

2.8

2.8

2.7

2.7

2.8

2.8 

2.8

2.8

2.7

2.7

2.7

2.8

2.4

2.3

9 9

2.1

2.1

Nov.

2.1

2.1

2.6

2.6

2.6

2-6

2.6

2.6

2.6 

2.6

2.6 

2.6

2.6

2.6

2.7

2.6

2.8 

3.0

2.9

2.9

2.9

3.0

3.3

3.3

3.3

3.4

Dec.

3.0

3.0

3.0

3.0

3.0

3.0

3.0 Q n

2.8

*j. O

2.8

2.8 

2.8

2.8

2.6

2.6

2.6 

2.6

2.6

2.6

2.8

3.0

4.0

22.0

27.0

28.8

28.6

27.8
26 SURFACE WATER SUPPLY, 1906.

Daily gage height, in feet, of Sabine River at Logansport, La., for 1903-1906 Continued.

19O5.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

18- .............. 

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

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

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

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

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

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

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

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

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

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

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

Jan. Feb.

26. 0 18. 0

24. 6 15. 0

22.0 13.5

17.8 12.0

13. 0 10. 0

10.4 9.0

10. 2 10. 5

8.6 i 13.0

8.4 ; 17.5 

7.8 , 20.0

11.0 23.0

12.6 22.5

13.2 , 22.0

13.2 18.8 

12.6 ; 16.5 

10.8 ' 18.2

11.2 23.0 

12.4 25.5

12. 4 25. 5

12.2 20.5

12. 0 26. 8

11.2 26.4

8. 8 25. 0

12.0 ....... 

13.2 '......

15.4 I. ......

Mar.

22.0

20.5

18.0

16.4

15.3

14.6

12.0

9.8

15.0 

21.0

28.8

28.0

26.0

23.5 

21.8 

21.0

21.2 

21.6

22.0

21.8

23 6

24.0

23.8

23.0

Apr.

23.0

22.8

23.6

25.0

25.2

24.8

25.0

25.0

24.8 

24.5

24.0

23.8

22.8

23.6

24.0

23.8 

24.0 

25.0

25.6 

2b.O

26.0

°6 °)

27.5

27.0

97 c

27.5

28.0

May.

28.0

27.8

27.4

27.0

26.8

26.4

26.2

26.6

26.4 

26.2

27.6

29.0

30.0

30.8

32.0 

32.8 

32.9

32.8 

32.5

32.7

33.6

35.7

35.4

34.0

June.

33.2

33.6

33.5

32.8

32.0

31.5

29.8

29.0 

28.5

27.8

27.0-

26.6

25.7

24.0

24.0

22.2 

1?! 6 

13.0

10.5 

10.0

10.8

13.0

15.3

18.5

19 0

19.7

July.

21.0

22.4

23.2

24.0

24.0

24.8

25.0

24.8

25.3 

25.7

26.0

26.2

26.6

26.0

26.2

26.4

27.4 

28.0 

31.3

31.0 

30.0

30.0

30.4

30.7

32.3

31.3

29.7

Aug.

28.6

27.7

26.6

25.7

24.8

24.0

23.0

22.8

22 2 

22^0

21.5

20.2

17.6

13.8

11.0

11.0

8.6

7.7 

7.2

 7.0 

7.1

7.3

7.8

0.0

5.8

5.4

5.4

5.2

Sept.

5.6

5.8

6.2

6.4

6.4

5.8

5.4

5.4 

5.4

5.0

5.0

5.0

4.6

4.5

4.4 

4.4

4.8

6.0 

6.0

5

Q

ti.2

5.8 

5.6

5.3

4.6 

4.3

Oct.

4.2

4.0

4.0

4.1

4.3

4.7

4.9

4.8

4.9 

5.0

4.8

4.8

4.7

4.6

4.6

4.3

4.4 

4.4 

4.5

4.3

4.0

4.0

6.6

12.1

11.3

9 8

9 0

Nov.

8.8

9.0

9.3

9.5

9.2

9.6

11.8

13.6

13.5 

19.2

20.6

20.2

19.8

18.9

17.3 

15.5 

14.0

13.8 

12.6

12.4

12.2

1O Q

14.4

13.5

11.0 

10.0

Dec.

9.0

9.2

11.5

12.0

13.0

12.8

12.2

11.8

11.0 

10.8

11.0

11.0

10.6

13.8

17.7

21.0 

21.5 

22.6

23.8 

25.0

25.8

27.0

27.8

28.0 

28.3

28.2

27.8 

% 9

27.2

1 ...

0

3 . . 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

1\.. .............

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

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

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

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

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

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

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

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

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

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

28.0

29.5 

30.7 

31.2

31.6

31.2

31.0

30.5

29.2

28.5 

26.7

26.0

25.0

oo 4

22.0

21.5

20.0 

18.2

23.8

29.0

99 §

29.0

27.6

26.0

24.5

23.0

21.8

20.6 

19.7 

19.0

19.2

19.6

19.8

20.2

19.3

18.5 

15.4

17.8

18.5

19 0

19.5 

19 0

1o ft

18.6

1Q fi

20.0

20.2

20.4

20.8 

21.0 

21.0

20.7

18.2

15.5

13.0 

12.8

12.7

1° 9

13.6

11.8

9.8

9.6

10.0

23.6

25.7

28.0

29.2

29.7 

29.0 

28.6

26.6

os ft

24.0

23.7 

23.8 °4-0

23 0

22.0

OJ O

ion

17.2

13 9

14.0

10 A

12.6

12.8

13 3 

13.7 

13.8

16.0

17.0

16.0

H o

15.8

17.0

17.2

14.8

14.0

H o

16.0

17.0

17.0

18.0

18.0

18.6 

21.4 

22.6

22.4

22 8

22.6

21.7

18.0

15.6

15.2

15.6

16.0

11.0 

10.2

9 4

8.2

8

Q

9.6

U Q

9.4

9.0

8.6 

8.4

8.2

6.8

6.8

6.6

6.4

6.2

6.6 

7.0

7.2

7.0

7.0

8 ft

8.0 

8.2

7 £

8 A

8.0

8.4

8

O

q 0

Q 7

15.0

18.0

19.0

19.8 

20.3 

19.8

17.4

17.0

11.6

10.4

9 0

8.3 

7.0

7.0

6.6

6.4

6.2

6.6

6.8

7.2

8 A

9 0

9 2

9 f\

8

0

8

K

8 A

8.0

7.6

7.6

7.8

8.0 

8.0

7.8

Q (\

8.0

7.6

7.6

7.8 

7.8

8 7

9 0

8

0

8

C

8 ft

8 ft

8.3 

8.3

8 9

7 fi

7.5

8

9

8

C

6.3

5.1

A Q

4.8

5.1 

5.3 

5.0

4.5

A £

4.5

A Q

4.1

6.8

1Q 9

1°. 4

10 9

13.1

1 Q (\

10 7

1 O Q

13 0

1° 9

12 4

11.1

10 2

8 7

7.4

6.4

5.8 

5.5 

5.2

4.8

4.7

4.6

4.6

4 ^

4.5

A Q

4.3

4.2

5.1

6.0 

6.1

C Q

5

Q

5 6

5 9

6.5

8. 

8. 

9.

9

9.

9.

Q

8.

8.

7.

6.

14.

19°1

22. 

oq

">4

24.

OQ

OO

22.

21.

21.

99

22.
SAB1NE RIVEK DBAINAGE BASIN.

Ranting table for Sabine River at Logansport, La., for 1903-\1906.

Gage 

neight.

Dis- Gage

harge. j height.

lec.-ft.

105 '

Feet. 

3.60

110 3.70

115

121

127

133

139

146

153

160

167

175

183

191

199

3.80

3.00

4.10

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

Discharge.

Sec.-ft. 

208

217

226

235

245

255

265

276

287

298

310

322

334

347

360

Gage

height.

Feet. 

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

Discharge.

Sec.-ft. 

3S8

418

449

481

515

551

587

624

662

700

740

780

821

863

905

Gage

height .

Feet. 

9.00

10. CO

11.00

Discharge.

See.-ft. 

1.145 i

1,420 '

1.720 '

12.00 2,(KO

13.00

14.00

15.00

16.80

17.00

18.00

19.00

20.00

21.00

22.00

23.00

2,390

2,770

3,180

3,620

4,090

4,590

5,120

5,670

6,240

6,830

7,440

G

hei

F 

2-

2i

2f 2"

2S

2{

3(

31

&

313'

3J

3(

Lge

jht.

;et. 

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

,00

.00

.00

Discharge.

Sec.-ft. 

8,070

8,720

9,380

10, 050

10. 730

11,420

12, 120

12; 830

13,550

14,270

15,000

15, 740

16, 490

NOTE. The above table is based on four discharge measurements made during 1906. Discharges for 

1906 computed frpm this table may be considered reasonably close above gage height 6.0 feet. All discharges below 6.0 feet are provisional and subject to revision. It has been assumed that conditions of 

flow remained constant from July 1, 1903, to date, but this may not be true. ; Monthly discharge of Sabine River at Logansport, La., for 19(^3-1906.

1903. 

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

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

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

1904.

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

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

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

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

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

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

1905.

June ............................... .......

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

190C. 

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

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

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

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

December. ..............................................

Discha

Maximum.

5,610

3,220

587

2,040

821

587

1,020

2,110

2,210

6,010 3, aw

3,760

L,540

700

334

175

191

11,300

11,300

9,380

9,920

11,300

10,700

16,300

14,700

13,800

11,100

587

2,070

10,900

13,300

6,710

10,700

11,900

4,590

7,320

4,590

5,840

1,140

2,540

605

8,460

13,300

rge in seconc

Minimum.

515

374

160

160

388

360

287

360

360

2,110

360

245

226

133

110

105

105

133

105

863

1,140

1,360

7,320

9,510

1,420

6,240

360

276

245

1,090

1,140

245

4,690

3,350

1,310

2,250

2,320

905

551

551

347

255

265

605

255

L-JEeet.

1 Mean.

3,460

1,310

252

1,050

530

445

*

448

811

894

4,420

1,880

1,810

808

341

213

141

142

1,730

1,140

2,520

1 5,900

6,850

, 8,880

! 12,600

1 7,950

, 10,400

3,810

423

562

2,940

5,700

10,000

5,200

4,060

7,110

3,370

3,520

, 1,050

1,900

877

1,220

413

3,820

3,540

Total in

acre-feet.

213,000

80,600

15,000

64,600

31,500

27,400

432,000

27,500

46,600

55,000

263,000

116, 000

108,000

49,700

21,000

12,700

8,670

8,450

106,000

823,000

155,000

328,000

421,000

528,000

775,000

473,000

640,000

234,000

25,200

34,600

175,000

350,000

615,000

289,000

250,000

423,000

207,000

209,000

64,600

117,000

52,200

75,000

24,600

235,000

2,560,000
28 SURFACE WATER SUPPLY, 1906.

NECHES RIVER AT EVADALE, TEX.

A gaging station was established 011 Neches River at Evadale 

July 1, 1904. It is located at the bridge of the Gulf, Beaumont and 

Kansas City Railway. The conditions at the station and the 

bench marks are described in Water-Supply Paper No. 174, page 15, 

where are given also references to publications that contain data for 

previous years.

Daily gage height, in feet, of Neches River, at Evadale, Te.r,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...............

Jan.

19.3

19.6

19 7

20.2

20.4

20.5 

20.6

20.7

20.9

21.0

21.1

21.1

21.0

20.9

20.8

20.7

20.5 

20.1

19 8

19.5 

19.2

18 9

18.7

18.9

19.1

19.1

19.1

19.1

19.2

Feb.

19.2

1Q 7

19.9

19 8

19 6

19.5

19 4

19.3 

19.2

17.5

17.3

17.1

17.5

18.0

18.2

18.1

17 9

17.7 

17.6

17.5

17.5

17.5

17.4

Mar.

17.4

17.4

17.3

17.0

16.9

16 9

16.8 

16.7

16.5

16.4

16.3

16.2

16.1

15.9 

16.6

17.7 

17.7

17.8

17.1

16.2

14.8

14.2

15.9

17.2

Apr.

18.2

18.6

1 Q Q

17.8

17.5

16.7

16.5

16 9

17.6

»17.3

18.7

18.4 

17 9

17.3

17.0

15.6

1 C J

15.4

15.3

15.4

May.

15.6

16.4

16.7

17.0

17 3

17.5

17.4 

17.2

17.1

17.4

16.7

14.0

1 q q

13.1 

13.1

101

13.0

12.9

12.7

12.7

12 5

June.

12.4

12.3

1 q o

13.4

1 q c

13.4 

13.3

13.7

14.0

14 >

14.5

14.7

14.2

13.8 

13.5

101

12.8 

12.4

10.2

9.9

10 9

11.7

12.2

12.3

July.

12.0

11.3

10 9

10.9

10.6

10.0 

10.2

10.5

10.6

10 7

11.5

11.5

10.5

10.2

10.7

11.2 

12.9

14.5 

15.2

14 9

14.3

13 9

13.3

12.9

1 A p.

Aug.

15.2

15.9

16.2

16.1

16.0

15.7 

15.5

15.1

14.7

14.5

14.5

14.5

13.6

13.1

12.5 

11.9

11.0 

10.5

9.9

9.6

9.5

9.4

9.3

9.2

9.0

Sept.

8.7

8.3

8.1

7.7

7.6

7.5 

7.8

8.5

9.3

9 9

9.9

9.7

9.3

9.0

8.6

8.3

8.1

7 9

7.6

7.4

8.4

8.9

9.5

9.1

8.7

Oct.

0 t> fs

8.4

Q 7

10.0

10.9

11.7

12.3 

11.0

10.5

Q 8

9.2

10.9

12.7

14.7

16.5

17.9

19.7

19.9 

20.0

19.7

19.2 

18.1

15.8

14,7

14.3

14.0

13.7

13.5

13.2

Nov.

12.5

10 9

11 7

11.3

11.1

11.1

10 7

10.3 

10.1

10.0

9.7

9.2

8.9

8.5

8.3

8.0

8.2

8.4

8.9 

9.3

9.5

9.7

10.0

10.0

9.8

9.6

9.5

Dec.

9.4

9.3

9.2

9.2

9.3

9.7 

9.8

11.5

12.3

13.2

13.5

12.5

13.3

14.1

14.6

15.5 

16.2

17.5

17.0 

16.1

16.0

15.6

15.2

15.1

15.0

15.1

15.2

Eating table for Neches River at Evadale, Tex.,for 1905-6.

Gage 

height.

Feet.

7.40

7.50

7.60

7.70

7.80

7.90

8.00

8.10

8.20

8.30

8.40

Discharge.

Sec.-ft.

560

580

600

620

640

660

680

701

722

743

765

Gage Disheight. charge.

Feet. Sec.-ft.

8. 50 787

8.60 809

8.70 ! 831

8.80 ' 854

8.90 i 877

9.00 900

9. 10 924

9. 20 94S

9. 30 972

9. 40 997

9.50 1,022

Gage 

height.

Feet.

9.60

9.70

9.80

9.90

10.00

10.20

10.40

10.60

10.80

11.00

11.20

Discharge.

Sec.-ft.

1,047

1,072

1,098

1,124

1,150

1,204

1,260

1,318

1,378

1,442

1,509

Gage 

height.

Feet.

11.40

11.60

11.80

12.00

12.20

12.40

12.60

12.80

13.00

14.00

15.00

Discharge.

Sec.-ft.

1,578

1,650

1,724

1,800

1,880

1,966

2,056

2,150

2,248

.2,790

3,480

Gage 

height.

Feet.

16.00

17.00

18.00

19.00

20.00

21.00

22.00

Discharge.

Sec.-ft.

4,350

5,410

6,660

8,270

10, 100

12,090

14,300

NOTE. The above table is based on seven discharge measurements made during 1904-5 and is fairly 

well defined.
TRINITY RIVER DRAINAGE BASIN. 29

Monthly discharge of Neches River at Evadale, Tex., for 1906. 

[Drainage area, 8,200 square miles.]

Month.

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

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

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

Discharge in second-feet.

Maximum.

12,300 

9,910 

6,380 

7,760 

6,000 

3,250 

3,640 

4,750 

1,120 

10,100 

2,010 

6,000

12,300

Minimum. Mean.

7,760 

5,520 

2,910 

3,720 

2,010 

1,120 

1,150 

854 

560 

722 

680 

948

560

10, 100 

7,210 

5,090 

5,490 

3,980 

2,400 

1,940 

2,600 

790 

3,630 

1,110 

2,680

3,920

Total in 

acre-feet.

621,000 

400,000 

313,000 

527,000 

245,000 

143,000 

119,000 

160, 000 

47,000 

223,000 

66,000 

165,000

2,830,000

Run-off.

Sec.-ft. per 

sq. mile.

1.23 

0.879 

0.621 

0.670 

0.485 

0.293 

0.237 

0.317 

0.096 

0.443 

0.135 

0.327

.478

Depth in 

inches.

1.42 

0.92 

0.72 

0.75 

0.56 

0.33 

0.27 

0.37 

0.11 

0.51 

0.15 

0.38

6.49

TRINITY RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN.

Trinity River rises in a network of small streams in the counties 

of Montague, Jack, Wise, Denton, and Parker, Tex., but their combined flow above Dallas is not sufficient to keep the bottom or bed 

of the stream moist in dry times. Below Dallas the Trinity flows 

through a wooded countiy, and consequently it is not subject to sudden floods with their quick run-offs.

TRINITY RIVER AT DALLAS, TEX.

This station was established December 28, 1905, at the Commerce 

Street Bridge, Dallas, Tex.

The channel is straight for 800 feet above and 100 feet below the 

station. The current is sluggish at low water. The right bank is 

low, partially cleared below the station, and during high water is 

subject to overflow; the left bank is high and does not overflow. 

The bed of the stream is composed of clay.

Discharge measurements are made from the Commerce Street 

Bridge or from the Texas and Pacific Railroad bridge a short distance upstream.

A standard chain gage is fastened to the downstream handrail of 

the Commerce Street Bridge; length of chain, 58.70 feet. The bench 

mark is the top of the window sill at the south window of the west 

side of the building of the Oliver Plow Company; elevation, 54.25 

feet. The reference point is the top of the floor of the Commerce 

Street Bridge, under the downspout of the gage box; elevation, 53.40 

feet. The reference point on the Texas and Pacific Railroad bridge 

is the top of the tie in the mid-panel of the bridge, upstream side; 

elevation, 55.95 feet. Elevations refer to the datum of the gage. 

This reference point is reported to be 422.00 feet above mean low tide.
30 SURFACE WATER SUPPLY, 1906.

Discharge measurements of Trinity River at Dallas, Tex., in 1906.

Date. Hydrographer.

1906. 

May 6.......... R.J.Williams.

May 6.......... I..... do.

May 7.......... I.....do.

May7.......... .....do.

May7.......... .....do.

May8. .........[.....do.

MavS..........'.-...do.

Mays..........!.....do.

May9.......... .....do.

Gage 

height.

Feet. 

32. 6 

32.2

29.5

27.3

Discharge.

Sec.-ft. 

13,000

7,550

6,000

4,790

4,100

Date.

1906. 

May 10. .......

May 11........

May 11........

Hydrographer.

R. J. Williams.... 

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

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

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

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

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

T. U. Taylor.....

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

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

Gage 

height.

Feet. 

19.4 

16.9

12.9

11.3

10.0

9.1

8.1

4.0

Discharge.

Sec.-ft.

3,270

2,320

1,350

1,080

896

770

597

286

205

Daily gaye height, infect, of Trinity River at Dallas, Tcx.,fvr

19O3.

Day. J

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

9

3........... 1

4........... 2

5........... 2

6........... 3

7........... 3

8........... 2

9........... 2

10........... 1

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

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

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

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

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

16..........

aly. , Aug. Sept.

8. 8 5. 7 2. 8

7. 7 3. 8 2. 4 

2. 6 3. 3 2. 4 

5. 6 3. 1 2. 5 

1. 5 2. 9 2. 2

2. 1 2. 9 2. 4

7. 8 2. 8 2. 2

0 9 97 99

1.1 2. 5 2. 1

6.5 2.5 2.1

5. 4 2. 4 2. 0

6. 5 2. 5 1. 9 

5. 5 4. 6 1. 8 

4. 3 4. 7 1. 8

Oct. Nov.

9. 9 8.3 

21.5 10 9,

23.5 

20.6 

18.5 

21.1

23.9 

18.5 

15.5

11.0

9.3

5.8 

4.2 

4.1

7.3 

5.1 

4.2 

3.8

3.5 

3.2 

2.9

9 7

9 1

2.5

2.5 

2.3 

2.2

Dee. Day. July.

2.0

2.0 

2.1 

2.1 

2.0

2.0 

1.9 

1.9

1 9

1.9

1 9

1.8

1.8 

1.8 

1.8

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

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

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

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

99

23. . .......

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

26

28

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

£0. . .....

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

4.1 

3.8

ai

3.3 

3.2 

3.3 

3.0 

3.1 

3.0 

2.9 

2.9

2.8 

3.7 

8.0

Aug.

4.3 

4.1 

3.6 

3.2

3.0 

2.8

2.8 

2.7

2.8

2.7 

2.6 

2.5 

2.6

Sept.

1.8 

1.8 

1.9 

1.9 

1.9 

1.9 

1.9 

1.9 

1.9 

1.8 

1.8 

1.8 

2.3 

3.1

Oft.

4.1 

3.8 

3.5 

3.4 

3.1 

2-8 

2.8 

2.7 

2.6 

2.3 

2.3 

2.3 

2.3 

2.2 

3.5

Nov.

19O4.

Dec.

1.8

1.9 

2.4

2! 1

2.4 

2.4 

2.3

Pay.

1.... ........... 9

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

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

6.'..............

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

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

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

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

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

12..... ... .. 

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

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

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

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

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

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

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

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

21............. 2°

°3

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

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

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

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

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

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

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

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

Jan.

2.3

9 9

0 0

2 2

2.1 2.1-

2.3

9 O

2.1

2.1 

2.1 

2.1

2 1

2.1

2.1

2.0

2.0

2 2

5.7

5.6

4.2

3.1

2.7

4.5

3.7

Feb.

2.9

2.8

2.7

5.2

4.8

4.1

3.7

3.1 

2.9

2.4

2.3

2.3

2.2

9 9

2.1

2.1

2 1

2.0

Mar.

2.0

1 9

1.9

1.9

1 9

1.9

1.9

1.8

1.8

1.8 

1.9

2.3

3.5

5.4

24.7

17.2

10.1

24.8

94 Q

7.5

5.6

Apr.

3.2

9 9

3.2

7.5

6.8

18.0

°5 9

14.2 

7.1 

6.3

5.5

4.9

7.1

4.3

3.9

3

9

9 ()

2.7

3 ft

3.6

3.9

3.6

3 4

3 4.'l9

May.

6.2

5.2

1 K 1

23.0

17.8

1O t\

21.8

15.1

13.2

8.3

7.2 

6.1 

4.5

3.0

8.1

4. 9

4.0

3.6

3.5

o 7

6.8

4.9

6.6

June.

5.5

9 4

10.7

24.5

23.8

17.9

16.1

14.8

12.1

19.4 

20.0 

16.7

11.8

8.5

5.3

4.6

3.7

6.2

6.0

7.7

6.3

4.6

3.8

41

9.4

July.

8.5

7.1

4.4

3.8

3.8

6.3

4.5

3.8

3.2

2.9

2.8

2.6 

2.7

2.1

2.2

2.1

2.0

2.7

2.4

2.2

2.5

2.4

4.0

3.6

 Vs

2.4

9 9

2 1

2.2

Aug.

3.8

3.7

3.8

* 3.8

3.9

3.9

5.1

10.4

7.3

6.2

5.7

6.3 

7.6

5.9

4.8

3.6

3.2

3.0

2.7

2.7

2.5

2.5

2.4

2.5

2.2

2.6

2.4

2.3

Sept.

2.3

2.3

2.5

2 7

2.9

6.2

6.9

3.4

4.4

6.8

6.6

4.9 

3.9 

3.4

3.2

6.0

7.9

4.6

3.7

3.3

3.8

3.1

2 9

2.8

2.5

2.5

2.4

2.9

3.0

Oct.

2.7

2.4

3.0

2.7

2.5

2.5

2.5

2.4

2.5

2.4

2.3 

2.3 

2.4

2.3

2.1

2 2

2.3

2.3

2.3

9 2

2.3

9 9

3.4

11.2

12.8

6.2

3.9

6.5

Nov.

5.2

4.3 3.7-

3.4

3.2

2.9

2.8

2.7

2.6

2.4

2. '4

2.4 

2.4 

2.4

2.6

2.5

2 4

2.4

2.6

2.4

2.4

2.3

2.3

2 2

2 2

2.4

2.4

2.3

Dee.

2.3

2.3

2.3 2 °

2.2

2.4

2.4

2.3

2.3

2.3

2.2 

2! 2

2 2

2.4

2.4

2.4

2.3

2.3

2 9

2.4

.2.4

2.4

2.3

2.3

9 9

2.2

2.2

2.2
 TRINITY KIVER DRAINAGE BASIN. 31

Daily gage height, in feet, of Trinity River at Dallas, Tex.,for 190.3-1906 Continued.

19O5.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

9}

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

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

 'b

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

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

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

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

31.........

Jan.

O Q

2. 2

2.3

9 4

2.9

3.8

6.8

3.8

3

C

3.2 *> 9

o o

o 9

*> 9

o o

2.5 

2.5

2.4

Feb.

2.6

2.9

0 f)

3

C

6.1 

3.5

4.1

4.7

3 7

3.6

4 9

8.1

5.9

5.3

5.0 

4.9

A Q

4.0

3.6

Mar.

3 5

a a

WWW A O Wto

4.1

11.3 

9.1

5.9

5.6

5.2

8.2

9 ^

16.8

94 o

21.3

12.1

9.8

7.1 

7.3

6.1

5.6

5.1

9.4

Apr.

5.4

14 5

27.2 

29.3 

27.5

18.2

15.1

15.9

17.0

17.5 

12.5

8.4

6.7

5.9

5.6

C 0

4 9

5.8

15.7

11.0

8.3

14.6 

28 9

32.0

31.2

26.7

May.

24.5 °6 7

ibis

8.9

7 9

1° 9

10.2

7 F:

21.4

27.3

34.4

29.7

99 9

15.8

9 8

94 Q

28.5

34.8

00 A

25.4

in c

12.4

June.

13 7

8.4

7.8 

6.9 

7.4

C Q

5.7

5.1

5.0

5.1

5.1

1 J 0

12.0

6.3

6.1

5 2

10 9

11.2

7.5 

6.9

5.8

91 e;

July.

5.6

5.4 

18.1 

21.0

19 4

90 0

30.2

33.8

32.1

8.3

7.4

7.4

8.7

6.9

8.4

19 5

26.9

27.8

OQ 1

9 °

Aug.

7.7

6

0

6.4 

5.9

5.7

5 4

4.9

4.8

5.4 

5.3

4 9

4 6

4.6

6.3

6.2

C 0

4.8

4.3

7.6

4.7

4.1

3 Q

3.6

Sept.

3

0

3.6 

3.3 

3.3

3 A

3.2

3

1

3.3

6.5

5.2

6.3

6.6

5 0

4.3

3 9

3.7

3.5

3.3

3

0

0 0

3 A

0 A

3

C

3.1

Oct.

3 0

0 A

12.1 

19.2 

15.6

10 p.

12.5

7.7

5.6

4.7

4.0

3 7

3.6

3.4

3.3

3

p;

3 3

3.8

3.6

5.1

6.2

4.4

4.3

4.0

Nov.

3.4

3.3 

3.1 

3.5

3.5

5.0

7.1

19.2 

2.5.0

97 9

23.7

15.2

11.5

9 7

7.5

6.0

5.1

4 8

4.8

4.7

9

0

9 4

7 °

 6.0

5.3

Dec.

5.1

4.3 

4.3 

4.3

4.2

4.2

4.1

4.0 

3.8

3 Q

9 3

22.6

26.1

27.3

18.4

9 8

12. 2

24.1

25.3

23.2

13.9

7.8

6.4

6.1

5.9

5.8

6 9

1OO6.

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

siiiiiiiiiiiiiii

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

5.........

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

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

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

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

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

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

12.........

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

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

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

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

17.........

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

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

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

21.........

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

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

25......... .

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

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

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

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

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

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

6.7 

7.0

7 9

11.3

15.2

11.5

8.5

7.5

6.3

6.7

6 9

6.9 

7.0 

6.9

6.4

6.2

5.9 

5.6

6.4

ft 0

6.1

6.1

6.1

6.9

6.3

6.2

5.6 

5.4 

5.4

5.4

5.4

5.3

5.0

4.8

21. 2 

27i5 

27.3

9.9

8.6

8.2 

12.5

25.2

11.3

11.0

9.5

7.9

7.4

6.9 

8.6 

11.3

9.3

7.7

6.8

8.3

17.5

16.1

9 8

8.2

7.2 

7.0

6.8

6.7

6.5

6.5

6.9

7.1

7.1

6.8

6.3

6.9

13.8

14.7

7.7

6.7

.5.9

7.3 

6.5 

6.0

ti. 3

6.0

.14.7

9.1

8.4

7.9

7.0

10.5 

15.5

8 9

6.9

6.5 

6.5

19 6

24.1

12.3

8.8

7.8

7.2

6.7

6.4

6.4 

9.4 94 4

28.2

3

O A

30.9

">Q 8

9Q 1

.18.8

11.1

9 °

8.9 

8.0

32.0

OJ A

34.6 

31.6

°6 9

27.1

26.8

O4 1

17.8

24.7

24.0

17.7

14.5

12.6

W O

9.4

12.6

29.0

30 9

30.8

27.7

25.1

24.0

17.1 

10.4 

9 0

8.6

8.6

7.9 

7.3

7 ^

8.1

6.9

6.5

7.0

8.6

7.5

6.3

5.9

5.5 

5.5

5

0

5.2

4.7

4.7

4 7

4.7

5.1

11.4

7.6 

9.0

7.8

7.3

15.2

22 2

24.5 

13.1

9 8

7.7

7.3

7.3

19.8

24.3

25.4

22.9

25.6

26.4

17.5 

11.5 

8.3

7.5

15.4

16.9

10.9

28.6 

29.3 

29.3

24.6

14.4

11.6

13.8 

11.5

10.2

9.4

8.0

6.8

6.7

6.0

5.9

5.6 

5.4

6.8

9 °

26.1

27.1

19.3

16.7

14.4

11.4

17.3 

15.0 

12.9

8.9

7.6

7.6 

6.9

6.3

5.9

5.7

5.5

7.8

15.8

14.5

9.3

7.4

6.3

5.7 

5.3

5.0

4.8

4.8

5.0

4.9

4.7

4.6

4.5

4.3

4.3 

4.3 

4.0

5.2

5.9

5.3

5.0

5.0

4.9

4.9

4.8

4.8

4.6

4.5

4.5

4.5

4.3 

4.3

4.2 

4.2 

4.2

4.3

4.3

4.3

4 2

4.2

4.3

4.2

4.1

4.1 

4.1 

4.1

4.1

4.1

4.1

4.3 

4.4

4.4

4.4

4.5

4.8

5.3

6.2

6.4

6.1

5.8

5.4

5.0

4.8 

4.8

4.8

4.7

4.7

4.5

4.5

4.5

4.4

4.4

4.4

4.6 

4.6

4.8

5.8

7.7

8.9

7.8 

7.3

6.8

6.2

5.6

5.3

5.2

5.0

4.6

4.1

4.0

4.5 

4.8
SURFACE WATER SUPPLY, 1906. ' 

Rating table for Trinity River at Dallas, Tex.,for 1903-1906.

Gage 

height.

Feet.

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

Discharge.

Sec.-ft.

105

110

115

120

125

130

135

140

145

150

155

160

165

171

177

Gage 

height.

Feet.

3.30

3.40

3.50

3. CO

3.70

3.80

i 3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

Discharge.

Sec.-ft.

183

189

195

201

207

213

219

225

232

239

246

253

260

2H8

276

Gage 

height.

Feet.

4.80

4.90

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

7.20

7.40

Discharge.

Sec.-ft.

284

292

300

318

336

354

372

390

410

430

450

470

490

512

534-

Gage 

height.

Feet. '

7.60

7.80

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

Discharge.

Sec.-ft.

557

581

605

735

875

1,030

1,200

1,390

1,590

1,810

2,040

2,290

2,550

2,830

3,130

Gage 

height.

Feet.

21.00

22.00

23.00

24 00

25.00

26.00

27.00

28.00

29.00

30.00

31.00

32.00

33.00

34.00

Discharge.

Sec.-ft.

3,460

3,800

4,160

4, 540

4,960

5,410

5,910

6,500

7,180

8,050

9,250

11,000

13. 190

15,530

35.00 18,000

NOTE. The above table is based on seventeen discharge measurements made during 1906 and is well 

defined between gage heights 4.0 feet and 33.0 feet. There is more or less uncertainty in applying this 

table, to gage heights prior to 1906, because of the lack of definite information concerning the permanency 

of the gaging section. This must be determined by future measurements.

Monthly discharge of Trinity Birer at Dallas, Tcx.,for 190.J-1U06.

Month.

Discharge hi second-feet. Total in

1903. 

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

1904.

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

1905.

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

1906.

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

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

Maximum.

11,200

363

171

4,500

905

135

400

5,910

5,360

4,160

4,740

670

935

593

318

140

5,910

950

4,540

11,000

17,500

4,620

15,000

905

450

2,890

6,020

6,080

17,500

1,860

6,200

2,420

4,580

17 800

10,200

5,610

7,420

381

722

17,800

Minimum.

155

105 -125

115

115

105

165

207

115

125

130 1^0

125

1 OK

105

125

1 Aft

990

523

QAA

336

177

165

165

171

213

171

354

284

381

390

430

381

276

318

225

225

225

Mean.

1,620

200

118

758

892

1,380

264 °45

ooo

1 Oft

470

W040

779

2,780

811

3,970

340

239

501

1,050

1,450

1,480

CQF:

1,480

733

993

5,370

1,600

1 830

1,510

285

270

332

1,470

acre-feet.

11,100

7,140

11 900

7 

' °60

205,000

Q 7SJft

66,400

45,100

82,100

12,000

16,200

14,600

14,000

9 040

7 ooft

1 ^ don

47,900

iftc nnn

AQ Qflft

20,900

14,200

30,800

89,200

82,200

45, 100

160,000

98,400

17,500

20,400

1,060,000
TRINITY KIVEK DRAINAGE BASIN.

TRINITY RIVER AT RIVERSIDE, TEX.

This station was established on Trinity River at Riverside, Tex., 

in December, 1902, at the bridge of the International and Great 

Northern Railroad. The conditions at the station and the bench 

marks are described in Water-Supply Paper No. 174, page 17, where 

are given also references to publications that contain data for previous years.

Daily gage height, in feet, of Trinity River at Riverside, Tex., far 1906.

Day.

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

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

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

4

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

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

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

9

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

33.1

33.6

36.0

36.3

36.6

36.6

36.3

34.3

33.0

30 7

26.6

21.7

16 9

16.2

15.8

14.7

14.1

14.7

31.2

29.5

25.7

22.2

on 7

21.1

21.5

21.7

21.5

Feb.

20.7

19.5

18.0

17.2

16.7

16.0

15.7

15.2

15.4

14.2

13.7

13.2

17.2

22.6

27.0

29.7

29.5

28.3

27.2

26.7

26.7

27.1

27.5

28.3

28.8

28.2

27.9

Mar.

28.6

27.7

26.7

25.8

24.9

23.7

21.0

15.5

15.1

14.7

16.0

16.8

16.4

15.6

14.7

13.6

19 Q

12.6

12.5

12.4

12.3

19 9

12.2

12.7

12.7

13.7

Apr.

15.2

17.0

18.0

18.7

18.8

19.0

18.3

17.7

17.4

18.0

18.4

19.1

19 7

20.5

19.5

17.5

16.0

16.0

16.5

16.5

14.0

14.2

15.0

17.4

18.1

21.4

May.

23.7

23.6

20.9

18.6

17.1

15.8

18.7

*>n iL

20.9

21.3

22.3

99 7

23.1

23.6

9<l 1

24.8

25.6

27.4

28.0

28.2

27.6

27.1

27.1

June.

27.7

30.7

31.5

32.2

32.8

33.2

00 C

33.6

33.3

32.9

o-i 7

31.5

31.4

30.6

30.0

29.4

28.8

28.2

27.2

95 Q

19.7

15.2

15.2

July.

14.8

15.4

15.2

14.3

13.3

12.1

10.8

10.4

10.4

9 9

13.7

10.4

10.2

11.8

14.9

14.4

13.3

13.4

16.0

17.0

17.5

17.2

15.7

14.4

17.2

16.0

Aug.

17.0

17.9

18.4

18.9

19.3

19.8

20.5

20.6

20.7

20.8

21.1

20.7

19.7

18.4

16.9

15.9

17.4

18.2

18.7

1Q 1

19.5

19.6

20.2

20.5

20.7

20.3

18.4

15.1

Sept.

12.2

11.2

11.2

11.2

13.0

13.5

13.5

11.3

12.7

15.0

16.4

17.4

18.0

18.5

18.1

17 9

16.0

15.0

14.4

13.7

13.0

11.7

11.3

11.2

11.4

10.8

10.7

10.5

Oct.

11.1

12.3

13.1

13.1

12.2

11.3

10.5

10.1

9.8

8.6

8.4

8.2

8.1

8.2

9 9

11.3

11.8

11.5

11.3

11.7

12.0

12.2

11.9

11.4

11.1

10.9

10.7

10.5

10.3

10.1

9.9

Nov.

9.6

9/3

9.1

9.1

9.0

9.0

8.9

8.8

8.7

8.~6

8.6

8.5

8.5

8.5

8.4

8.4

8.4

8.4

8.4

8.4

8.3

8.3

8.5

8.6

8.7

8.8

9.0

10.1

12.2

Dec.

13.7

14.2

14.1

13.7

12.7

11.7

11.1

10.2

10.0

9.7

8.6

8.5

8.5

8.4

10.0

14.2

20.2

22.5

23.2

23.7

24.2

25.1

25.9

27.0

28.4

29.7

30.7

31.7

32.4

32.6

Monthly discharge of Trinity River at Riverside, Tex., for 1906. 

[Drainage area, 1,6,000 square miles.]

Month.

June .......... ................. .

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

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

Discharge in second:feet.

Maximum.

22,800 

16,400 

15,400 

9,290 

15,200 

19,900 

6,220 

9,040 

6,980 

3,030 

2,460 

19,000

22,800

Minimum.

3,700 

3,100 

2,460 

3,630 

4,930 

4,060 

1,100 

4,420 

1,430 

386 

441 

471

386

Mean.

13,200 

10,300 

5,840 

6,240 

11,200 

15,500 

3,450 

7,450 

3,530 

1,650 

660 

7,400

7,200

Total in 

acre-feet.

812,000 

572,000 

359,000 

371,000 

689,000 

922,000 

212,000 

458,000 

210,000 

101,000 

39,300 

455,000

5,200,000

Run-off.

Sec .-ft. per 

sq.. mile.

0.825 

0.644 

0.365 

0.390 

0.700 

0.969 

0.216 

0.466 

0.221 

0.103 

0.041 

0.462

.450

Depth in 

inches.

0.95 

.67 

.42 

.44 

.81 

1.08 

.25 

.54 

.25 

.12 

.05 

.53

6.11

NOTE. The above discharges are liable to large error for low and medium stages, owing to the inconsistent data on which they are based.

8077 IBR 210 07 3
34 SUKFACE WATEE SUPPLY, 1906.

BRAZOS RIVER DRAINAGE BASIN. 

DESCRIPTION OF BASIN.

This river has its source in the Staked Plains region of western Texas 

in Hale and Lamb counties, flows in a general southeasterly direction, 

and empties into the Gulf of Mexico south of the mouth of Trinity 

River. In its upper stretches, above Young County, it flows through 

flat plains, and is unreliable for power purposes. Its drainage basin 

is entirely within the State of Texas.

BRAZOS RIVER AT WACO, TEX.

This station was established September 14, 1898, at the suspension 

bridge on Bridge street, Waco, Tex. The conditions at the station 

and the bench marks are described in Water-Supply Paper No. 174, 

page 19, where are given also references to publications that contain 

data for previous years. During 1906 the gage was read twice each 

day by W. J. Cassaday.

Daily gage height, in feet, of Brazos River at Waco, Tex.. for 1906.

Day.

o

3.-... ..........

4

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Ql

oo

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

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

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

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

27

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

29...... . . . 

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

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

Jan.

3.5

3.5

3.6

3.75

3.6

3.6

3.6

3.55

3.5

3.5

3.5

3.4

3.4

3.4

3.35

3.2

3.2

3.15

3.1

3.1

3.2

3.35 3.3

3.*1

3.1

3.05

3.0

3.0 

3.0

Q A

Feb.

3.0

3.0

2.95 *> 9

2.9

f> 9

2.9

2.9

2.9

2.9

2.85

5.75

4.95

4.7

4.2

4.1

4.05

3.8

3.6

3.5

3.4

3.45

0 f)

3.1

Mar.

3.0

3.0

3.0

3.0

2.9

2.95

3.2

3.3

3.1

3.05

3.0

3.0

3.0

3.0

2.9

9 9

2.9

2.9

2.9

2.9

2.85

2.8

2.9

*> OK

2.8

2.8

2.8

2.85

3.15

0 ftf\

Apr.

2.85

2.8

2.85

2.85

3.1

3.15

3.0

2.9

2.9

2.9

2.9

2.9

2.9

2.8

3.4

3.75

4.5

4.75

4.2

3.75

2.%

2.8

2.8

3.5

May.

3.45

3.25

3.3

10.25

9.55

8.1

7.45

6.55

5.95

5.1

5.05

4.45

4.50

4.2

4.25

5.8

6.6

6.05

6.05

5.9

5.35

5.15

6 45

9 55

7.4

9.1

9 65

7.6

6.25

June.

5.95

8.4

12.0

17.40

19.8

17.7

13.25

12.55

11.55

10.50

8.85

6.70

5.90

5.55

5.35

5.4

4.95

4.8

4.8

4.45

4.5

4.4

42

4.6

4.6

4.7

4.25 

3 9

July.

4.0

4.0

4.5

4.5

4.1

3.8

3.6

3.4

3.3

3.3

3.2

4.2

5.4

5.1

4.6

4.1

6.2

5.6

7.5

8.4

9.5

7.7

10.4

8.0

7.6

7.4

6.5

6.3

5.9 

5.5

Aug.

5.5

5.4

5.0

4.7

4.6

5.8

5.2

5.2

4.9

8.2

7.8

9 1

10.8

9.7

10.0

9.2

8.0

7.6

7.2

6.5

5.9

6.0

5.5

5.5

5.2

5.0

4.7

4.6

4.4 

4.3

4.1

Sept.

4.1

4.0

4.0

4.5

7.5

8.2

7.6

9.1

7.7

7.0

6.6

6.1

5.8

5.5

5.4

5.1

5.1

5.5

5.4

5.5

5.3

5.3

5.0

4.9

5.5

5.0

5.2

5.5

5.1 

5.0

Oct.

4.5

4.5

4.4

4.4

4.2

4.2

4.1

4.1

4.1

4.0

4.0

3.9

3.9

3.9

3.8

3.8

3.8

3.7

3.7

3.7

6.5

6.0

5.6

5.3

5.0

4.6

4.3

4.0

4.1 

4.0

4.0

Nov.

3.9

3.8

3.7

3.7

3.7

3.7

3.5

3.5

3.5

3.4

3.4

3.4

3.4

3.3

3.3

3.3

3.2

3.2

3.2

3.2

3.2

3.2

3.1

3.5

3.4

3.4

3.5

3.7

3.7 

3.7

Dec.

3.6

3.5

3.5

3.5

3.4

3.3

3.2

3.2

3.2

3.2

4.3

4.3

7.5

6.6

5.4

5.1

4.6

4.5

4.5

4.4

4.1

4.1

4.0

3.9

3.9

3.9

3.9 

3.8

3.7
BKAZOS RIVER DRAINAGE BASIN. 35

Rating table for Brazos River at Waco,

Gage 

height.

Feet.

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.RO

3.70

Discharge.

Sec.-ft.

284

333

365

410

460

520

590

665

740

820

Gage 

height.

Feet.

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

Discharge.

Sec.-ft.

900

980

1,065

1,150

1,235

1,320

1,410

1,500

1,595

1,695

Gage 

height.

Feet.

4.80

4.90

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

Discharge.

Sec.-ft.

1,795

1,900

2,005

2,225

2,455

2,700

2,955

3,220

3,490

3,770

Gage 

height.

Feet.

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

9.00

10.00

£«h*

charge.

Sec.-ft.

4,055

4,345

4,645

4,955

5,275

5,605

5,945

6,300

8,190

10,260

«Njr 

v Gage 

height.

Feet.

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

Discharge.

Sec.-ft.

12,510

14,900

17, 450

20,200

23, 180

26 400

29, R50

33, 500

37,500

41,700

NOTE. The above table is based on discharge measurements made during 1900-1905 and is well 

defined.

Monthly discharge of Brazos River at Waco, Tex.,for 1906. 

[Drainage area, 30,800 square miles.]

Month.

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

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

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

Discharge in second-feet.

Maximum.

860 

2,890 

520 

1,740 

10,800 

40,900 

' 11,100 

12,000 

8,390 

3,910

980 

5,440

40,900

Minimum.

365 

304 

284 

284 

490 

980 

460 

1,150 

1,060 

820 

460 

4fiO

284

Mean.

548 

733 

352 

547 

3,970 

8,610 

3,090 

4,020 

3,020 

1,400 

640 

1,270

2, 350

Total in 

acre-feet.

33,700 

40,700 

21, 600 

32,500 

244,000 

512,000 

190,000 

247,000 

180,000 

86, 100 

38,100 

78,100

1,700,000

Run-off.

Sec.-ft. per 

sq. mile.

0.018 

0.024 

0.011 

0.018 

0.129 

0.280 

0.100 

0.131 

0.098 

0.046 

0.021 

0.041

.076

Depth in 

inchps.

0.02 

0.02 

0.01 

0.02 

0.15 

0.31 

0.12 

0.15 

0.11 

0.05 

0.02 

0.05

1.03

BRAZOS RIVER AT RICHMOND, TEX.

This station was established January 1, 1903, and was discontinued 

June 30, 1906. It is located at the bridge of the Southern Pacific Railroad. The conditions at the station and the bench marks are described 

in Water-Supply Paper No. 174, page 21, where are given also references to publications that contain data for previous years.

Daily gage height, in feet, of Brazos River at Richmond, Tex.,for 1906.

Day.

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

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

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

8. .........

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

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

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

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

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

l.T..... .....

Jan.

6.4

6.3 

6.3

6.2

6.1

6.1

5.6

40

f.l

4.3

4.3

4.3

4.0

3.9

Feb.

3.3

3.2 

3.2

3.2

3.1

3.4

3.5

3.8

Q A

Q 1

2.7

2.7

3

1

3.2

Mar.

5.7

5.4 

5.1

4.0

3.8

3.6

3.4

3.2

3.2

3.0

3.0

2.9

2.8

2.8

2.8

Apr.

04

2.5 o * 

2.9

3.0

2.9

2.8

o 7

2.4

2.3

9 Q

2.4

May.

3.1

5.0 

4 9

4.3

4.3

4.7

5.4

8.3

7.0

6.5

5.1

4.4

4.1

June.

8.1

7.3 

0.5

5.6

9 0

14.0

17.1

19 5

 >! f>

18.4

16.1

14.2

12.1

10.5 9 **

s r

Day.

17. .. .......

18.......... 

19..........

20..........

<y>

23. .........

25........ ..

26°7

°8

29..........

Jan.

3.7

3.5 

3.3

3.2

4.7

5.4

6.1

5.9

6.0

6.0

5.1

5.3

4.1

3.4

Feb.

3.5

10.5 

9.6

8.3

7.5

7.1

7.1

6.9

6.4

6.2

5.9

Mar.

2.8

2.8 

2.8

2.7

2.7

2.5

2.4

2.4

2.5

2.4

2.4

2.3

2.3

2.3

Apr.

5.4

7.0 

5.8

4.4

3.4

3.4

3.2

3.1

4.0

4.6

4.3

3.8

3.6

Q 0 3.3

May.

3.9

3.7 

3.6

3.5

3.3

4.9

4.8

4.6

4.5

4.5

9.0

11.0

9.5

9.5

9.5

June.

7.2

6.5 

6.2

5.3

5.2

4.6

4.3

4.3

4.1

4.0

3.9

4.1

4 3

4.3
36 SURFACE WATER SUPPLY, 1906. 

Rating table for Brazos River at Richmond, Tex.,for 1905-6.

Gage 

height.

Feet.

2.30

2.40

2.50

2.60

2.70

2.80

2.90

'3.00

3.10

3.20

3.30

Discharge.

Sec.-ft.

1,290

1,360

1,430

1,500

1,580

l,6f.O

1,740

1,820

1,910

2,000

2,090

Gage 

height.

Feet.

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4 30

Discharge.

Sec.-ft.

2,180

2,270

2,370

2,470

2,570

2,670

2,770

2 870

2,980

3.090

Gage 

height.

Feet.

4.50

4.CO

4.70

4.80

4.90

5.00

5.20

5.40

5.60

5.80

4^40 ! 3,200

Discharge.

Sec.-ft.

3,310

3,420

3,530

3,640

3,760

3,880

4,120

4,360

4,600

4,860

Gage 

height.

Feet.

6.00

6.20

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

Discharge.

Sec.-ft.

5,120

5,380

5,660

5,940

6,220

6,500

6,780

7,060

7,350

7,650

Gage 

height.

Feet.

8.00

8.20

8.40

8.60

8.80

9.00

10.00

11.00

12.00

13.00

Discharge.

Sec.-ft.

7,950

8,250

8,550

8,850

9,160

9,480

11, 120

13,020

15, 270

17, 590

NOTE . The above table is based on discharge measurements made during 1902-1905 and is well denned, 

Above gage height 13.0 feet the rating curve is a tangent, the difference being 240 per tenth.

Monthly discharge of Brazos River at Richmond, Te.r.,for 1906. 

[Drainage area, 44,000 square miles.]

Month.

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

June.. ............ . . ..... .

Discharge in second-feet.

Maximum.

5, 660 

12,000 

4,730 

6,500 

13,000 

37, 300

Minimum. ' Mean.

2,000 

1,580 

1,290 

1,290 

1,910 

2, 670

3,780 

4,120 

1,950 

2,260 

4,810 

10,900

Total in 

acre-feet.

232,000 

229,000 

120,000 

134,000 

296,000 

649,000

1,660,000

Run-off.

Sec-ft. per 

sq. mile.

0.086 

0.094 

0. 044 

0,051 

0. lOd 

0.248

Depth in 

inches.

0.10 

0.10 

0.05 

0.06 

0. 13 

0.28

LAMPASAS SPRINGS AT LAMPASAS, TEX.

Sulphur Fork of Lanipasas River rises in the town of Lampasas in 

two springs, the Hancock and the Hanna. Hancock Spring is about 

1 mile S. 30° W. from the court-house, on the east bank of a fork of the 

Sulphur. The Hanna Spring is in the city of Lampasas and is about 

one-fourth mile N. 20° E. from the court-house. Around the head 

of the spring a pool about 60 feet in diameter has been constructed 

of stone and cement. The water issues from this over an inclined 

apron and can be diverted to a large bath house or permitted to run 

off through an underground conduit, across which boxes have been 

fitted, with the top omitted, so that the stream is visible and can be 

measured. The Hanna Spring is strongly impregnated with sulphur.

Discharge measurements of the Hancock and Hanna springs, Lampasas, Tex.

Date.

December, 1900. 

December, 1901. 

August, 1902 . . .

February, 1906.

Hydrographer.

T. U. Taylor. ..................................................

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

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

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

Discharge.

Hancock."

* 10.3 

11.0 

7.6 

8.1

Hanna.

4.0 

1.5 

1.4 

1.6

"These measurements include the flow of the spring and the small discharge of the stream.
COLORADO EWER (OF TEXAS) DRAINAGE BASIN. 87

The joint discharge of these streams is used within 2 miles of the 

town of Lampasas for three power plants, which are fully described 

in Water-Supply Paper No. 105.

COLORADO RIVER (OF TEXAS) DRAINAGE BASIN.

DESCRIPTION OF BASIN.

Colorado River rises in the extreme western portion of Texas, 

within a few miles of the eastern boundary of New Mexico, flows in 

a general southeasterly direction, and empties into the Gulf of Mexico 

in Matagorda County. ' The drainage area above Austin is 37,000 

square miles and above Columbus 40,000 square miles; it includes 

the corner of New Mexico. Its main tributaries are the Concho, the 

San Saba, and the Llano. 'The Concho has a reliable flow and contributes a greater amount of water than the Colorado at their junction. 

The Concho furnishes water for irrigation and water power, and supports, in Irion and Tom Green counties, some excellent irrigation 

systems, described in Water-Supply Paper No. 71. San Saba and 

Llano rivers are described in the same paper.

The Colorado at Austin emerges from a canyon. From Austin 

to the Gulf it traverses a rather flat country, where its waters are 

utilized for many power plants, and are extensively used for rice 

irrigation in Colorado, Wharton, and Matagorda counties.

COLORADO RIVER AT AUSTIN, TEX.

This station was established December 21, 1897. It was originally 

located at the dam near Austin, Tex., and on the failure of this dam 

was removed to the Congress Avenue Bridge, south of the city. The 

conditions at the station and the bench marks are described in WaterSupply Paper No. 174, page 24, where are given also references to 

publications that contain data for previous years.

Discharge measurements of Colorado River at Austin, Tex., in 1906.

Date. Hydrographer.

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

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

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

Gage 

height.

Feet. 

8.1

7.5

5.5

Discharge.

Sec.-ft.

20,500

Date. Hydrographer.

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

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

Gage 

height.

Feet. 

4. 9

4 5

9 Q

Discharge.

Sec.-fl. 

7,440

5,820
38 STTBFACE WATER SUPPLY, 1906.

Daily gage height, in feet, of Colorado River at Austin, Tex., for 1906.

Day.

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

9

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

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

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

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

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

10". ..............

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

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

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

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

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

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

1 Q

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

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

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

OQ

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

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

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

90

f>g

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

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

Jan.

1.1 i i

1.1

1.1

1 f\

1.0

1.0

1.0

1.0

1.0

.9

.9

.9

.9

.9

.9

.9

1.0

1.0 

1.0

1.0

1.0

1.0

1.0

1.0 

1.0

1.0 

1.0

g

g

Feb.

0.9

.9

.8

.9 

g

.9

.9

.9

.9

.9

.9

.9

1.5

1.4

1.3

1.2

1.3 

1.3

1.2

1.1

1.0

.9 

.9

.8

Mar.

0.9

g

.9

.9 

.9

1.0

.9

.9

.9

.9

.9

1.0

1.0

1.0

1.0

q

.9

g

.9

.9 

.9

.9

g

1.0

1.0

.9 

.9

i!i

1.6

1.4

Apr.

1.3

1.3

1.3

1.3 

1.4

1.5

1.5

1.4

1.3

1.4

1.4

1.3

1.3

O 5

2.8

3.2 

3.3

3.3

3.2

2.3

2 o

2! 6

1.8 

1.7

1.4

May.

1.4

1.3

1.3

1.4

1.3

1.3

1 ">

1.1

1.1

1 "*"*

1.3

1 3

1.4

1.3

1.3 

1.7

2.8 

4.3

3.8

3.2

3.1

June.

1.8

1 Q

1.8

1.7

2.S

n

o

8.1

4.5

3.9

3.2

o 7

2.4

 1 >7

2.0

2.0

2.0

1.8 

1.8

1 9

1.7

1.6

1.5 

1.5

1.5

1.5

July.

2.6

3.0 

o 9

3.4

3.9

A Q

4.4

4.5' 4.8

4.4

5.8

5 3

5.2

5.8

5.8

5.8

K A

5.4

5.0 

4.3

3.8 

3.4

3.3

o g

Aug.

3.1

2.5

2.5

2.4

2 4

14.8

19.5

Iti. 3

11.1

5.1

9. (i

in o

7.1

5.8

3.0

3.8

3.8 

3.5

3.4 

3.3

3.0

3.1

Sept.

3.2

3.1

3.2

3.3 

3.6

7 9

7.1

3.8

3.7

3.f,

8.3

8.1

Q O

8.1

7 Q

7.1

5.4 

5.1

4.8

4.1

3.8

3.8 

3.5

2.6

Oct.

2.3

1 9

1.8

1.6

1.5

1.5

1.5

1.5

1 4

1.4

1.4

1.4

1.4

1.4 

1.4

1.3

1.2

1.1

1.1

1.1

1.1

1.1

1.1

Nov.

1.8

1.8

1.8

1.7 

1.6

1.5

1.4

1.2

1.1

1.0

1.0

.9

.9

1.0

1.0

g

1.1

1.2

1.1

1.6

1.7

1.8 

1.5

1.5

1.5

Dec.

1.2

1.2

1.2 

1 3

1 0

1.2

1.2

2.8

2.6

2.5

2.5

2.5

2. 6

2.6

2.9

2 9

2.4

(J 0

2.3

2.0 

2.0

1.8

Rating tabfrfor Colorado River at Austin, Te.r., for 1905-6.

Gage 

height.

Feet.

0.80

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

Discharge.

Sec.-ft.

175

195

220

250

290

340

400

470

540

620

700

Gage 

height.

Feet.

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

Discharge.

Sec-.ft.

790

885

990

1,105

1,225

1,345

1,470

1,605

1,750

1,910

2,080

Gage 

height.

Feet.

3.00

3.10

3.20

3.30

3.40

3.50

S.fiO

3.70

3.80

3.90

4.00

Discharge.

Sec.-ft.

2,260

2,450

2,650

2,860

3,070

3.290

3.530

3,780

4,040

4,310

4,580

Gage 

height.

Feet.

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

6.20

Discharge.

Sec.-ft.

5,170

5,810

6,510

7,270

8,080

8,920

9,760

10,600

11,440

12,280

13, 130

NOTE. The above table is based on discharge measurements made during 1904-1906 and is well denned 

between gage heights 0.8 feet and 6.0 feet. Above gage height 6.1 feet the rating curve is a tangent, the 

difference being 430 per tenth.
COLORADO RIVER (OF TEXAS) DRAINAGE BASIN.

Monthly discharge of Colorado River at Austin, Tex.,for 1906. 

[Drainage area, 37,000 square miles.}

Month.

Discharge in second-feet.

Maximum.

250 

470 

1,100 

2,860 

9,760 

35,100 

11,400 

70, 300 

22, 600 

1,220 

700 

2,080

70,300

Minimum.

195 

175 

195 

290 

250 

470 

1,470 

1,340 

1,470 

250 

195 

290

175

Mean.

217 

247 

273 

912 

1,250 

3,350 

6,320 

12,600 

9,650 

511 

399 

999

3,060

*

Total in 

acre-feet.

13,300 

13,700 

16,800 

54,300 

76,900 

199,000 

389,000 

775,000 

574,000 

31, 400 

23,700 

61,400

2,230,000

Run-ofl.

Sec.-ft. per 

sq. mile.

0.0059 

0.0067 

0.0074 

0.025 

0.034 

0.090 

0.171 

0.341 

0.261 

0.014 

0.011 

0.027

.083

-Depth in" 

inches.

.01 

.01 

.01 

.03 

.04 

.10 

.20 

.39 

.29 

.02 

.01 

.03

1.14

COLORADO RIVER AT COLUMBUS, TEX.

This station was established in December, 1902, at the highway 

bridge east of Columbus. The. conditions at the station and the 

bench marks are described in Water-Supply Paper No. 174, page 27, 

where are given also references to publications that contain data for 

previous years.

Daily yage height, in feet, of Colorado River at Columbus, Tex.,for 1906.

Day.

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

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

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

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

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

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

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

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

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

18--.-...-.......

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

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

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

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

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

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

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

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

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

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

Jan.

7.1

7.0

7.0

7.0

6 9

6.9

6.9

6.8

fi.8

6.8

6.8

6.8

6.8

6.8

6.7

6.7

6.6

6.6

6.8

7.6

6.8

6.7

6.6

6.6

6.5

6.5

6.6

6.6

Feb.

6.6

6.6

6.6

6.6

6.6

6.6

6.6

6.6

6.6

6.6

6.6

14.25

16.25

10.6

9.4

7.9

7.5

7.5

7.4

7.3

7.3

7.15

7.1

7.1

7.1 7.1

7.1

Mar.

7.0

6.9

6.8

6.8

6.8

6.8

6.8

6.8

6.8

6.8

6.8

6.7

6.7

67

6.7

6.7

6.6

6.6

6.6

6.5

6.5

6.5

6.5

6.5

8.5

10.85

8.7

Apr.

7 ^

6.85

6.6

6.5

6.4

6.4

6.4

6.7

6.8

6.8

6.9

7.0

7.05

7.1

7.15

7.35

7.4

7.2

7.0

7.0

6.9

7.0

7.5

May.

7.5

7.0

7.0 6 ')

6 9

6.7

6.5

6.5

6.5

6.4

6.4

6.3

6.3

6.3

6.2

7.0

8.0

9.0

9.0

10.0

11.8

June.

11.0

10.5"

10.0

q 4

8.4

8.0

8.0

22.5

20.5

14.0

11.8

11.0

10.0

10.5

9.0

8.5

8.0

8.0

7.8

7.6

7.4

7.4

7.2

7.1

7.0

7.0

10.0

12.4

July.

10.0

9.0

8.5

8.0

7.6

7.4

8.0

7.7

7.5

7.4

7.3

7.2

7.2

7.2

7.7

10.7

12.4

11.8

11.4

10.4

14.0

14.2

11.8

11.6

10.0

9.6

9.2

8.8

8.5

9.2

Aug.

8.5

8.2

8.1

8.3

8.0

8.3

7.9

7.6

7.7

8.6

23.7

28.0

30.2

32.0

33.5

242

26.2

23.0

16.0

14.8

13.7

12.6

12.0

11.6

11.2

10.7

10.3

10.0

9.8

9.6

9.3

Sept.

9.0

8.6

8.6

8.6

8.5

13.0

16.0

14.2

14.9

13.2

12.2

14.2

18.0

15.1

13.5

11.8

11.7

11.4

11.2

11.0

10.5

10.0

10.0

9.5

9.0

9.0

9.0

9.0

8.5

Oct.

8.5

8.4

8.4

8.4

8.0

8.Q

8.0

8.0

8.0

8.0

8.0

8.0

8.0

7.9

7.9

' 7.8

7.8

7.8

7.7

7.7

7.7

7.7

7.7

7.6

7.6

7.6

7.5

7.5

7.5

7.5

7.5

Nov.

7.5

7.5

7.4

7.4

7.4

7.4

7.4

7.3

7.3

7.3

7.3

7.2

7.2

7.2

7,2

7.0

6.9

7.2

7.2

7.2

7.2

7.0

7.1

7.1

7.0

7.1

7.0

7.0

7.0

7.0

Dec.

6.9

6.9

6.9

6.7

6.5

6.8

6.9

6.9

7.0

7.0

7.0

7.0

7.0

7.1

7.1

7.2

8.2

8.1

8.1

8.1

8.1

8.2

8.0

8.0

7.8

7.6

7.0

6.5

6.4

6.4

6.2
40 SURFACE WATER SUPPLY, 1906.

Rating table for Colorado River at Columbus, Tex., for 1904-1906.

Gage 

height.

Feet.

6.20

6.30

6.40

6.50

6.60

6.70

6.80

6.90

7.00

7.10

7.20

7.30

7.40

Discharge.

Sec. -ft.

880

930

980

1,030

1,080

1,130

1,180

1,230

1,280

1,340

1,400

1,460

1,520

Gage 

height.

Feet.

7.50

7.60

7.70

7.80

7.90

8.00

8.10

8.20

8.30

8.40

8.50

8.60

8.70

Discharge.

Sec.-ft.

1,580

1,640

1,700

1,760

1,820

1,880

1,940

2,010

2,080

2,150

2,220

2,290

2,360

Gage 

height.

Feet.

8.80

8.90

9.00

9.20

9.40

9.60

9.80

10.00

10.20

10.40

10.60

10.80

11.00

Discharge.

Sec.-ft.

2,430

2,500

2,570

2,710

2,850

2,990

3,130

3,270

3,410

3,570

3,730

3,890

4,050

Gage 

height.

Feet.

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

Discharge.

Sec.-ft.

4,850

5,710

6,610

7,590

8,660

9,860

11,140

12,520

13, 970

15, 470

17, 030

18,700

20,420

Gage 

height.

Feet.

25.00

26.00

27.00

28.00

29.00

30.00

31.00

32.00

33.00

34.00

Discharge.

Sec.-ft.

22,200

24, 070

25, 980

27,920

29, 860

31,800

33, 740

35,680

37, 620

39,560

NOTE. The above table is based on discharge measurements made during 1902-1905 and is well 

defined

*

Monthly discharge of Colorado River at Columbus, Tex., for 1906. 

[Drainage area, 40,000 square miles.]

Month.

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

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

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

Discharge in second-feet.

Maximum.

1,640 

8,960 

3,930 

1,580 

4,690 

17,900 

7,790 

38,600 

11, 100 

2,220 

1,580 

2, 010

38,600

Minimum.

1,030 

1,080 

1,030 

980 

880 

1,280 

1,400 

1,640 

2,220 

1,580 

1,230 

880

880

Mean.

1,180 

1,890 

1,300 

1,220 

1,570 

3,780 

3,080 

9,640 

4,430 

1,800 

1,400 

1,420

2,730

Total in 

acre-feet.

72,600 

105,000 

79,900 

72,600 

96,500 

225,000 

189,000 

593,000 

264,000 

111,000 

83,300 

87,300

1,980,000

Run-off.

Sec.-ft. per 

sq. mile.

0.030 

.047 

.032 

.030 

.039 

.094 

.077 

.241 

.111 

.045 

.035 

.036

.068

Depth in 

inches.

0.03 

.05 

.04 

.03 

.04 

 .10 

.09 

.28 

.12 

.05 

.04 

.04

.91

SAN SABA RIVEB, NEAR SAN SABA, TEX.

This station was established December 30, 1904, 1 mile northwest 

of the town of San Saba, Tex. The conditions at the station and 

the bench marks are described in Water-Supply Paper No. 174, 

page 29, where are given also references to publications that contain data for previous years.

Daily gage height, in feet, of San Saba River near San Saba, Tex., for 1906.

Day.

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

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

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

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

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

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

g

Q

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

Jan.

7.8

7.8

7.8

7.8

7.7

7.7

7.7

7.7

7.7

7.7

Feb.

7.8

7.8

7.8

' 7.8

7.8

7.8

7.8

7.8

7.8

7.8

Mar.

7.8

7.8

7.8

7.8

7.8

7.8

7.8

7.8

7.8

7.8

Apr.

7.5

7.5

7.5

7.5

7.5

7.5

7.5

7.6

7.6

7.6

May.

7.6

7.7

7.7

7.6

7.6

7.6

7.6

7.6

7.6

June.

7.8

7.8

7.8

7 9

7.8

7.8

7.8

7.8

7.8

7.7

July.

7.4

7.4

7.4

7.4

7.4

7.4

7.4

7.4

7.4

7.4

Aug.

7.6

7.6

8.3

7.8

7.9

8.2

31.7

11 3

9.1

8.8

Sept.

7.8

7.8

7.8.

10.1

. 9.2

9.8

10.0

8.6

8.2

8.1

Oct.

7.7

7.7

7.7

7.7

7.6

7.6

7.6

7.6

7.6

7.5

Nov.

7.6

7.6

7.6

7.6

7.6

7.6

7.6

7.6

7.6

7.6

Dec.

7.8

7.8

7.8

7.8

7.8

7.8

7.7

7.7

7.7

7.7
COLORADO RIVER (OF TEXAS) DRAINAGE BASIN. 41 

Daily gage height, in feet, of San Saba River war San Saba, Tex.,for 1906 Continued.

Day.

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

12

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

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

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

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

17

18....*..........

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

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

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

94

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

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

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

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

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

30............... o-l

Jan.

7.8

7.8

7.8

7.8

7.8

7.8

7 9

7.9

7 9

7.8

7.8

7 Q

7.8

7.8'

7.8

7.8

7.8

7.8

7 Q

Feb.

7.8

7.8

7.8

7.8

7.8

7 Q

7.8

7.8

7.8

7.8

7.8

7 Q

7.8

7.8

7.8

7.8

Mar.

7.8

7 Q

7.8

7.8

7 Q

7.7

7.7

7.6

7.6

7.6

7.6

7.6

7.6

7.6

7.6

7.5

7.5

7.5

Apr.

7.6

7.6

7.6

7.6

7.5

7.5 7 (;

7.6

7.7

7.7 

7.7

7.6

7.6

7.6

7.6

7.6

7.6

7.6

May.

7.6

7.6

7.5

7.5

7.5

7.5

7.5

7.5

7.5

7.5 

8.1

8.8

9.0

9.3

8.7

8.2

7.5

7.5

June.

7.7

7.7

7.7

7.6

7.6

7 f»

7.5

7.5

7.4

10.3

7.5

7.5

7.5

7.4

7.4

7.4

7.4

July.

7.4

13.6

8.6

7.4

7 P»

7.6

7.6

7.7

8.1

o. U

7.8

7.8

7.8

7.8

' 7.8

7.8

7.6

7.6

7.6

Aug.

8.2

Q 5

10.1

10.1

8.5

8.5

8.0

8.0

8.0

. -L

8.1

8

fi"

7.9

7.9

7.9

7.8

7.8

7.8

Sept.

8.0

7 9

8.3

8.2

7.9

7.8

7.8

7.8

7.8

7.8

7.7 

7.7

7.7

8.2

7.9

7.8

7.8

7.7

7.7

Oct.

7.5

7.5

7.6

7.6

7.6

7.7

7.7

7.7

7.7

7.7

7 7

7.7 

7.7

7.7

7.6

7.6

7.6

7.6

7.6

7.6

7.6

Nov.

7.6

7.6

7.6

7.6

7.6

7.6

7.6

7.6

7.6

7.6

7.6

7.6

7.6

7.7

7.7

7.8

7.8

7.8

Dec.

7.7

7.7

7.7

7.8

7.8

7.7

7.8

7.7

7.7 

7.7

7.7

7.7 

7.7

7.7

7.7

7.7

7.7

7.7

7.7

7.7

7.7

LLANO RIVER.

Llano River drains the territory east of Sonora and northeast of 

Rocksprings and joins the Colorado about 20 miles southeast of the 

town of Llano. The South Llano is fed by large springs whose joint 

discharge has measured 90 second-feet at Junction at the minimum 

stage. In Kimble County alone on the South Llano there are some 

fifteen small irrigation plants, and at Junction an irrigation plant on a 

large scale has begun operations. Its plan is to take the water from 

the South Llano and irrigate several thousand acres near Junction.

The waters of the North Llano at low stages are utilized by small 

irrigation plants before they get to Junction. Between Junction and 

Llano, in dry times, the water is subject to great evaporation, and 

loses at least one-third before it reaches the upper part of Llano 

County.

A measurement taken at Hedwigs Hill on June 15, 1906, by S. P. 

Finch gave a total discharge of 65 second-feet. At the town of Llano 

the water is utilized in a power plant, which supports the city water 

supply and a small mill. A full description of this and other power 

plants on the Llano is given in Water-Supply Paper No. 105.

BARTONS SPRINGS NEAR AUSTIN, TEX.

These springs are located about 2 miles from Austin and are similar 

in behavior and in flow to the.Comal, San Felipe, and San Marcos. 

They respond in flow to the rainfall in the Edwards Plateau, but this 

response is always delayed for some months. The variation in the 

flow of these springs is shown in the following table:
SURFACE WATER SUPPLY, 1906. 

Discharge measurements of Bartons Springs near Austin, Tex., 1894-1906.

Sec.-ft. 

17 

. 25

1894..........................

1895..........................

March, 1898. ....................... 20

May, 1898. ......................... 30

August, 1900. . ..................... 69

December, 1900. .................... 33

Spc.-ft.

June, 1902.......................... 19

August, 1902....................... 19

June, 1903.......................... 69

June, 1904.......................... 43

July, 1905......................... 65

June, 1906.......................... 24

GTTADAIjTTPE TCIVER DRAINAGE BASIN". 0 

DESCRIPTION OF BASIN.

Guadalupe River rises in the southern-central part of Texas, flows 

southeastward, and empties into San Antonio Bay. During the 

summer of 1902 its discharge was the least in its observed history, 

causing much loss above New Braunfels, where half a dozen power 

plants were forced to shut down or to run on short time. The flow 

at this time was so low that special efforts were made to obtain 

measurements at several points along its course.

The Guadalupe, while it is the best water-power stream in Texas, 

has a drainage area above Cuero of only 5,100 square miles. Its 

efficiency is due almost entirely to the water received from the Comal 

at New Braunfels. Below New Braunfels the largest tributary is 

San Marcos River.

GUADALUPE RIVER NEAR CUERO, TEX.

This station was established December 26, 1902. The original 

location was at the dam at Carl Buchel's power house, 3 miles north 

of Cuero, Tex. As it proved impossible to measure flood discharges 

at this point, a new station was established in July, 1903, at the" 

bridge of the San Antonio and Aransas Pass Railroad 3 miles west of 

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

described in Water-Supply Paper No. 174, page 31, where are given 

also references to publications that contain data for previous years.

Daily gage height, in feet, of Guadalupe River near Cuero, Tex., for 1906.

Day.

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

0

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

6.2

6.2

6 '

6.3

6.3

6.2

6.2

A O

6.1

6.1

6

O

6.2

6.2

Feb.

6.1

6.2

6.2 

6.1

6.1

6.1

6.3

6.3

6.3

6.4

17.0

Mar.

6.3

6.2

6.2

6.2

6.2

6.2

6.2

6.3

6.3

6.3

6

0

6.3

6.3

6.3

Apr.

6.2

6.2

6.2

6.1 

6.1

6.3

6.3

G.3

6.3

6.3

6.3

6.4

May.

6.2

6.2

6.3

6.1 

5 9

6.1

6.0

6.0

6.1

6.0

6.0

6.0

6.0

6.0

June.

6.0

5 9

5.9

5

0

5.8

5.6

5.5

5.7

5 7

5.6

5.7

July.

5.9

5.7

5 9

6.4

5.9

6.0

6.0

6.1

6.0

6.0

6.0

5.9

Aug.

6.0

6.0

6.0

6.1

6.0 

6.0

6.1

6.0

6.0

6.0

6.0

6.0

6.1

6.0 1

Sept.

6.1

6.0

6.0

6.0

5.9

5.9

5.9

5.9

6.0

6.0

6.0

6.0

6.0

6.0

6.1

Oct.

6.0

6.0

6.0

6.0

6.0

6.1

6.1

6.0

6.0

6.0

6.0

5.9

5.8

5.9

5.9

Nov.

6.0

6.1

6.0

6.0

6.0

5.9

5.9

6.0

6.0

6.0

6.0

6.0

5.9

5.9

6.0

Dec.

.5.9

6.0

6.0

6.0

6.0

6.1

6.1

6.1

6.1

6.1

6.0

6.0

6.1

6.0

6.0
GTJADALUPE EIVEE DRAINAGE BASIN. 43

Daily gage height, in feet, of Guadalupe River near Cuero, Tex.,for 1906 Continued.

Day. Jan.

16............... 6.2

17.............. 6.3

18............... 6.3

19............... 6.2

20...............' 6.3

21............... 6.2 

22........ .... 6.2

23............... 6.2

24............... 6.2

25............... 6.3 

26............... 6.3

27................ 6.3

28................ 6.2 

29............... 6.2

30............... 6.2

31............... 6.2

Feb.

. 11.1

9 8

8.0

7.6

7.0

6.8 

6 5

6.4

6.2

6.3

6 q

6 3

6.3

Mar.

6.2

6.3

6.2

6.1

6

0

6.2 

6.2

6.2

6.2 

(T3

6.3 

6.3

6.3

6.3

Apr.

6.8

6.4

6.4

6.3

6.5

7.1 

6.7

6.5

6.3

6.2 

6.1

6.1

6.0 

6.0

6.4

May.

6.0

6.0

6.0

6.0

5.8

PL 7

5

0

5.9

6.8

7 Pi

8.4

6.9

6.2

6.2

June.

5.6

5 PL

PL PL

5.4

5.5 

5.6

5.6

S.5.

5.5 

7.0

7 0

6". 8 

6.6

A t*

July.

6.1

6.0

6.1

6.2

6.0

6.0 

6.0

5 Q

6.0 

6.0

6.0

6.0

Aug.

6.0

6.0

6.0

6.0

6.1

6.0

6.0

6.1

6.1

6.1 

6.0

6.1

6.1

Sept.

6.1

6.1

6.0

6.4

6.4

6.4 

6.3

6.3

6.3

6.3

6 2

6. 1 

6.0

6.0

Oct.

6.0

6 0

6.0

6.0

6.0

6.0

6.0

PL Q

6.0 

6.0

A A

5.9 

6.0

6.0

6.0

Nov.

5 9

6.0

6.0

6.0

6.0

6.0 

5 9

5.8

6.0

5.9 

5.9

5 9

6.0 

6.0

6.0

De«.

6.0

6.0

6.1

6.1

6.1

6.1 

6.1

6.1

6.1 

6.1

6.2

6.2 

6.2

6.2

Rati)1lt table for Guadalupe River near Cuero, Tex.,for 1905-6.

Gage, 

height.

Feet.

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.10

6.20

6.30

6.40

6.50

Discharge.

Sec.-ft.

370

405

440

475

510

545

580

615

650

685

720

7.55

Gage 

height.

Feet.

6.60

6.70

6.80

6.90

7.00

7.10

7.20

7.30

7.40

7.50

7.60

7.70

Discharge.

Sec.-ft.

790

825

860

895

930

965

1,000

1,035

1,070

1,105

1,140

1,175

Gage 

height.

Feet.

7.50

7.90

8.00

8.10

8.20

8.30

8.40

8.50

8.60

8.70

8.80

8.90

Discharge.

Sec.-ft.

1,210

1,245

1,280

1,315

1,350

1,385

1,420

1,455

1,490

1,525

1,560

1,595

Gage 

height.

Feet.

9.00

9.20

9.40

9.60

9.80

10.00

10.20

10.40

10.60

10.80

11.00

11.20

Discharge.

Sec.-ft.

 1,630

1,700

1,770

1,840

1,910

1,980

2,050

2,120

2,190

2,260

2,330

2,400

Gage 

height.

Feet.

11.40

11.60

11.80

12.00

13.00

14.00

15.00

16.00

17.00

Discharge.

Sec.-ft.

2,470

2,540

2,610

2 680

3,030

3,400

3,800

4,200

4,650

NOTE. The above table is based on one discharge measurement made during 1905 and measurements 

prior to 1904. It is well defined.

Monthly discharge of Guadalupe River near Cuero, Tex.,for 1906. 

[Drainage area, 5,100 square miles.]

Month.

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

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

Discha]

Maximum.

685

4,650

685

1,420

930

650

720

615

615

650

4,650

rge. in seconc

Minimum.

615

615

615

475

370

475

580

545

510

510

545

370

1-feet.

Mean.

656

968

666

691

664

520

597

614

575

568

606

643

acre-feet.

40,300

53,800

41,000

41,100

40,800

30,900

36,600

36,700

36,500

35,400

33,800

37,300

464,000

RunSec.-ft. per 

sq. mile.

0.129

.190

.131

.135

.130

.102

.117

.117

.120

.113

.111

.119

0.126

off.

Depth in 

inches.

0.15

.20

.15

.15

.15

.11

.13

.13

.13

.13

.12

.14

1.69
44 SURFACE WATER SUPPLY, 1906.

COMAL RIVER AT NEW BRAUNFELS, TEX.

Comal River has its source in the numerous big springs that issue 

from the foothills west of New Braunfels, Tex. The joint discharge 

of these forms Comal River at the junction of Comal Springs Creek 

and Comal Creek. The water from the head springs naturally flows 

down Comal Springs Creek, but a gravel dam deflects part of this now 

into the Landa mill race, whose waters rejoin Comal Creek about4 miles 

above the highway bridge nor.th of the court-house. The following 

table shows the result of current-meter measurements on Comal River 

at various times:

Discharge measurements of Comal River at New Braunfels, Tex., 1895-1906.

Date.

1895............

1898............

1899............

1900............

1901............

1902............

1903. ...........

1904............

1905............

1906............

Hydrographer.

C.C. Babb. ............ ........... ...........

T. U. Taylor.............. .....................

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

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

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

.....do.......l..................................

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

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

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

Discharge.

Sec.-ft. 

328

320

310

374

343

333

412

375

390

386

Remarks.

Do.

Do.

Do.

Do.

Do.

Do.

SAN MARCOS RIVER AT SAN MARCOS, TEX.

San Marcos River rises about 1 mile northeast of the town of San 

Marcos and flows into Guadalupe River near the town of Gonzales. 

Its source is in several large springs, now submerged by a lake 

created by the dam of the San Marcos Water Company. There 

are five power plants on the San Marcos within a distance of 6 miles 

of lake. Below the lake there are many irrigation plants, all of which 

derive their water from the river by means of pumps operated by 

water power or by engines.

The following discharge measurements have been made:

Discharge measurements on San Marcos River.

Year. Hydrographer.

1894 P.. P- Rahh

1895............

1899............

1900............

1903............

1906............

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

T. U. Taylor... ..

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

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

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

Discharge.

Sec.-ft. 

150 

89

150 

153 

145

Locality.

International and Great Northern Railroad bridge. 

1 mile northeast of San Marcos.

Westerfleld ford. 

Do. 

Do.
. SUBFACE WATER SUPPLY, 1906.* - 45 

SAN ANTONIO RIVER DRAINAGE B^SIN.

SAN ANTONIO RIVER AT SAN ANTONIO, TEX.

San Antonio River rises about 3 miles north of the mission of San 

Fernando, the geographic center of the city of San Antonio. San 

Pedro Creek rises in San Pedro Park and has maintained a flow of 9 

second-feet for several years. It joins San Antonio River just below 

the city and above the Hot Wells, where many of the measurements 

are made.

San Antonio River has gone through the same experience as many 

of the big springs. About 1885 it began to fail, and by the latter 

part of 1897 had entirely ceased above the city. It regained its 

former efficiency in 1900, shortly after the celebrated flood (WaterSupply Paper No. 105), but in two years the discharge dropped again 

to a third of the discharge in 1900. There is no doubt that the river 

and the artesian wells have the same underground source. The following table shows the discharge measurements that have been made 

on this stream:

Discharge measurements of San Antonio River at San Antonio, Tes\, 1895-1906.

Date.

December, 1895. . .

November, 1896. .

December, 1897...

December, 1897...

March, 1898......

March, 1898. .....

June, 1899........

September, 1900...

September, 1900..

October, 1901.....

March, 1904......

September, 1905..

June, 1906........

Hydrographer.

. C. C. Babb. .................................... .....

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

. T. U. Taylor..... ....................................

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

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

.'.....do....... ........................................

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

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

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

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

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

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

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

. .....do.............:..................................

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

Discharge.

Sec.-ft. 

40

41

0

11

0

9

0

10

103

125

41

65

61

117

54

Remarks.

Do.

Hot Wells.

Hot Wells.

Hot Wells.

Hot Wells.

Do.

Do.

Do.

Do.

NTJECES RIVER DRAINAGE BASIN. 

DESCRIPTION OF BASIN.

The main forks of Nueces River rise in the eastern part of Edwards 

County, Tex., and flow southward through the rugged mountains of 

the Edwards Plateau, uniting with the west fork about 14 miles from 

Uvalde and about 6 miles above the crossing of the Southern Pacific 

Railroad. The main fork is fed by springs and carries perpetually 

running water from its source, a few miles north of Vance, to its 

junction with the west fork at the foot of the Edwards Plateau. At 

about the junction of the branches the flow sinks into gravel beds, 

locally reappearing in big clear pools at points where the gravel has 

been washed off from the solid bed-rock bottom, Four or five
SURFACE WATER SUPPLY, 1906.

miles below the Southern Pacific Railroad bridge flowing water again 

appears, the stream along its lowland course being fed by numerous springs.

Near the post-office of Barksdale the main fork is joined by Pulliam Creek, which in dry times has a small discharge at its mouth, 

amounting to perhaps 5 second-feet.

The larger part of the discharge of the main fork below Barksdale 

comes from the prong by Vance. From Vance to the point where it 

debouches from the Edwards Plateau it is fed by many springs that 

rise in the banks or in the many abutting canyons. The largest of 

these is Camp Woods Spring, whose discharge on April 10, 1906, was 

found to be 3 second-feet.

The following discharge measurements were made on the Nueces 

and its tributaries in 1906:

Discharge measurements in Nueces River basin, 1906.

Date.

April 6........

April 6........

April 6........

April 10. .......

Stream.

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

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

Hydrographer.

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

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

Discharge.

Sec.-ft. 

39

46

24

3

Location.

In Edwards County, in the watershed of the Nueces and its tributaries, there are fifteen small irrigation plants that derive their water 

directly from the river and its tributaries or from springs that issue 

from the foothills a short distance from the mam stream. The 

water of the Nueces is of the best quality for irrigation and affords 

rich returns where the dam and farm are so located that the occasional torrential floods can not destroy them.

Below Barksdale other irrigation plants derive their water by 

ditch or pump from the Nueces. The Fern Lake Company has a 

tract of nearly 200 acres near Montell that is irrigated by ditch from 

the river itself, while a short distance below Montell the irrigation 

plant derives its water from Montell Creek. Still farther down the 

river J. J. Dodson has installed a modern pump-irrigation plant and 

is prepared to irrigate about 150 acres by pump irrigation.

The Nueces offers excellent opportunities for the installation of a 

big ditch irrigation system. Between Uvalde and the Dodson plant 

there are several thousand acres of rich land that could be brought 

to ditch by the construction of a dam across the Nueces.

Between the Southern Pacific Railroad and the International and 

Great Northern Railroad very few attempts have been^ made to use 

the water of the Nueces for irrigation purposes. At Cotulla many 

excellent irrigation plants have been installed, and Bermuda and 

other onions are successfully raised.
EIO GKANDE DRAINAGE BASIN. 47

LEONA RIVER AT UVALDE, TEX.

The flow of Leona River is variable, and the river has often stopped 

flowing altogether near Uvalde. It was dry in 1885, but soon revived 

and continued flowing till 1893, when it again ceased for a time. Its 

history at the brickyard crossing, 1J miles below the town on the road 

to Pearsall, is given in the following table:

Discharge measurements of Leona River at Uvalde, Tex., 1885-1906.

Date.

1885................

1893................

June, 1899..........

September, 1900....

March, 1904........

August, 1905 .......

April, 1906.........

Hydrographer.

C. C. Babh ...........................................

T. IT. Taylnr ......... .... ......... ...............

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

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

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

Discharge.

Sec.-ft.

11

5

 >2

13

7

Remarks.

Did not flow.

Do.

RIO GRANDE DRAINAGE BASIN.

DESCRIPTION OF BASIN.

The source of the Rio Grande is in the snow masses of the high peaks 

of the continental divide in Hinsdale and Mineral counties in southwestern Colorado. The main stream flows in an easterly direction for 

about 75 miles, receiving numerous tributaries from the mountainous 

region through which it passes. At Del Norte the stream channel 

leaves a narrow canyon-like valley and enters the San Luis Valley. 

From Del Norte the general course is southeasterly for about 75 miles 

to a point 20 miles east of Antonito, where it crosses the Colorado-New 

Mexico State line. Four miles above the State line the river enters a 

canyon, locally known as Rio Grande canyon, and continues through 

it to a point a short distance below Embudo, N. Mex., where the canyon walls retreat rapidly, especially 011 the west side, giving room for 

a border of irregular hills between the higher mesa walls and the flood 

plain adjacent to the river. This is the beginning of Espanola Valley, 

about 3 or 4 miles in width, which extends about 25 miles to White 

Rock Canyon, through which the Rio Grande flows for 30 miles. 

Again the canyon walls recede, and the river enters Albuquerque 

Valley, which averages from 1 to 3 miles in width to about Socorro, 

N. Mex. Throughout its course in New Mexico the general direction 

of the Rio Grande is southward to El Paso; thence it is southeasterly 

to the Gulf of Mexico.

 From the high mountains which surround this basin come a large 

number of small streams, some of which unite into creeks of considerable size, while others sink and gradually disappear into the coarse 

soil of the valley bottom. Below Del Norte few streams of importance 

enter the river with the exception of the Chama in New Mexico and
48 SURFACE WATER SUPPLY, 1906.

the Pecos in Texas, as nearly all those which issue from the mountains 

lose their water, except in flood periods, in the sandy plains before 

they reach the main channel. Rio Conchos is the principal tributary 

from the Mexican side.

The limited data on precipitation collected by the United States 

Weather Bureau show the mean annual rainfall to be 25 inches in the 

mountainous portion of the drainage. This diminishes to 10 inches 

in the foothills and lower portions of the drainage.

The determination of the amount of water in the Rio Grande is of 

importance, both on account of its use in irrigation and from its bearing upon interstate and international distribution of water. Most of 

the New Mexico and Texas stations down to Eagle Pass are maintained 

by the United States section of the International (Water) Boundary 

Commission. The data for the following stations have been collected 

by W. W. Follett, consulting engineer for the Commission, and have 

been furnished through the courtesy of Gen. Anson Mills, Commis 

sioner.

Rio Grande near San Marcial, N. Mex.

Rio Grande near El Paso, Tex.

Rio Grande above Presidio, Tex.

Rio Grande below Presidio, Tex.

Rio Grande near Langtry, Tex.

Rio Grande at Eagle Pass, Tex.

Pecos River near Moorhead, Tex.

Devils River near Devils River Station, Tex. (two stations).

On account of the shifting character of the river beds at the International (Water) Boundary stations, no rating tables have been prepared. The estimated monthly discharges are from daily discharges 

computed by Mr. Follett directly from the discharge measurements.

The five stations from Laredo down (Laredo, Roma, Brownsville, 

Salado, near Guerrero, and San Juan at Santa Rosalie Ranch) are 

maintained by the Mexican section of the Commission.

RIO GRAXDE PROPER.

RIO GRANDE NEAR DEL NORTE, OOLO.

Measurements and observations were begun in the vicinity of Del 

Norte in 1889 by George T. Quinby, the object being to obtain the 

flow of the river before water was diverted for the agricultural region 

of San Luis Valley, and by comparison with the figures obtained at 

Embudo to acquire data as to the effect of the numerous ditches 

taking out water between the two points. The river 25 miles above 

Del Norte flows out of the canyon at Wagon Wheel Gap. Little 

water, however, is diverted until the edge of the San Luis Valley is 

reached, the largest canal heading near the town of Del Norte. During freshets the river divides into a number of channels, making it
EIO GRANDE. 49

difficult to obtain measurements near town. In order to avoid the 

expense of establishing a station during time of high water, the first 

measurements those about June 1 were made from several bridges 

crossing the numerous branches. The results were not wholly satisfactory, and June 25 a station was established above the branches. 

Later a locality about 2 miles farther up was chosen. Records are 

continuous for a period of sixteen years.

The station is about 2 miles west of Del Norte, above the main canal 

taking water from the Rio Grande, and is above all the irrigating 

ditches of importance. The conditions at the station, and the bench 

marks are described in Water-Supply Paper No. 174, page 36, where 

are given also references to publications that contain data for previous years.

Discharge measurements of Rio Grande near Del Norte, Colo., in 1906.

Date.

April 2.........

April 29. .......

May 24.........

Hydrographer.

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

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

Width.

Feet. 

130

144

163

167

136

Area of 

section.

Sq.ft. 

156

332

718

948

238

.Gage 

height.

Feet. 

1.15

2.42

4.90

6.30

1.70

Discharge.

Sec.-ft. 

383

1,470

5,000

7,730

741

Daily gage height, in feet, of Rio Grande near Del Norte, Colo., for 1906.

Day.

9

3..........

4..........

7..........

8..........

9..........

10..........

12..........

13..........

14..........

16..........

17..........

18..........

19..........

20..........

21 ..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31..........

Jan.

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

Feb.

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.25

1.4

1.5

1.6

1.65

1.7

1.8

1.7

1.7

1.7

1.6

1.4

1.4

1.4

1.3

1.2

Mar.

1.15

1.1

1.1

1.1

1.0

1.0

1.1

1.0

1.0

0 9

1.0

1.0

1.0

1.05 J

0.9

1.0

1.05

1.0

1.1

1.1

1 0

Apr.

1 IK

1.2

1 3

1.4

1 ^A

1.6

i.5

i 7K,

2.0

2.3

2.5

3.2

3.1

2.7

2.45

May.

9 05

2.1

s.i

3.5

4.1

A QC

0 7

3.45

4

E

*. A.

K. Q

5 7

4.9

4.3

O Q

4.1

4.3

4

0

i t*.

4.05

June.

4.2

4.5

4.4

4.1

4 5

4.95

t; 9

5.7

6.0

6.2

6.35

6.0

6.0

5 Q

5.4

4 9

4.6

4.3

4.3

4.15

3.7

S

EE

3.5

3.45

3.35

3

AK

July.

3.5

3.3

3.1

2.9

2.6

o g

2.7

3

(\K

9 A.

"> "i

2.35

2.85

2.75

2.7

2.25

Aug.

° 1

2.0

1.95

1.8

1.7

1.65

1.7

1.6

1.6

1.6

1.6

1.65

1.6

1.6

1.5

Sept.

1.45

1.4

1.2

1.2

1.15

1.2

1.7

1.7

1.65

1.6

1.65

2.5

2.4

Oct.

2.35

2.3

2.2

2.0

1.9

1.8

i.7

1.7

1.65

1.7

1.7

1.75

1.7

1.75

Nov.

. 1.75

1.75

1.65

1.6

1.55

1.5

i.s

1.45

i.4

1.2

i.2

1.05

1.0

1.0

1.05

8077 IRB 210 07-
50 SURFACE WATER SUPPLY, 1906.

Rating table for Rio Grande near Del Norte, Colo.,for 1906.

height.

Feet.

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

Discharge.

Sec.-ft.

280

320

365

415

470

530

600

675

755

Gage 

height.

Feet.

1.80

1.90

2.00

Discharge.

Sec.-ft.

840

930

1,025

2. 10 i 1, 120

2.20

2.30

2.40

2.50

2.60

1,220

1,325

1,435

1,550

1,670

Gage 

height.

Feet.

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

Discharge.

Sec.-ft.

1,795

1,920

2,050

2,180

2,310

2,440

2,580

2,720

2,860

Gage 

height.

Feet.

3.60

3.70

3.80

3.90

4.00

4.20

4.40

4.60

Discharge.

Sec.-ft.

3,000

3,150

3,300

3,460

3,620

3,940

4,260

4,580

4. 80 4, 920

Gage 

height.

Feet.

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

Discharge.

Sec.-ft.

5,260

5,600

5,960

6,320

6,680

7,040

7,400

7,760

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

measurements made during 1906 and is well defined.

Monthly discharge of Rio Grande near Del Norte, Colo., for 1906. 

[Drainage area, 1,400 square miles.]

Month.

-

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

February.... ..

March...................... . ...

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

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

June ....

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

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

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

Discharge in second-feet.

Maximum . Minimum .

320 

840 

390 

2,440 

6,860 

7,670 

2,860 

1,200 

1,550 

1,380 

798

320 

320 

280 

365 

1,120 

2,650 

1,270 

582 

390 

715 

320

Mean.

320 

521 

344 

1,090 

3,830 

4,970 

1,880 

775 

719 

891 

546

Total in 

acre-feet.

19,700 

28,900 

21,200 

64,900 

236,000 

296,000 

116,000 

47,700 

42,800 

54,800 

32,500

Run-off.

Sec .-ft. per 

sq. mile.

.229 

.372 

.246 

.779 

2.74 

3.55 

1.34 

.554 

.514 

.636 

.390

..... . 960.000 ............

Depth in 

inches.

.26 

.39 

.28 

.87 

3.16 

3.96 

1.54 

.64 

.57 

.73 

.44

NOTE. Values are rated as excellent. x 

RIO GRANDE NEAR LOBATOS, COLO.

This station was established June 28, 1899, at the State highway 

bridge at a point near the Colorado-New Mexico State line, about 10 

miles east of Lobatos post-office and in T. 33 N., R. 11 E., and 13 

miles east of Antonio, the nearest railroad station. The record of 

flow is of importance because of the proposed Government irrigation 

project near Engle, N. Mex., and also because it gives the discharge 

of the river at the Colorado State line, and includes practically all of 

the Colorado drainage. The conditions at the station and the bench 

marks are described in Water-Supply Paper No. 174, page 39, where 

are given also references to publications that contain data for previous 

years.
RIO GBANDE. 51

Discharge measurements of Rio Granae near Lobatos, Colo., in 1905-6.

Date.

1905. 

April 21 ........

July26o........

1906. 

Mayl..........

Mav23.........

October 26... ..

Hydrographer.

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

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

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

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

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

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

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

Width.

Feet 

234

249

207

200

239

259

259

211

Area of 

section.

Sq.ft. 

433

1,030

188

166

564

1,430

1,620

506

Gage 

height.

Feet. 

2.45

4.25

1.12

1.00

2.80

5.80

6.50

2.60

Discharge.

Sec.-ft. 

801

3,340

67

46

1,260

6,220

7,740

1,000

a Made by wading. 

Daily gage height, in feet, of Rio Grandc near Lobatos, Colo., 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 ..........

27....---...

28..........

29..........

30..........

Jan.

22

2 2

2.2

2.2

o o

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.3

2.3

2.3

2.3

2.3

2.3

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

Feb.

2.4

2.4

2.4

3.0

3.0

3.0

3.0

3.0

3.0

3.0

2.95

2.9

2.9

2.9

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.6

2.6

2.6

Mar.

2.6

2.6

2.6

2.6

2.3

2.3

2.0

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.75

1.6

Apr.

1.5

1.5

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.75

1.9

1.8

1.7

1.75

1.8

1.9

2.05

2.25

2.45

2.65

2.95

3.45

3.7

3.7

3.55

3.35

3.15

3.0

May.

2.85

2.65

2.6

2 7

3.1

3.45

3.6

4.05

4.25

4.55

4.7

4.6

4.3

4.0

3.9

3.9

3.9

4.3

4.8

5.2

5.3

5.55

6.0

5.45

4.0 <? o

3.85

3 9

June.

3.85

3.65

4.0

4.0

4.0

4.15

4.55

4.85

4.9

4.95

5.15

5.45

5.9

6.4

6.65

6.7

6.75

6.3

5.85

5.15

4.55

4.3

4 05

3.85

3.25

3.05

2.9

2.9

July.

.9

o

o

.9

3.0

3.0

3.0

3.0

3.1

3.2

3.2

3.2

3.3

3.3

3.4

3.45

3.3

3.2

3.1

2.95

2.8

2.7

2.6

2.6

2.6

2.7

9.7

3.0

3.1

3.0

Aug.

2.85

2.7

2.6

2.55

2.5

2.4

2.4

2.3

2.25

2.2

2.15

2.1

2.1

2.0

2.0

1.9

1.85

1.75

1.65

1.6

1.55

1.5

1.5

1.6

1.6

1.6

1.6

1.6

1.6

1.6

Sept.

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.7

1.85

1.85

1.9

1.9

2.0

2.05

2.15

2.35

2 4

2.5

2.8

3.0

Oct.

3.0

3.0

2.9

2.8

2.75

2.7

2.6

2.6

2.55

2.55

2.4

2.35

2.25

2.15

2.1

2.1

2.1

2.1

2.1

2.1

2.25

2.35

2.45

2.5

2.6

2.6

2.7

2.7

2.7

2.75

2.7

Nov.

2.7

2.7

2.8

2.75

2.7

2 7

2.6

2.6

9 fi

2.5

2.5

2.5

2.5

2.5

2.55

2.6

2.65

2.4

2.3

2.3

2.3

9 1

Rating table for Rio Grande near Lobatos, Colo.. for 1906.

Gage 

height.

Feet.

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

Discharge.

Sec.-ft.

45

65

90

120

155

195

240

290

345

405

Gage 

height.

Feet.

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

Discharge.

Sec.-ft.

475

550

630

715

805

900

1,000

1,110

1,230

1,350

Gage 

height.

Feet.

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

Discharge.

Sec.-ft.

1,470

1,590

1,710

1,840

1,980

2,120

2,270

2,420

2,580

2,740

Gage 

height.

Feet.

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

Discharge.

Sec.-ft.

2,900

3,240

3,590

3,950

4,320

4,700

5,080

5,470

5,870

6,280

Gage 

height.

Feet.

6.00

6.20

6.40

6.60

6.80

7.00

8.00

9.00

Discharge.

Sec.-ft.

6,700

7,120

7,540

7,960

8,380

8,800

10,900

13,000

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

measurements made during 1905-6 and is well defined between gage heights 1.0 foot and 6.5 feet.
52 SURFACE WATER SUPPLY, 1906.

Monthly discharge of Rio Grande near Lobatos, Colo.,for 1905-6.

[Drainage area, 7,700 squ

Discharge in seconc

Month. 

Maximum.

lc,0").

January. ......................... 1,000

March. ........................... 1, 710

April............................. 1,840

May .............................. 11 , 700

June ..................... ........ 13, 100

September. ....................... 90

The year...... ............. 13,100

1900.

March...................... ..... 1,000

April ............................. 2, 420

June .............................. 8, 280

Minimum.

1,000 

1,170 

475 

405 

1,840 

1,470 

90 

90 

45 

45 

120 

405

45

630 

805 

240 

155 

1,000 

1,350 

1,000 

195 

240 

550 

715

ire miles.]

-feet.

Mean.

1,000 

1,230 

898 

773 

5,690 

7,220 

272 

163 

64.4 

102 

229 

546

1,520

720 

1,240 

453 

761 

3,330 

4,370 

1,470 

503 

423 

923 

954

Total in 

acre-feet.

01,500 

68,300 

55,200 

46,000 

350,000 

430,000 

16,700 

10,000 

3,830 

6,270 

13,600 

33,600

1,100,000

44,300 

68,900 

27,900 

45,300 

205,000 

260,000 

90,400 

30,900 

25,200 

56,800 

45,400

900,000

Run-off.

Sec.-ft. per 

sq. mile.

0.130 

.160 

.117 

.100 

.739 

.938 

.035 

.021 

.0084 

.013 

.030 

.071

.197

.094 

.161 

.059 

.099 

.432 

.568 

.191 

.065 

.055 

.120 

.124

Depth in 

inches.

0.15 

.17 

.13 

.11 

.85 

1.05 

.04 

.02 

.01 

.02 

.03 

.08

2.66

.11 

.17 

.07 

.11 

.50 

.63 

.22 

.07 

 .06 

.14 

.11

NOTE. Values are rated as follows: May and June, 1905|, and May to July, 1906, excellent; remaining 

months 1905-6, good.

RIO GRANDE NEAR SAN MARCIAL, N. MEX.

August 8, 1889, a station was estab ished near San Marcial and a 

measurement was made which gave a discharge of 19 second-feet. 

Soon after this date, however, the river gage was destroyed and the 

locality abandoned until January 29, 1895, when the station was 

reestablished at the bridge of the Atchison, Topeka and Santa Fe 

Railway, 1 mile south of San Marcial, N. Mex. The conditions at 

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

Paper No. 174, page 43, where are given also references to publications that contain data for previous years.
BIO

measurements of Rio Grande near San Martial, N. Hex., in 1906. 

[By George W. King and D. H. Armstrong.]

Date.

March 12.. .............

March 27.. .............

April 6........ ..........

A-nril Q

April 24.................

April 30. ................

May3...................

May 6........ ...........

May 18..................

May 20..................

May 22..................

May 28......... ........

May 31..................

Area of 

section.

Sq.ft. 

106

148

131

164

198

468

486

305

296

327

250

241

252

246

268

286

365

296

355

246

270

256

289

342

391

287

203

319

282

301

344

537

467

808

805

1,354

1,194

927

QftK

1,410

1,893

1,845

1,827

1,796

1,861

1,523

1,198

1,063

1,080

1,095

1,425

1,579

Gage 

height.

Feet. 

6.5

7.0

6.8

7.2

7.2

7.9

7.9

7.1

7.2

7.4

7.1

7.3

7.5

7.4

7.7

7.8

7.6

7.7

7.6

7.6

7.4

7.6

7.5

7.6

7.8

7.9

7.8

7.7

7.9

8.5

7.7

8.0

8.1

8.2

8.7

8.5

9.3

9.5

9.8

9.5

9.0

9.0

10.0

10.4

10.3

10.1

10.4

10.9

10.8

10.6

9

KK

9.1

9.3

9.4

9 8

10.3

10.7

9.7

Discharge.

Sec.-ft. 

125

282

283

C1 A

1,249

1 31*>

613

487

803

648

633

794

874

77Q

721

658

77Q

692

579

751

QQA

i ftoA

7QC

516

742

2 f)f\A

1,207

1 439

1,727

2,142

9 gg{)

3,423

4,382

5,691

5,256

4 149

4

QQC

7,381

9,075

10 448

9 A4Q

10,799

6,513

5,316

5 9Q7

6,115

8,353

8,476

6,346

Date.

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

-uly 8...................

July 11........-..--...-.

Tnl -ir 14.

July 17..................

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

July 26..................

July 29........... .......

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

December *^6

Area of 

section.

Sq.ft. 

629

447

550

'384

529

494

525

005

414

292

236

319

309

365

289

170

141

107

112

83

115

98

94

52

31

18

23

1,035

386

365

329

285

250

252

273

292

322

342

329

414

349

453

340

298

303

249

304

388

364

435

401

331

290

194

1S7

331

225

273

Gage 

height.

Feet. 

8.4

7.9

8.5

8.8

8.4

8.4

8.5

8.9

8.2

8.0

7.9

8.4

8.3

8.5

8.3

7.9

7.7

7.6

7.6

7.3

7.7

7.5

7.5

7.0

6.7

6.2

6.4

9.3

7.5

7.5

7.7

7.8

7.7

7.7

7.8

7.9

8.1

8.2

8.3

8.5

8.4

8.5

8.5

8.5

8.4

8.0

8.1

8.5

8.5

8.7

8.5

8.4

8.4

7.9

8.0

S.3

8.2

8.4

Discharge.

Sec.-ft. 

2,811

1,713

2,314

2,722

2,188

1,926

2,271

3,010

1,667

1,170

1,074

1,429

1,470

1,360

1,094

627

526

422

222

156

295

184

174

70

41

10

13

4,434

1,149

1,234

1,382

1,177

909

1,001

877

1,077

1,387

1,070

1,405

1,550

1,617

l,54f.

1,486

1,423

1,235

898

1,015

1,386

1,730

1,892

1,553

1,405

1,193

731

687

966

966

1,114
54 SURFACE WATER SUPPLY, 1906.

Daily gage height, in feet, of Rio Grande near San Martial, N. Hex., for 1906.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

6.5

6.5

6.6

6.7

7.0

6.9 

6.8

6.8 

7.0

7.2 

7.0

7.1

7.2

7.4

7.65 

7.9 

7.95

8.0

7.9

7.7 

7.5

7.2

7.1

7.2

7.2

7.1

7.2 

7.4

7.3

7.1

Feb.

7.35

7.45

7.3

7.3

7.3

7.5

7.3 

7.35

7.4 

7.5

7.55

7.7

7.7 

7.8

7.8

7.75 

7.7 

7.6

7.6

7. 7 

7. 55

7.6

7.6 

7.55

7.5

7.6

7.5

Mar.

7.55

7.5

7.45

7.4

7.45

7.6

7.65 

7.55

7.5 

7.5

7.6 

7.6

7.45 

7.55

7.75

7.8 

7.75 

7.9

8.0

7.9

7.8 

7.75

7.8

7.7 

7.8

7.9

7.9

8.55 

8.6

8.5

8.2

Apr.

7.8

7.5

7.7

7.85

8.0

8.0

7.95 

8.0

8.1 

7.95

8.05

8.2

8.15 

8.25

8.55

8.55 

8.45 

8.5

8. 65

8.8

9.2 

9.45

9.4.5

9.5 

9.55

9.95

9.85

9.55 

9.3

9 4

May.

9 4

9 6

9.2

9 1

8

QC

q o

9.5 

9.9

9.9 

10.1

10.2

10.55

10.3

10.1 

10.1 

10.1

10.1

10.4

10.7 

10.9

10 9

10.8 

10.8

10.5

9

0

June.

9.2

9.1

9 9 5

9

-\

9 15

9.3 

9.3

9.3 

9.4

9.45 

9.65

9.85 

9.95

10.3

10.35 

10.45 

10.6

10.1 

9.95

9.3 

9.1

9.0

8.45

July.

8.0

7.9

8.0

8.3

8.5

8.5 

8.7

8.6

8. .55

8.4 

8.35

8.4

8.4

8.5 

8.4

Q C

8.7

8. 55 

8.4

8.25

8.2

8.1

8.0

8.0

7.9 

7.9

8.4

Aug.

8.75

8.5

8.3

8.4

8.5

8.5

8.3 

8.3

8.3

8.2

8.2 

7.9

7.85 

7.8

7.7

7.95 

7.9 

7.6

7.7

7.6

7.6 

7.6

7.3 

7.05

7.5

7.75

7.7 

7.65

7 f\

7.55

Sept.

7.45

7.5

7.25

7.05

7.0

6.8 '

6.7 

6.7

6.55 

6.35

6.2 

5.95

"e.T

6.75

10.4 

7.85

7.45

Oct.

7.4

7.3

7.55

7.7

7.7

7.7

7.85

7.85

7.8 

7.8

7.75

7.7

7.7 

7.7

7.7

7.75 

7.9

7.8

7.8

7.8

7.85 

7.9

8.0

8.0 

8.1

8.1

8.2

8.2 

8.3

8.4

8.3

Nov.

8.3

8.4

8.5

8.4

8.5

8.4

8.4 

8.45

8.5 

8.4

8.5 

8.5

8.5 

8.5

8.5

8.5 

8.5 

8.5

8.4

8.4.5

8.4 

8.25

8.0

7.9

8.0

8.0

8.1

8.05 

8.1

8.2

Dec.

8.6

8.5

8.4

8.45

9 1

9.35 

8.85

8.6 

8.5

-8.5 

8.4

8.5

8.4

8.4

8.5 

8.4 

8.15

8.1

7.95

7.9 

8.0

8.0

8.15 

8.3

8.3

8.25

8.25

8.2

8.3

8.4

NOTE. No flow September 13 to 24 inclusive. 

Daily discharge, in second-feet, of Rio Grande near San Martial, N. Me.r.,for 1906.

Day.

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

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

3] .............

Jan.

155

155

185

"280

280

260

240

260

a285

300

405

0515

720

980

1,250

1,320

1,390

al S10

1,130

950

a 700

540

°485

525

645

a 805

755

a650

Feb.

715

a625

625

615

« 635

685

710

°795

795

875

o875

825

o7SO

710

700

« 720

630

660

670

680

a 7go

Mar.

790

760

0730

610

o690

750

630

o580

750

a 7*111

580

700

920

920

ol,030

1,110

o790

680

690

630

740

o 450

a2,200

1,470

Apr.

1,260

al,210

1 3^0

1,450

a] 450

1 380

al,430

1,380

1,530

al 730

1,690

1,770

2,400

o2,660

o Q4o

«3, 320

3 910

4.100

6,000

5,190

4,970

May.

5,380

" 4 560

« 4, 390

7 080

o 7 080

7,800

8 °30

10,340

010,450

9 7SI1

9,710

8,850

010,800

10,700

Ifl O£rt

Q 10 160

9 330

7,630

a6,380

June.

5,590

o5, 320

C Cfin

05,300

c ofin

5,430

5,520

o6,240

6,820

8 090

o8,500

8,530

7 840

7

onn

o6,200

5, 150

4 590

4,330

3 680

2

AOA

2,310

July.

ol,710

1,810

2,110

2,110

o2,580

o 450

o gqo

2 030

ol,930

2,210

2,180

o2,640

2 340

2

nen

ol,760

1,610

ol,170

1,070

1,450

Aug.

1,675

1,480

1,490

1,095

975

600

575

a 505

o420

0220

220

o!55

240

OQK

9711

210

Sept.

170

125

80

a 70

40

30

a 10

5

0

0

0

0

0

0

0

0

0

50

70

9,070

1 790

al,060

Oct.

1,110

1,380

al,380

1,410

al, 180

1,010

940

970

ol,000

1,020

o880

910

940

1,010

1,210

1 9^1

ol,390

],250

1,210

"1,070

1,250

1.430

ol,410

Nov.

1,410

1 480

olisSO

1,650

al,620

1,570

1 560

ol,550

1,450

1,510

1,470

1,450

1,380

1,360

1,250

1 240

1,110

900

900

aOOO

990

1,100

Dec.

1,480

1,420

o 1, 770

4,500

1,750

1,600

« 1,550

1,450

1,510

al,400

1,330

1,340

ol,190

960

915

0780

690

730

o685

965

0965

955

a 965

1,040

« 1, 115

aDates of measurements.
EIO GKANDE. 55

Monthly discharge of Rio Grande near San Martial, N. Mex.,for 1906.

Month.

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

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

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

Dischcarge in second-feet.

Maximum.

1,390 

875 

2,450 

6,000 

10,800 

8,530 

2,640 

1,940 

9,070 

1,430 

1,650 

4,500

10,800

Minimum.

125 

615 

520 

1,110 

4,210 

2,310 

1,070 

105 

0 

880 

720 

685

0

Mean.

594 

715 

925 

2,742 

8,143 

5,799 

1,924 

703 

429 

1,152 

1,307 

1,401

2,153

Total in 

acre-feet.

36,496 

39.689 

56,866 

163,140 

500,707 

345,064 

118,314 

43,210 

25,527 

70,830 

77, 752 

86,142

1,563,737

RIO GRANDE NEAR EL PASO, TEX.

This station was located at the pumping house of the smelter 

company, 3 miles north of El Paso, Tex. The bed of the stream at 

that point is composed of mud and is constantly shifting and 

changing. May 1, 1897, the station was placed under the charge of 

W. W Follett, consulting engineer, International (Water) Boundary Commission, and by him removed 1 mile farther up the river 

to Courchesiie's limekiln. The conditions at the station and the 

bench marks are described in Water-Supply Paper No. 174, page 49, 

where are given also references to publications that contain data for 

previous years.

Ih'scharge measurements of Rio Grande near El Paso, Tex., in 1906. 

[By W. L. Follett and .T. Smith.]

mtl Datn Area °f - section.

Sq. ft.

February 17. ............ 411

February 23........... . 327

March 5................. 274

March 11... ............. 255

March 17................ 185

March 29........ ....... 189

March 31................ 452

Gage 

height.

Feet. 

6.2 

5.95 

6.0 

6.0 

6.3 

6.3 

7.25 

7.45 

7.65 

7.05 

7.0 

7.0 

6.9 

7.0 

7.3 

7.4 

7.6 

7.3 

7.2 

7.1 

7.0 

6.9 

6.9 

6.9 

6.7 

6.8 

7.25 

7.1 

6.8 

6.6 

8.05

Discharge.

Sec.-ft. 

235 

163 

176 

177 

240 

242 

55? 

84, 

977 

559 

516 

526 

435 

496 

597 

717 

823 

634 

555 

517 

515 

427 

394 

403 

270 

280 

553 

497 

355 

237 

1,100

Date.

April 5. .................

April 11 .................

April 14.................

April 23...... ...........

April 26..... ............

April 30. ................

May 18..................

May 23.... ..............

May 29..... . ............

June 4

June 28. .................

Area of 

section.

Sq. ft. 

552 

426 

457 

396 

528 

649 

534 

690 

727 

884 

1,094 

1,076 

853 

808 

1,325 

1,245 

1,581 

1,368 

1,428 

1,460 

1,447 

1,032 

946 

998 

815 

768 

1,062 

1,161 

1,207 

821 

626

Gage 

height.

Feet. 

8.2 

7.5 

7.75 

7.5 

8.2 

8.55 

8'. 05 

8.7 

8.8 

9.5 

10.0 

9.8 

9.3 

9.55 

10.6 

11.45 

11.95 

11.55 

11.8 

12.3 

12.45 

11.25 

10.55 

10.0 

10.0 

10.25 

11.0 

11.5 

11.85 

10.95 

9.9

Discharge.

Sec.-ft. 

1,283 

752 

936 

742 

1,146 

1,468 

1,168 

1,706 

1,865 

2,855 

3,475 

3,696 

2,760 

2,-909 

4,832 

5,901 

7,329 

6,388 

7,135 

8,312 

8,140 

5,848 

4,473 

4,357 

3,701 

3,733 

4,843 

5,875 

6,500 

4,801 

3,069
56 blJRFACE WATEE SUPPLY, 1906.

Discharge measurements of Rio Grande near El Paso, Tex., in 1906 Continued.

Bate Area of Wate- section.

Sq.ft.

July6. .................. 449

July 9................... 663

July V2. ................. 827

July 18. ................. 631

July 21........ -.--.-.-.. 527

July 29.................. 308

July 31.................. 268

August 15............... 332

September 2............. 100

September 11............ 16

Gage 

height.

Feet. 

9.3

8

7C

8.65

Q n

9.4

a 7

8.85

8.8

8 s

8.1

8.0

7.9

8.6

8.6

8 fi

8.0

7.7

7.0

6.6

6.0

7.35

6.3

5.1

5.0

4.95

4.95

5.0

4.8

6.0

Discharge.

Sec.-ft. 

2,126

1,450

1,334

1,938

2,682

1,586

1,686

i p;nQ

995

678

1,513

747

504

393

°91

OC1

122

C77

160

63

37

18

19

10

8

7

Date.

October 12..---...----...

October 21...... .........

December ^6

Area of 

section.

Sq.ft. 

419

216

317

290

225

214

228

218

263

208

247

331

411

435

334

303

3Q9

349

223

221

792

338

414

282

90fi

373

290

288

351

342

height.

Feet. 

8.3

7.3

7.15

7.45

7.4

7.15

7.05

7.15

7.1

7.6

7.1

7.4

7.85

8.1

8.1

8.1

7.9

8.1

8.0

7.6

8.1

10.35

8.45

8.5

8.3

8.25

8.0

7.5

7.75

7.8

Discharge.

Sec.-ft. 

1,155

C7Q

464

650

685

542

506

528

849

493

758

1,178

1,136

1,150

1,011

1,106

1,013

545

638

999

3,899

1,507

1,565

1,106

1,212

1,166

775

598

942

812

Daily gage height, in feet, of Rio Grande near El Paso, Te.r., for 190ft.

Day.

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

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

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

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

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

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

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

9

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

11.........---.--

10

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

30; ..............

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

Jan.

6.15

6.05

6.0

5.95

5.9

6.0

6.0

6.0

6.0

6.0

6.15

6.2

6.3

6.3

6.3

6.3

7.2

7.15 

7.35

7.6

7.85

7.8

7.75

7.5

7.35

7.05

7.0

7.0

7.0

6.95

Feb.

6.9

6.95

7.0

7.0

6.95

7.0

7.05

6.95

6.95

7.3

7.25

7.4

7.4

7.55

. 7.5

7.45 

7.3

7.3

7.2

7.1

7.1

7 05

7.1

7.0

.......

Mar.

7 0

7.0

7.0

7.0

6.9

6.85

6.85

6 9

7.25

7.05

6.85

6.7

6.7

6.7

6.7

6.8

6.7

7.2 

7.3

7.25

7.3

7.15

6.95

6.8

6.8

6.7

6.6

7.5

Apr.

8.4

8.25

8.05

8.2

8.1

7.5

7.5

7.8

7.7

7.6

7.55

7.6

8.2

8.05

8.3

8.55

8.35

8.1

8.2

8.6

8.7

8.9

8.8

8.8

9.2

9.5

9.9

10.0

May.

10.0

9.8

9.8

9.65

9.45

9.3

9.35

9.3

9.5

9.95

10.35

10.55

11.0

11.4

11.7

11.9

11.95

11.65 

11.55

11.6

11.65

11.75

12.05

12.2

1° 35

12.5

19 P*

12.45

12.4

11.9

June.

11.4

10.95

10.7

10.55

10.45

10.3

10.0

9.85

9.9

9.95

10.0

10.15

10.65

10.8

10.95

11.2

11.35

11.45 

11.55

11.65

11.45

11.3

10.9

10.2

9.8

9.5

July.

9.1

8.9

8.7

8.4

8.55

8.6

8.55

8.9

9.05

9.1

9.2

9.35

9.2

8.85

8.75

8.65

8.75

8.85

9.15 

8.75

8.9

8.8

8.9

8.8

8.4

8.2

8.1

8.1

8.0

7.95

7.9

Aug.

8.0

8.2

8.7

9.35

9.8

8.7

8.4

8.1

8.25

8.6

8.55

8.05

7.95

7.9

7.7

7.4

7.15

6.9

6.65 

6.9

6.7

6.8

7.4

6.55

6.45

6.0

6.05

7.1

7.25

6.8

Sept.

6.5

6.25

6.05

5.9

5.75

5.65

5.6

5.45

5.4

5.3

5.15

5.1

5.05

5.0

5.0

4.95

4.95

4.95 

4.95

4.95

4.9

5.15

5.1

5.0

4.9

4.85

4.85

5.8

5.9

Oct.

8.45

7.6

7.3

7.3

7.15

7.1

7.3

7.4

7.45

7.5

7.5

7.4

7.4

7.3

7.15

7.2

7.15

7.05

7.0 

6.95

7.05

6.8

6.9

7.0

7.3

7.35

7.55

7.6

7.5

7.2

7.25

Nov.

7.4

7.4

7.6

7.9

7.85

7.8S

7.9

8.1

8.2

8.15

8.1

8.1

8.1

8.1

8.0

7.95

7.85

7.95

8.0 

8.1

8.1

8.05

7.9

7.95

8.0

7.8

7.6

7.4

7.5

7.8

Dec.

8.05

8.1

8.1

8.2

10.2

9.6

8.7

8.45

8.85

8.8

8.5

8.4

8.3

8.3

8.3

8.2

8.2

8.1

8.0 

8.0

7.8

7.8

7.55

7.35

7.3

7.2

7.3

7.25

7.75

7.7

7.8
BIO GRANDE. 57 

Daily discharge, in second-feet, of Rio Grande near El Paso, 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............ ..

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

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

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

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

Jan.

a 220

190

175

o!65

150

175

a 175

175

175

«175

210

220

«240

240

240

o240

240

540

730

o945

1,110

1,080

al.045

870

765

o560

525

520

o515

480

Feb.

455

o490

515

510

500

530

a470

440

565

o595

585

o715

715

715

"795

760

730

0635

630

560

o555

500

510

515

455

Mar.

485

o515

515

515

o425

385

375

o395

610

490

o370

290

2SO

o270

270

270

o280

270

520

0580

555

580

0520

425

355

o355

295

295

o235

265

o?70

Apr.

1,520

ol,340

1,170

1,280

al,210

750

750

o970

900

820

o780

800

1,150

1,060

1,260

ol, 470

1,200

ol,170

1,630

al,710

1,930

1,850

2,430

a2,850

3 or n

o3, 470

May.

3,480

3,420

3,040

o2,760

2,740

3,640

4,370

"4,740

4,830

5,330

o5,840

7,190

o7,330

o6,390

fl, KA(\

o6,990

8 080

o8,460

8,700

o8,140

8,040

7,040

June.

of,, 120

5,260

4,770

a4,470

4 CO A

4,600

3,880

3,740

«3,610

4,550

5,250

5,560

5,960

00,500

5,740

a4, 720

4 °20

3,560

o2,910

2

AAf\

o2, 210

July.

1,880

1,630

ol,390

1,040

«1,280

1,160

1,760

02.030

2,120

o2, 590

2,370

1,740

1,660

1,520

1,650

1,600

1,720

1,250

ol,060

1,060

o990

830

o680

Aug.

775

960

01,430

2.400

3,080

ol,610

1,390

1,200

ol,230

1,440

1,380

o805

665

o505

455

415

245

340

280

530

o240

220

165

o!20

130

o545

410

Sept.

260

ol50

115

90

o65

55

50

40

35

30

o20

20

25

o20

20

15

olO

' 10

10

a 10

10

10

20

ol5

10

10

a 15

-15

125

o!40

Oct.

al,245

755

o580

580

o435

555

620

0650

700

720

0685

685

630

o540

540

495

485

0505

425

460

490

655

690

o820

850

«565

585

Nov.

760

o?60

950

1,220

ol ISO

1,100

1,060

ol, 140

1,250

1,250

al,240

1,210

1,180

ol,150

1,080

1,040

970

1,060

1,110

ol, 110

1,060

960

o980

970

760

o550

470

o550

760

Dec.

960

01,000

1,000

1,080

o3,670

2,770

1,740

ol,510

2,070

1,990

ol,560

1,380

1,200

ol,110

1,150

1,120

ol, 170

1,110

«1, 170

1,010

930

o810

685

655

o600

660

630

o940

815

810

o Dates of measurements. 

Monthly discharge of Rio Grande near El Paso, Tex.,for 1906.

Month.

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

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

June ............................................

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

December ......................................

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

Discharge in second-feet.

Maximum.

1,110 

795 

770 

3,470 

8,700 

6,500 

2,590 

3,080 

260 

850 

1,250 

3,670

8,700

Minimum.

150 

440 

235 

750 

2,520 

2,210 

680 

120 

10 

425 

470 

600

10

Mean.

439

571 

412 

1,480 

5,676 

4,548 

1,571 

799 

47 

621 

997 

1,240

1,533

Total in 

acre-feet.

26,995 

31,686 

25,309 

88,046 

348,992 

270,625 

96,575 

49,150 

2,817 

38,192 

59,326 

76,255

1,113,968

BIO GRANDE ABOVE PRESIDIO, TEX.

This station was established April 4, 1900, by the International 

(Water) Boundary Commission. It was 9 miles above Presidio and 

above the mouth of Rio Conchos, one of the principal tributaries of 

the Rio Grande, and about 200 miles below El Paso. The station 

was in a straight stretch of the river, but in the bight of a long bend. 

In 1903 the river began to erode a cut-off across this bend, and the 

spring flood of 1905 deepened this channel to such an extent that
58 SURFACE WATER SUPPLY, 1906.

more water passed through it than through the station, and it became 

necessary to abandon the location. In September, 1905, the station 

was moved 8 miles farther upstream and rebuilt. Its location is far 

enough above the mouth of Rio Conchos to be free from the effects 

of backwater from that stream. The conditions at the station and 

the bench marks are described in Water-Supply Paper No. 174, page 

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

for previous years.

Discharge measurements of Rio Grande above Presidio, Tex., in 1906. 

[By James P. Hague and F. X. Dougherty.]

Date.

v

Aprils.....-...-....--..

April 15.................

April 24.................

May 6 ...................

May IS... ...............

May 21 ....... ..........

May 24..................

May 30........ ..........

June 26..................

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

JulyS...................

Area of 

section.

Sq. ft.

' 171

165

129

130

124

163 225

241

237

229

230

196

187

176

172

155

152

163

171

171

255

238

210

256

302

296

337

432

848

549

521

840

972

1,263

1,298

1,320

1,357

1,613

1,183

864 766*

698

767

811

968

1,262

854

585

526

367

Gage 

height.

Feet. 

3.9

3.8

3.6

3.4

3. 35

3.3

4.3

4.2

4.1

4.1

4.2

4.3

4.2

4.15

4.3

4.1

4.1

3.95

3.9

3.8

3.7

3.8

3.9

3.9

4.4

4.2

4.1

4.2

4.5

4.5

4.8

5.1

6.2

6.1

5.7

5.6

6.3

7.2

7.3

7.4

7.75

7.3

6.5

6.2

6.1

6.25

6.65

7.2

7.5

6.05

5.5

4.6

Discharge.

Sec. -ft. 

423

398

286

236

223

206

597

505

437

426

530

586

504

510 , 434

437

338

321

280

239

278

347

269

583

(585

484

480

557

738

779

1,047

1,278

2,676

2,051

1,908

3,045

3,675

4,978

5,105

5,688

5,946

7,294

5,854

3,994

3,203

2,935

3,380

3,722

4,998

6,334

4,178

2,248

1,734

878

Date.

July 11..................

July 14..................

July 17..................

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

July 23..................

July 29..................

August 31 ...... . . . .

September 15 ............

September 21. ...........

October 9........ ........

October 15......... ......

October 18. ...>........._.

October 21...............

October 24.. .............

Oc'tober 27........ .......

October 30..... ..........

Area of 

section.

Sq.ft. 

324

387

367

395

327

301

287

265

277

395

470

377

350

205

168

265

410

224

158

138

112

95

91

81

118

94

64

55

53

38

134

112

175

151

136

154

139

118

199

157

178

251

329

262

238

260

272

237

204

337

382

437

392

346

308

301

260

223

Gage 

heigLt.

Feet. 

4.5

5.1

4.9

5.1

4.6

4.35

4.3

4.3

4.4

5.2

5.4

5.0

4.6

4.2

3.9

4.35

4.9

3.8

3.7

3.6

3.3

3.1

3.0

2.9

3.3

3.0

2.8

2.6

2.6

2.4

3.65

3.5

4.0

3.7

3.C

3.6

3.5

3.5

3.9

0.8

3.9

4.3

4.6

4.4

4.3

4.35

4.4

4.3

3.9

4.5

4.6

5.3

5.0

4.8

4.7

4.3

Discharge.

Sec. -ft 

718

1,169

995

1,136

850

695

651

616

645

1,213

1,527

943

827

441

348

639

1,178

411

337

296

201

143

. 123

86

186

126

75

56

59

36

317

241

428

364

327

322

291

287

528

408

487

680

1,002

812

692

724

780

671

464

965

1,103

1,431

1,057

863

547
BIO GRANDE. 59

Daily gage height, in feet, of Rio Grande above Presidio, Tex.,for 1906.

Day.

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

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

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

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

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

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

9

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

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

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

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

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

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

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

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

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

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

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

99

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

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

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

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

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

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

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

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

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

Jan.

4.0

4.0

3.95

3.85

3.8

3.8

3.8

3.8

3.7

3.65

3.6

3.55

3.5

3.45

3.4

3.45

3.35

3.35

3.4

3.35

3.35

3.45

3.5

3.7

3.8

3.9

4.1

4.3

4.45

4.45

Feb.

4.55

4.3

4.2

4.15

4.15

4.15

4.05

4.1

4.15

4.2

4.15

4.25

4.25

4.25

4.2

4.3

4.3

4.3

4.2

4.2

4.15

4.15

4.3

4,3

4.25

4.25

4.2

4.15

Mar.

4.1

4.2

4.15

4.15

4.1

4.1

4.15

4.05

4.1

4.1

4.05

3.95

3.95

3.95

3.95

3.95

3.9

3.9

3.9

3.85

3.8

3.75

3.7

3.7

3.7

3.75

3.8

3.8

3.95

3.95

Apr.

3.85

3.9

3.85

3.85

3.8

4.25

4.5

4.5

4.4

4.35

4.35

4.25

4.25

4.15

4 05

4.1

4.1

4.2

4.45

4.45

' 4.5

4.7

4.6

4.5

4.45

4.55

4.85

5,15

5.15

5.1

May.

5.4

5.8

6.15

6.2

6.15

6.1

6.0

5.9

5.75

5.6

5.6

5.6

5.8

6.1

6.4

6.55

6.75

6.95

7.15

7.3

7.3

7.2

7.2

7.2

7.25

7.45

7.45

7.4

7.35

June.

7.65

7.7

7.8

.7.6

7.25

7.1

6.8

6.5

6.35

6.25

6.2

6.2

6.15

6.15

6.25

6.25

6.4

6.6

6.65

6.75

6.95

7.15

7.35

7.4

7.5

7.55

7.25

7.05

July.

6.3

6.05

6.7

5.65

6.05

6.35

5.6

4.6

4.5

4.55

6.25

5.35

5.2

4.95

4.95

5.65

5.2

5.2

5.0

4.95

4.65

4.5

4.3

4.35

4.15

4.4

4.35

4.3

Aug.

4.3

4.25

4.35

4.4

5.9

4.7

5.3

5.8

5.8

5.55

5.5

5.0

5.25

5.15

4.95

4.55

4.55

4.45

4.3

4.2

4.0

3.85

3.95

3.9

4.2

4.1

6.4

4.65

4.15

4.1

3.8

Sept.

3.75

4.5

3.85

4.05

3.65

3.6

3.45

3.45

3.35

3.25

3.2

3.15

3.1

3.1

3.0

3.3

3.0

2.9

2.95

3.15

3.2

3.1

3.0

3.0

3.2

2.9

2.8

2.75

2.65

Oct.

2.6

2.6

2.6

2.55

2.5

2.45

2.4

3.6

 3.65

3.5

3.4

3.5

3.65

3.7

4.0

3.8

3.7

3.7

3.6

3.6

3.55

3.55

3.65

3.6

3.5

3.5

3.55

3.5

3.55

3.5

3.45

Nov

3.8

3.85

3.9

3.8

3.8

3.8

3.8

4.05

4.3

4.3

4.3

4.3£

4.55

4.6

4.5

4.4

4.3£

4.2£

4.2£

4.41

4.3,

4.3,

4.3,

4.5

4.4,

4.4,

4.4

4.3,

4.3,

4.3

>

Pec.

4.1

3.95

3.8

' 3.85

4.35

4.5

4.55

4.55

6.0

578

5.35

5.45

5.6

5.35

5.35

5.2

5.05

4.9

4.8

4.8

4.8

4.8

4.7

4.75

4.6

4.55

4.5

4.4

4.35

4.3

4.25

Daily discharge, in second-feet, of Rio Grande above Presidio, Tex-., for 1906.

Day.

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

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

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

5

6. .

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

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

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

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

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

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

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

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

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

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

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

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

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

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

22

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

24

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

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

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

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

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

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

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

Jan.

480

470

o445

410

400

380

330

« 305

270

260

0245

235

245

«225

225

240

« 225

225

260

275

« 345

385

-430

515

« 595

660

700

a 660

Feb.

715

565

505

470

a 4g5

425

a, 450

490

480

540

a 555

530

CQC

585

"540

555

530

a 490

490

470

dv\

Mar.

475

455

a 455

435

435

ARR

435

355

OCA

345

320

320

300

a 260

240

9lYl

280

a280

3d*

qcc

Apr.

300

295

250

ORA

230

785

7CK,

635

a 535

4QC

440

480

480

705

705

a 740

OKA

a 780

74ft

09 e

1 Q^n

1 1'~*n

«1 °80 '

May.

1 660

2^170

o (^4o

at) 1QO

2,310

2 O90

1,910

1,910

«1 "10

2,720

fjO 1OA

3 200

3 440 i7Q cin

4 OCA

a4 ggo

5,280

5,320

5 320

5,560

June.

7,070

«7,280

7 680

6

QCA

«5,730

5,400

4,700

"4 000

3,610

3 340

3 200

3 O7O

S

oon

a3,3SO

a

o OCA

3,510

«q 700

3 950

5,590

5,890

OQ 330

6,310

c 940

3,410

July.

o 7go

1 860

2,880

1,780

a Sftft

770

790

o grjo

1 420

«1,270

1,130

1 040

*1,040

1 740

1 °50

i nsft

1,050

oon

790

665

520

74ft

665

635

Aug.

630

2,190

860

«1,370

2 1 Xfi

2,150

1,670

Q4ft

al 190

1,090

QOK

a 77 5

775

680

44ft

qoft

oon

350

«540

580

3

CQA

«1,000

650

Sept.

07 K

"30

«450

325

0295

250

a 215

1SFL

170

145

145

115

QC

145

a 160

145

loc

a 125

100

a 75

70

65

Oct.

60

«60

50

45

or

one

«315

9gQ

220

9QK

qi c

a 430

OOP;

Q9K

310

340

 TQO

290

a 305

°90

n 9GK

97ft

Nov.

470

a500

520

420

«410

410

410

560

680

680

950

1 000

810

7CA

630

630

a 840

74ft

730

720

a 870

820

820

a 780

720

720

a 670

Dec.

570

490

410

450

«850

965

1,035

al,035

2,500

2,190

«1, 530

1,610

1,750

«1 480

1.460

1,280

ol, 110

980

905

"90S

905

865

905

780

a 735

620

«585

545

Dates of meter measurements.
60 SURFACE WATER SUPPLY, 1906.

Monthly discharge of Rio Grande above Presidio, Tex..for 1906.

Month.

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

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

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

Discharge in second-feet.

Maximum.

700 

715 

475 

1,320 

6,080 

7,680 

3,550 

3,580 

930 

430 

1,000 

2,500

7,680

Minimum.

225 

405 

240 

230 

1,660 

3,070 

520 

335 

60 

35 

410 

410

Mean.

371 

516 

355 

673 

3,701 

4,657 

1,353 

994 

210 

251 

686 

1,018

35 1,232

Total in 

acre-leet.

22,840 

28,671 

21,828 

40,046 

227,564 

277,091 

83, 197 

61, 111 

12, 516 

15,461 

40,800 

62,588

893, 713

RIO GRANDE BELOW PRESIDIO, TEX.

This station was established April 8, 1900, by the International 

(Water) Boundary Commission. It is 6 miles below Presidio, and is 

also below the mouth of Rio Conchos, and about 215 miles below El 

Paso. It is at the west end of the canyon section of the Rio Grande. 

The discharge at this station minus the discharge at the station above 

Presidio, Tex., is the discharge of Rio Conchos, except at rare intervals, when some rain water enters the Rio Grande from the north. 

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

Water-Supply Paper No. 174, page 58, where are given also references 

to publications that contain data for previous years.

Discharge measurements of Rio Grande below Presidio, Tex., in 1906. 

[By James P. Hague and F. X. Dougherty.]

Date.

January 9...............

January 16..............

January 26..............

February 2. .............

February 8. .............

February 11 .............

February 20. ............

February 23. ............

March 3. ................

March 10. ...............

March 14. ...............

March 17. ...............

March 20..... ...........

March 23. ...............

March 26. ...............

March 29. ...............

Aprill. .................

April 4. .................

April?..................

Area of 

section.

Sq.ft. 

1,116

1,033

378

964

873

849

813

783

839

775

881

951

1,118

1,021

1,118

1,215

1,261

1,065

942

915

756

739

648

607

581

600

572

499

715

Gage 

height.

Feet. 

7.75

7.45

7.3

7.3

7.0

7.0

6.9

6.8

7.1

6.9

7.85

8.4

8.9

8.55

9.0

8.9

8.75

7.8

7.6

7.3

7.0

7.0

6.6

6.35

6.3

6.35

7.0

Discharge.

Sec.-ft. 

2,730

2,225

1,838

1,800

1,580

1,583

1,436

1,326

1,580

1,410

2,845

4,423

5,750

4,760

5,834

5,776

2,904

2,274

1,984

1,611

1,647

1,207

842

899

77Q

635

1,169

Date.

April 13......... ........

April 16.................

April 19. ................

April 22.................

April 28. ................

May 1. ........... .......

May 4. .................

May7...................

May 13..................

May 16..................

May 19..................

May 22..................

May 25..................

May 28..................

May 31. .................

June 24. .................

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

Area of 

section.

Sq.ft. 

655

613

576

654

720

652

770

850

966

843

781

898

1,045

1,213

1,130

1,145

1,134

1,227

1,270

1,093

872

782

770

CCyt

922

987

1,083

864

Gage 

height.

Feet. 

6.6

6.4

6.2

6.7

7.0

7.2

7.45

S 9

8.2

8.25

8.4

 8.7

9.0

9.2

9.35

9.5

9 7

Q **

8.8

8.6

8.6

Q A

9 1 "

9

K

9 7

9

K

9.05

Discharge.

Sec.-ft. 

1,042

940

774

1,006

1,223

1/032

1,572

1,867

2,725

2,792

2,205

3,026

3,657

4,367

4,759

5,039

5,802

6,339

5,415

4,084

3,491

3,417

4,248

4,668

5,189

5,716

5,235

4.505
BIO GRANDE. 61

Discharge measurements of Rio Grande below Presidio, Tex., in 1906 Continued.

Date.

July 6...................

July 9...................

July 12........... ........

July 15...................

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

July 21..................

July 24..................

July 27.......... .........

Area of 

section.

Sq.ft. 

1,162

1,676

1,415

1,527

2,975

2,585

2,787

2,872

1 QQ9

2,439

2,737

3,150

2,874

2,325

2,436

2,286

2,381

2,706

4,833

2,598

2,502

2,274

1,980

1,815

1,740

1,800

1,580

1,652

1,783

1,490

Gage 

height.

Feet. 

10.1

11.0

9 9

10.45

13.45

11.9

12.85

10 4

11.55

13.15

13.4

1° 95

11.2

11.4

10 9

13.3

12 5

11.9

10.25

9.4

9 0

8.6

8.8

8.25

8.75

8.5

Discharge.

Sec.-ft. 

6,491

9

QO1

7,872

8,892

17,568

16,802

10,849

16,023

18,709

16,828

13,372

13,663

1° 700

16,000

a25,887

14, 489

7,441

4,720

5,861

5,079

5,646

4,428

Date.

October 16. ..............

October 26... ............

November 9

Area of 

section.

Sq.ft. 

1,303

1,198

1,515

1,186

1,203

1,180

1,107

1,150

1,151

1,150

1,138

1,135

1,127

1,164

1,151

1,118

1,119

1,167

1,097

1,098

962

1,062

1,092

1,062

1,012

977

958

934

852

800

hs.

Feet. 

8.1

7.65

8.6

7.6

7.6

7.6

7.4

7.5

7.5

7.45

7.5

7.5

7.5

7.6

7.7

7.55

7.6

7.65

7.6

7.6

7.4

7.6

8.2

7.95

7.9

7.8

7.7

7.7

7.6

7.5

Discharge.

Sec.-ft. 

2,719

2,337

4,604

' 1,694

1,643

1,711

1,300

1,283

1,284

1,252

1,317

1,329

1,303

1,596

1,680

1,434

1,477

1,598

1,483

1,485

1,147

1,448

2,578

2,279

2,094

1,889

1,789

1,724

1,347

1,171

«Includes overflow section.

Daily gage height, in feet, of Rio Grande below Presidio, 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...............

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

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

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

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

Jan.

8.0

7.8 

7.65

7.6

7.4

7.4

7.4

7.3

7.3

7.3

7 1

7.25

7.15

7 05

7.0

7.0

7.0

7.0

7.0

7.0

6.95

6.9

6.9

6.8

6.8

6.85

7.05

7.2 

7.05

7.05

Feb.

7.3

6.9 

6.85

7.35

7.85

 8.15

8.4

8.45

8.7

9

0

9.05

9 05

8.85

8.6

8.55

8.75

9.0

9.05

8.8

8.9

9.45

9.15

8.8

8.85 

8.65

8.45

8.25 '8.1

.......

Mar.

8.0

7.9 

7.8

7.85

7.75

7.7

7.6

7.45

7.35

7.2 7.-1

7.1

7.0

7.0

6 95

6.95

6.75

6.65

6.55

6.5

6.45

6.35

6.3 

3.3

6.3-

6.3

6.35

6.35 

6.3

6.25

Apr.

6.2

6.15

6.05

7.45

7.2

6 95

6.85

6.45

6.4

6.45

6.45

6

«>c

6.4

6.7

6.75

6.7

7.0

7.0

6.85 

6.75

6.75

7.1

7.25

7.35 

7.25

May.

7.45

7.8 

8.15

8.75

9.25

8.55

8.15

8.05

7.85

7.8

8.25

8.3

8.4

8.45

8.45

8.75

8 9

9 1

9 1

9 1

9.2 

9.25

9 4

9.4

9 35

9.5 

9.5

9.5

June.

» 

9 6

9.55 

9 6

9 6

9.45

9.2

8.95

8.85

8.8

8.8

8.7

8.6

8.55

8.55

8.6

8.6

9 1

9 05

9.05

9 °

Q it;

9.25

9.45

9.5 

9.55

9 75

9.75

9 7

9.55 

9.45

July.

9.35

9.25 

9.35

9.1

9.45

10.0

8.45

11.45

11.4

11.05

10.3

9 9

10.55

10.6

12.4

13.0

12.55

12.9

11 95

12.8

13.05 

13.9

14.25

12.95

10.85

10.5 

10.4

10.55

Aug.

10.65

11.55 

11.55

11.9

13.5

14.2

13.65

15.15

14.4

13.35

13.75

12.5

14.3

13.65

11.5

11.7

11.5

11.05

11.4

11.75

12.4 

12.9

14.15

16.4

16.5

14.9 

14.4

13.85

Sept.

12.7

13.05 

12.55

11.85

11.55

11.4

10.75

9.95

9.6

9.4

9.35

9.2

9.15

9.05

8.85

8.6

9.0

9.2

9.55

9.3

8.45

8.25

9.15

9.25 

8.95

8.85

8.45

8.85

8.5 

8.75

Oct.

8.5

8.2 

8.2

8.15

8.0

7.9

7.7

7.7

8.05

8.65

8.0

7.6

7.6

7.8

7.85

7.7

7.75

7,65

7.6

7.6

7.6

7.5

7.55

7.5 

7.5

7.5

7.5

7.45

7.45 

7.5

7.45

Nov.

7.45

7.45 

7.45

7.4

7.45

7.5

7.5

7.5

7.55

7.6

7.6

7.6

7.7

7.7

7.7

7.65

7.6

7.55

7.6

7.6

7.6

7.6

7.6

7.65 

7.65

7.6

7.6

7.6

7.6 

7.6

Dec.

7.55

7.5 

7.45

7.4

7.55

7.6

7.7

7.65

8.15

8.15

8.0

7.95

8.0

8.0

7.95

7.95

7.85

7.8

7.8

7.8

7.75

7.7

7.7

7.7 

7.7

7.65

7.6

7.55

7.5 

7.5

7.5
(52 SURFACE WATER SUPPLY, 1906.

Daily discharge, in second-feet, of Rio Grande below Presidio, Tex.,Jor 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............

Jan.

3,450

"2,890

2,560

2,470

2,100

2,080

2,060

al,840

1,830

1,820

1,810

1 690

al 580

1 con

1,580

ol,580

1,580

1,580

al,520

1,440

1 OOrt

al,330

1 540

1,540

Feb.

2,010

ol,410

1,340

2,090

2,850

3,710

4,420

a4 550

5,210

6,790

06, 140

6,140

5,610

a4 goo

4,760

5,240

o5,830

nC JCX)

7 ion

"5,290

4 oon

4,380

S oftn

3,470

Mar.

3,280

3,090

2,900

2,900

2,670

2,510

o2,270

2,120

2,020

a\ 920

1,860

1,740

1,730

al,610

1,620

1,580

1 °60

ol.lSO

1,090

890

840

840

QAf)

900

o900

860

Apr.

«780

745

710

»670

670

1,620

ol,370

1,155

1,125

940

a. 970

970

970

a 810

865

i ftjn

1,005

al,220

1 920

al,060

1 460

1 7°0

May.

ol,870

2,270

2,670

o2, 820

3,850

4,870

a3,490

2,630

2,370

1,920

1,880

3,120

3

QQft

«3,660

3

77ft

o4,490

4 7^n

a5,010

4 QQO.

5,120

o5,180

5,710

5,830

6,280

6,310

o(i,340

June.

6,590

6,460

o6,590

6,480

5,950

o5,150

4 4go

4,220

o4,080

4,080

3,780

a3,490

3,340

3,320

a3,420

3,420

o4,350

4,430

4,870

o4,800

4,880

5,230

o5,190

5,320

5,850

5,720

5,120

July.

4,970

4,810

o4,970

4,600

5,260

o6,300

3,520

oll.OOO

alO.880

10,010

8,610

a 7, 870

9,080

8,800

o9,320

14,530

16,260

a!6,980

15, 770

16, 470

al4,570

15, 770

ol6,210

20,400

al7,100

11,090

alO,850

11,210

Aug.

11, 480

13,920

13,020

H, 170

a!5,870

17,970

21,340

al9,700

26,980

23,230

ol8,500

20,030

16, 770

ol3,370

22, 670

20,650

al3,970

14,570

14,100

ol3,170

12,900

13,350

a!3,810

14,730

15, 440

o!8, 550

36,700

a26,240-

23,190

20,440

Sept.

a!6,080

"17,310

16,080

a!4, 410

13,950

13,720

ol2, 730

10,420

8,740

a 7, 440

7,320

6,940

6,820

a 6, 570

5,800

a 4, 720

6,080

6,760

a8,010

7,060

3,830

a3,070

6,090

0, 470

o5,630

5,520

4,460

4,750

5,500

Oct.

o4, 430

3,150

3,150

'2,930

2,630

2,550

a2,380

2,460

3,290

o4,720

2,860

1,690

ol,690

2,180

2,280

ol,890

2,040

1,810

ol,710

1,710

1,710

ol,500

1,550

1,390

1,340

al,280

1,280

1,250

1,280

fll,250

Nov.

1,250

1,250

al,250

1,180

1,250

1,320

ol,330

1,320

al,380

1,500

1,550

al,600

1,686

1,680

ol,680

1,590

1,510

ol, 430

1,480

1,480

ol,480

1,490

1,510

al,600

1,590

1,500

1,490

al,480

1,480

ol,490

Dec.

1,400

1,310

ol,230

1,150

1,370

ol,450

1,640

1,540

o2, 480

2,520

2,340

02,280

2,310

2,270

o2,160

2,140

1 980

al,890

1,890

1,890

ol,840

1,770

1,740

al,720

1,640

1,490

al,350

1,260

1,180

al,170

1,170

a Dates of measurements.

Monthly discharge of Bio Grande below Presidio, Tex.,for 1906.

Month.

January... 

February.. 

March..'... 

April......

May.......

June.......

July.......

August....

September. 

October... 

November. 

December..

The year.

Discharge in second-feet.

Maximum.

3,450

6,790

3,280

1,720

6,340

6,590

20,400

37,400

17,310

4,720

1,680

2,520

37,400

Minimum.

1,330

1,340

820

670

1,880

3,320

3,520

11,480

3,070

1,250

1,180

1,150

670

Mean.

1,819

4,681

1,646

1,085

4,009

4,872

11,349

18,620

8,269

2,149

1,461

1,728

5,141

Total in

acre-feet.

111,868

259,954

101,217

64,562

246, 526

289,884

697,845

1,144,919

492,059

132,159

86,916

106,255

3,734,164

RIO GRANDE NEAR LANGTRY, TEX.

This station was established in April, 1900, by the International 

(Water) Boundary Commission. It is located one-half mile south of 

Langtry station, on the Southern Pacific Railroad, and is about 440 

miles below El Paso, Tex., at the east end of the canyon section of the 

Rio Grande, and a short distance to the west of the mouth of Pecos 

River, one of the principal tributaries of the Rio Grande. The con-
EIO GKANDE. 63

ditions at the station and the bench marks are described in WaterSupply Paper No. 174, page 63, where are given also references to 

publications that contain data for previous years.

Discharge measurements of Rio Grande near Langtry, Tex., in 1906. 

[ByE. E. Winter.]

Date.

February 22.............

March?.................

March 12................

March 16............ ....

March 21... .............

March 25. ...............

March 28. ...............

April?..................

April 11.................

April 15.................

April 19.................

April 23.................

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

May?.. .................

May 10..................

May 14..................

May 19..................

May 23.. ................

May 28..................

June 20..................

June 28..................

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

July9... ................

Area of 

section.

8q. ft.

847

771

714

669

621

600

574

664

650

1,085

1,098

1,368

1,269

987

896

757

672

605

580

556

565

629

573

588

585

593

646

815

801

828

985

1,045

1,110

1,270

1,237

1,055

916

920

1,057

1,083

1,077

1,302

Gage 

height.

Feet. 

2.1

1.8

1.6

1.4

1.2

1.2

1.1

1.3

1.3

o 9

2.9

3.9

3.3

2.6

2.0

1.6

1.3

1.0

0.9

0.8

0.7

1.1

 0.7

0.75

0.7

1.2

1.95

1.9

1.9

o 7

2.85

 ? 1

3.4

3.4

2.9

2.4

2.3 9 7

3.0

2.9

3.95

Discharge.

Sec.-ft. 

2,804

2,406 9 09-3

2,031

1,614

1,580

1,489

1,817

1,766

3,867

6,053

4 911

3,299

2,855

2,185

1,843

1,473

1,410

1,301

1,356

1,619

1,311

1,335

1,242

1 488

1,746

2,851

2,771

2,839

3,440

4,110

6,130

6,016

2,991

2,952

3,474

3,875

3,731

4,788

Date.

July 11..... .............

July 14..................

July 17..... .............

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

November 10

December ^

December 14

Area of 

section.

Sq. ft. 

1,732

1,454

1,376

2,703

2,571

3,780

1,728

3,821

5,386

3,463

2,515

1,742

2,767

4,625

3,266

2,098

1,427

1,151

1,061

1,088

1,091

1,190

1,123

901

846

903

830

744

703

776

759

747

747

818

800

810

863

838

797

965

918

855

Gage 

height.

Feet. 

5.65

4.8

4.65

9.0

8.55

12.3

5.1

12.7

16.5

11.5

as

5.45

9.3

15.35

10.45

7.0

4.7 a5

3.0

3.0

3.1

3.1

3.0

2.3 9 4

2.0

1.9

1.85

1.7

1.7

1.7

1.7

1.9

1.85

1.95

1.9

1.8

1.75

2.3

2.3

1.9

Discharge.

Sec.-ft. 

8,253

6,406

5,876

17,815

17,200

29,261

8,362

29,087

43, 637

25, 516

16,640

9,722

18, 726

35,002

22,588

11,790

6,683

4,771

3,783

3,807

4,246

4,107

3,949

2,772

2,608

2,454

2,191

2,015

1,907

1,862

1,837

1,849

2,193

2,111

2,169

2,029

1,860

2,757

2,592

2,240

Daily gage height, in feet, of Rio Grande near Langtry, T ex., for 1906.

Day.

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

9

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

2.5

2.3

2.2

2.15

2.05

2.0 

1 95

1.9

1.8

1.65

1.6

1.6

1.6

1.55

1.4

1.4

1.4

1.3

1.25

Feb.

1.3

1.3

1.3

1.3

1.3

1.3 

1.3

1.3

1.5

1.55

2.0

2. 85

3.1

3 4

3.5

3.15

2.9

2.9

3.1

3.7

Mar.

2.a5

9 9

2.05 

2.0

1.9

1.9

1.8

1.7

1.55

1 4

1.35 1 ?

1.3

1.25

1.1

1.1

1.1

Apr.

0.65

0.65

0 7

0.7

0.7 

0.7

0.7

0.7

0.85

0.7

0.7

0.7

0.75

0

7K

0.7

May.

1.3

1.4

1.9

1.75

1.9

1.9

1 Q

1 9

1.9

1 Q

1 9

1.9

2.75

2.8

2.75

June.

3

0

3 A

3.65

3

K

3.45

3

0

q IK

O Q

O QK

o K£

2.4

2.35

2.3

2.2

2.3

July.

9 §5

2

K

2.35

2.65

2 a

3.0

3.85

C 7K

5.65

5.4

5.45

t; Q

4.8

8

OE

9.0

Aug.

5.1

6.2

7.7

8.55 in Q^

12.8

14.3

15.45

17.25

14.8

11.5

9 3

8.3

7.35

6.4

5.6

Sept.

13.3

11.6

10.25

9.15

8.5

7.4 

7.0

6.5

6.1

t; Qt;

4.6

4.4

4.0

O Qc

3.75

3.6 1 t;

3.25

3

1

3.0

Oct.

3.1

3.25

3.15

2.95 

2.85

2.7

2.4

2.3

2.3

2.3

2.3

2.4

2.4

2.35

2.2

2.15

Nov.

1.7

1.7

1.7

1.7

1.7 

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.8

1 9

1 9

1.9

Dec.

9 9

1.9

1 9

1.9

1.8

1.8 

1.75

1.75

1,7

1 7^

1.95

2.5

2

0

2.3

2.3

2.3

2.1
64 ' SITEFACE WATBE SUPPLY, 1906.

Daily gage height, in feet, of Rio Grande near Langtry, Tex.,for 1906 Continued.

Day.

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

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

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

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

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

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

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

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

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

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

01

Jan.

1.25

1.2

1.2

1.2

1.2

1.2

1.1

1.1

1.1

1.1

Feb.

3.9

3.9

3.9

3.75

3.55

3.15

2.9

2.8

Mar.

1.05

1.0

1.0

1.0

0.9

0.8

0.8

0.8

0.7

0.7

0.7

Apr.

0.7

0.7

0.7

0.75

0.8

0.8

0.95

0.95

1.5

2.65

May.

2.55

2.7

2.85

2.85

2.9

3.0

3.0

3.15

3.2

3.2

June.

2.4

2.55

2.7

2.95

2.75

2.8

2.9

3.0

3.5

3.2

July.

9.1

9.2

8.6

8.35

8.6

8.7

9.2

10.7

10.7

7.5

Aug.

5.4

5.55

7.25

9.45

9.3

9.9

10.6

11.8

12.35

15.15

Sept.

3.0

3.0

3.1

3.1

3.0

3.2

3.35

3.25

3.1

3.1

Oct.

2.1

2.0

1.95

1.9

1.9

1.9

1.85

1.85

1.75

1.7

1.7

Nov.

1.9

1.85

1.85

1.9

1.9

1.9

1.95

1.95

2.0

1.95

Dec.

2.0

2.0

1.95

1.9

1.9

1.9

1.9

1.9

1.9

1.8

1.75

Daily discharge, in second-feet, of Rio Grande near Langtry, Tex.,for 1906.

Day.

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

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

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

6.. '..........

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

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

g

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

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

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

10

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

3,700

3,030

2,920

"2,740

2,670

2,600

2,540

o2,410

2,310

2,270

2,220

2,170

2,030

"2,030

1,980

1,840

1,750

"1,610

1,600

1,590

ol,580

1,580

1,490

1,490

ol,490

1,490

1,580

Feb.

1,750

1,820

1,810

1,800

1,790

1,780

1,770

1,770

2 ogo

2,160

4,200

5,280

5,480

4,540

3,870

3,870

4,300

5,620

6,050

6,050

5,760

5,380

4,640

4,190

4,010

Mar.

3,650

o3,300

3,260

3,110

3,000

2,890

"2,850

2,680

"2, 130

1 960

1,900

1,840

a\ 840

1,780

1,600

1,470

1,470

1,300

1 300

al,300

1,200

1,200

1,200

Apr.

1,180

1,200

1,270

1,300

1,320

1,340

ol,360

1,360

1,360

2,160

1,430

1,350

1,310

ol,310

1,310

1,340

1,300

1 °80

1 °60

1,290

1,340

1 490

2,100

May.

1,750

2,040

2,550

2,780

2,550

a2,850

2,770

2,770

o2, 770

9 790

2,800

2 con

2,840

9 88Q

2,990

3,480

3,630

3,710

4,040

4,200

"4,390

4 740

4,970

5,320

June.

5,670

"6, 130

6,730

10,570

6,260

6,140

"5,820

5,150

4,210

3,470

S

oon

2,970

9 950

2,930

9 910

3 080

3 97ft

3,730

3 G7rt

5,070

4,350

July.

3,670

3,430

3,250

3,070

2,900

3,390

3,330

3,760

04 680

4,570

8,250

7,710

a 7 8°0

7,500

5,100

13,410

"17,810

18 °60

18! 700

17,050

16,450

"17, 350

17,650

94 040

"24,040

11,800

Aug.

9,100

o8,260

8,360

11,360

15,460

17, 770

24, 310

o29, 360

35, 220

39,620

57,890

"46,640

37,470

"°5 540

19^410

"16,640

14, 330

12,020

10 080

"9 600

9 960

13,930

19,080

o!8, 730

°0 340

22, 220

^5 450

26 930

"34 460

Sept.

29,680

25,450

"21,960

18,520

16, 480

13,040

oil, 790

10,680

9,790

8,130

"6,520

6,200

5,480

5.160

4 900

« 4, 770

4,280

3,980

a3,780

4,010

4 040

a 3^910

A OQH

A CQA

a 4, 490

4 250

Oct.

4,180

"4,400

5,000

4,240

4,040

"3,850

3,650

3,360

3,070

«2, 770

2,770

2,610

2,610

"2, 610

2,660

2,560

"2,380

"2, 190

2,100

2,020

09 010

2,010

1,920

al,910

1 QAA

1,800

Nov.

1,830

ol, 860

1,860

1,850

1,850

1,840

"1, 840

1,840

1,850

"1,850

1,850

1,850

1,850

ol,850

1,850

2,190

2 190

2 1 ^rt

9 \<>Q

2 080

"2, 100

2,180

2

1AA

Dec.

2,600

2,170

2,170

2,170

2,030

"2,030

1,930

1,910

1,810

"1,860

2,190

3,080

2,840

"2, 760

2,700

2

CKA

2,590

*> ^n

2

qoA

2.330

2 930

2,240

2 9dft

2 240

2,240

o2,240

" Dates of measurements. 

Monthly discharge of Rio Grande near Langtry, Tex., for 1906.

Month.

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

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

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

Discharge in second-ieet.

Maximum.

3,700 

6,050 

3,650 

3,350 

5,320 

10,570 

24,040 

57,890 

29,680 

5,000 

2,190 

3,080

57,890

Minimum.

1,490 

1,750 

1,200 

1,180 

1,750 

2,910 

2,900 

8,260 

3,780 

1,770 

1,830 

1,810

1,200

Mean.

2,132 

3,763 

2,044 

1,455 

3,305 

4,361 

10, 732 

22,200 

8,588 

2,762 

1,981 

2,310

5,469

Total in 

acre-feet.

131,107 

208,979 

125,653 

86,558 

203, 187 

259,497 

659,881 

1,365,044 

511,002 

169,845 

117,878 

142,056

3,980,687
RIO GRANDE. 65

- RIO GRANDE BELOW MOUTH OF DEVILS RIVER, TEXAS.

This station was established in April, 1900, by the International 

(Water) Boundary Commission. It is alongside the Southern Pacific 

Railroad track, about a mile below the mouth of Devils River and 

about 480 miles below El Paso. The conditions at the station and 

the bench marks are described in Water-Supply Paper No. 174, page 

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

for previous years.

Discharge measurements of Rio Grande below mouth of Devils River, Texas, in 1906.

[By E. E. Winter.]

Date.

March 31. ................

April 10........ ..........

April 14. .................

April 22........ ..........

April 26........... .......

April 30..................

May 9............. .......

May 12...................

May 17...-...-.....-.-...

May 22.. .................

May 26. ..................

MaySO... ......... .......

June 22 ...... .

June 27..................

Area of 

section.

Sq.ft.

1,416

1,319

1,220,

1,186

1,258

1,202

1,313

i sft°.

1,889

1,812

1 Sft0.

1 OKA

1,299

1,207

1 148

1 i zj\

1,124

1,125

1,151

1,115

1 119

1,167

1 £71

1,288

1,452

i 4ns

1,307

1,514

1,621

1,657

2,095

1,734

1,559

1,656

1,708

1,761

Gage 

height.

Feet. 

5.0

4.7

4.4

4.2

4.1

4.0

4 0

4.0

4.1

4.0

5.7

6.3

6.0

5.6

4.65

4.2

3.95

3.65

q c

3.3

3.4

3.3

5 7

4.0

4 d*.

4

0

4.65

5.2

5

0

5.4

4.7

4.8

4.8

5.0

5.6

Discharge.

Sec.-ft. 

4,998

4,004

3,413

3,287

3,522

3,068

3,049

3,109

3,300

8,315

7,900

7 I K7

4,066

4,076

3,342

2,995

2,739

2,600

2,505

2,597

2,459

2.548

3,477

4,525

4,061

4,534

5,117

5,559

8,597

5,622

4,509

4,755

5,119

5,112

5 7fl4

Date.

July 6....................

July 13.... ...............

July 19........ ...........

July 23... ................

July 27.......... .........

July 31..... --...-.-.-....

October 17..... ...........

Deceml)er 16

Area of 

section.

Sq.ft. 

1,717

2,527

2,441

3,019

3,023

3,221

2,870

3,017

4,100

3,640

3,067

3,307

4,333

3,353

2,783

2,162

1,987

2,333

2,233

1,944

1,790

1,606

1,572

1,570

1,513

1,528

1,462

1,387

1,364

1,353

1,340

1,332

1,316

1,332

1,306

1,578

1,546

1,610

1,607

1,579

1,540

Gage 

height.

Feet. 

5.05

7.7

7.4

9.15

9.2

9.85

8.25

8.65

13.15

12.3

8.65

9.8

142

9.0

7.5

6.05

5.8

6.1

5.9

5.5

5.2

4.7

4.5

4.5

4.3

4.2

4.1

4.0

3.95

3.95

4.0

4.0

3.95

4.0

4.05

4.1

4.2

4.6

4.8

4.6

4.1

Discharge.

Sec.-ft. 

5,102

11,302

10, 179

14,831

15,803

17,609

13,835

16,206

31,760

27,543

18,228

20,486

33,982

18,633

13, 123

8,168

6,944

8,374

8,452

6,549

5,495

4,386

4,258

4,296

3,707

3,946

3,721

3,384

3,030

3,023

3,171

3,194

3,031

3,162

3,247

3,631

3,610

4,196

4,258

4,279

3,793

8077 IEE 210 07-
66 SURFACE WATER SUPPLY, 1906.

Daily gage height, in feet, of Rio Grand.e, below mouth of Devils River, Texas, for 1906.

Day.

9

0

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

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

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

7. .-.....-.-.--- 

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

9

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

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

10

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

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

16.-.....-.----..

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

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

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

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

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

2i... ............

9g

27.--...---..--..

9g

29...........---.

30.--........-...

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

Jan.

5.35

4 95

4.85

4 Q

4.75

4.65 

4.55

4.45

4.4

4.4

4.35

4.3

4.2

4.2

4.2

4.2

4.2

4.1

4.1

4.1

4.05

4.0

4.0

4.0

4.0

40

4.0

4.0

4.0

4.0

Feb.

4.2

4.1

4.15

4.1

4.05 

4.0

4.0

4.0

4.25

5.0

5.4

5.65

5.9

5.65

5.45

5.4

5.45

6.0

6.3

6.4

6.25

6.1

6.0

5.8

5.65

5.5

Mar.

5.25

5.1

4.9

4.8

4.6

4.45 

4.35

4.25

4.15

4.1

4.05

4.0

4.0

3.95

3.9

3.85

3.85

3.8

3.8

3.7

3.7

3.7

3.6

3.6

3.5

3.5

3.35

3.3

3.3

Apr.

3.3

3.25

3.3

3.35 

3.4

3.35

3.35 

3.4

3.35

3.5

3.7

3. 55

3.45

3.4

3.3

3.25

3.3

3.3

3.3

3.3

3.25

3.2

3.2

3.2

3.3

0 0

3.3

3.4

3.55

5.85

May.

4.0

3.8

3.9

4.0 

3.95

4.0

4.2 

4.4

4.5

4.6

4.45

4.3

4.25

4.2

4.15

4.1

4.05

4.2

4.8

5.0

4.6

4.7

4.85

5.0

5.2

5.2

5.25

5.

C A

June.

5.5

5.6

6.5

6.9

6.7

6.3

5.85 

5.6

5.4

5.25

5.1

5.1

4.85

4.7

4.65

4.85

4.85

4.7

4.8

5.1

4.8

4. S

4.75

4.8

4.9

5.0

5.0

5.1

5.6

July.

5.55

5.1

5.0

4.6 

4.35

4.65

5.7 

7.0

7.75

7.25

7.95

7.75

7.65

7.05

7.55

6.8

6.8

8.0

9.1

9.5

Id. 35

y. 95

9.1

9.45

9.8

10.0

10.05

11.75

9.2

S. 15

Aug.

7.4

7.05

7.05

7.8 

8.65

9.3

11.9 

11.3

12.8

13.6

18.65

23.85

19.0

13.5

12.4

10.5

9.85

10.2

8.05

6.35

C. 85 't 7

9.1

10. C5

10. ,t

9 85

12.05

12.8

12.45

13.5

14.2

Sept.

13.2

12.55

11.15

10.65 

9.45

9.0

8.9 

8.6

7.95

7.5

7.25

6.9

6.6

6.3

6.05

5.9

5.8

5.7

5.65

5.8

6.05

6.4

6.3

5.0

f.S

5.95

5.95

6.0

5.7

Oct.

5.4

5.15

5.7

5.35 

5.15

5.0

4.95 

4.85

4.7

4.6

4.55

4.5

4.55

4.65

4.5

5.05

4.55

4.45

4.5

4.35

4.3

4.2

4.2

4.2

415

4.1

4.1

4.0

4.0

4.0

Nov.

3.95

3.95

3.95

3.95 

3.95

3.95

3.95 

3.95

3.95

3.95

3.95

3.95

4.0

4.0

4.0

4.0

4.0

3.95

3.95

3.95

3.95

3.95

3.95

3.95

4.0

4.0

4.0

4.0

4.05

4.05

Dec.

4.1

4.2

4.2

4.1 

4.1

4.1

4.1 

4.1

4.2

4.45

4.65

4.7

4.9

5.0

4.9

48

48

4.75

4.65

4.6

4.5

4.4

4.4

4.3

4.3

4.3

4.3

4.3

4.2

415

4.1

Daily discharge in second-feet, of Rio Grande below mouth of Devils River, 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............

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

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

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

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

Jan.

6,170

5,670

o4,830

4,500

4,330

o4, 170

3,910

3,710

3,510

3,410

o3,410

3,380

3,350

3,290

o3,290

3,430

3,580

o3, 520

3,390

3,230

o3,070

3,070

3,060

o3,050

3,060 

3,070

o3,070

Feb.

3,440

3,420

3,190

3,2CO

3,130

o3, 110

3,110

3,110

3,200

o3,300

3,820

5,410

6,250

6,780

7,310

afi 7QO

6 490

6,390

6 490

7,670

a8, 310

8 9Qft

8,oeo

7 900

7 Wfi

7,250

06,970

Mar.

6,020

5,540

4,890

4,5CO

4,400

o3,920

3,920

4,070

a4,220

3,930

3,780

3,630

3,490

3,490

3,220

3,110

03,000

2,820

2,820

o2,690

9 gQQ

2 Kf\f\

O P17A

2,520

9 50Q

02! 500

Apr.

2,510

2, 520

2,600

2,570

2,570

2,580

o2, 700

0 QKn

2,720

2,640

o2,600

2,520

2,480

9 59Q

9 590

9 590

9 49Q

o2, 460

2,460

2,550

o2,550

2

CCA

2 640

2,790 

o6,640

May.

3,480

3,310

3,480

o3,400

3,950

4,420

4,680

4 990

4,520

3

QCA

3,740

3,630

«3,520

3,790

5,050

5,430

4

4QA

4,820

4 830

o5,120

5,170

5,340

5,390 

<*5 560

5,800

June.

6,030

8,370

9,310

8,840

o7,850

6,730

05,620

5,380

C lyJA

5,140

4,750

4,420

A QQA

4,840

«4, 7CO

5,480

5,000

o5, 120

4 980

5 000

5,080

5,020

5,210 

o5, 710

July.

5,650

5,160

5,050

4

CAA

4,330

o4,660

6,620

9 fiAO

11,420

in 9^0

11,890

11,420

oil 190

9,540

olO,580

o con

8,580

11, 780

o!4, 700

17 030 90 9ftf»

«18, 720

15,520

16 490

17, 470

ol8,200

1Q JCfl

28,450

o!3, 680

Aug.

10,180

9,130

9,130

12,440

<J16,210

18,450

27,440

25, 370

30,550

o34, 460

74,860

121,660

78,010

34,400

99 QKA

22,190

8 fif\f\

10,320

1 1? OKA

^18 080

23)lOO

23,410

97 dnn

29 700

28,610 

31,840

o33,980

Sept.

31,030

24,980

23,500

19,960

018,630

18,270

17, ICO

14, 770

11,070

10,040

9T 020

o8,170

7 430

6

Q4A

o6,640

6 Ann

7 1°0

8,170

oO ^7O

9,390

6,810

6,630

8

RQA

8 930

7,500

Oct.

6,200

5,320

7,250

6,020

o5,380

5,050

4,940

4,720

o4,390

4,250

4,220

4,190

o4,3 0

4,570

4,280

o4,400

4,150

4,200

3 OKA

o3,710

3,800

«3,950

3,950

3 840

o3,720

3,690

3,450 

3,420

o3,380

Nov.

3,240

3,200

3, ICO

3,120

3,070

o3,030

3,030

3,020

3,020

3,030

3,040

3,050

o3, 170

3,170

3,180

3,070

S flKfl

3,040

o3,030

3

ACA

3,150

03, ico

3, ICO

3, ICO

3,250

 O OCrt

Dec.

3,400

3,640

3,710

o3,630

3,590

3 560

3,520

3,490

o3,610

4,270

4,800

4,900

4,580

4,370

4,280

4,020

4,040

3,910

3,940

3,970

4,000

4,020

3,890

9 R4ft

3.790

o Dates of measurements.
EIO GRANDE.

Monthly discharge of Rio Grande below mouth of Devils River, Tex., far 1906.

Month

January... 

February.. 

March.....

April......

May.......

June........

July.......

August....

September. 

October... 

November. 

December..

Discharge in second-feet.

The year.

Maximum.

6, 170

8,520

6,020

6,640

5,800

9,310

28,450

121. 6fO

31,030

7,250

3,250

4,900

121,660

Minimum.

3,050

3,110

2,500

2, 4!'0

3,150

4,420

4,330

8,600

6,310

3,380

3.020

3.400

2, 400

Mean.

3,625

5,661

3,476

2.706

4.385

5, 676

12,352

28,432

12, 547

4,442

3,112

4,006

7, 535

1OLUI III

acre-feet.

222, 883

314, 380

213, 759

161,038

269, 593

337, 726

759, 491

1,748,192

746.598

273, 104

185, 157

246. 327

5,478.248

RIO GRANDE AT EAGLE PASS, TEX.

This station was established in April, 1900, by the International 

(Water) Boundary Commission. It is a half mile above the highway bridge between Eagle Pass, Tex., and Ciudad Porfirio Diaz, 

Mexico, and about 540 miles below El Paso. The conditions at the 

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

No. 174, page 71, where are given also references to publications 

that contain data for previous years.

Discharge measurements of Rio Grande at Eagle Pass, Tex., in 1906. 

[By J. K. Wilson.]

Date.

March 12. ...............

April 3..................

April 21.. ...............

Area of 

section.

Sq. ft. 

2,460

2,394

2,411

2,284

2,213

9 OOA

2,214

2,097

2,085

2,052

2 094

9 3Og

9 199

2,362

2

OC-1

1 Qfil

1 Q70

1 Q09

1 780

1,697

1,654

1,560

1,653

1.582

1 eon

1,539

1,533

Gage 

height.

Feet. 

3.6

3 4

3.3

3.0

2.9

2

0

2.8

2.8

2.7

2.8

2

0

2.8

Q 7

4.1

3 7

4.4

4.1

3 9

0 AC.

3.1

^ n

2.8

2.3

2.0

2.0

2.0

2.0

9 A

2.0

2.0

Discharge.

Sec.-ft.

A Qfp.

C OOQ

4 70 e

4 fiftQ

4 69°

4,618

4 917

4 0°9

A AQQ

3,984

7 5^8

7,942

7 642

10,023

9

AQ7

7,854

7 Q17

4,458

4,288

3,886

3

1O7

2 QO/>

2,403

2,620

2,297

2,227

2,248

Date.

April 24.................

May 4....................

May 9...................

May 15.... ..............

May 18..................

May 22.... ..............

July7. ..................

July 10..................

July 13........ ..........

July 16..................

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

August 3................

Area of 

section.

Sq. ft. 

1,486

1,554

1,692

1,818

2,040

2,134

2,083

1,838

1,820

1,935

2,135

,256

,464

,283

,286

,144

2,070

2,072

2,005

2,135

2,164

2,290

2,545

3,465

3,796

3,524

3,874

4,671

3,972

4,559

3,068

3,373

Gage 

height.

Feet. 

2.0

2.1

2.3

2.5

,2.7

3.0

3.0

2.9

2. 8

3.1

3.4

3.6

3.8

b.9

4.3

3.9

3.7

3.2

3.2

3.2

3.1

3.35

3.4

3.4

4.0

6.15

6.5

6.1

6.9

7.8

7.3

7.85

6.2

5.7

Discharge.

Sec.-ft. 

2,011

2,373

2,865

3,566

4,538

4,830

4,615

4,213

4,005

5,216

5,805

5,933

6,862

7,611

9,140

7,794

6, 996

5,745

5,209

5,235

4,949

6,088

6,343

6,839

8,359

16, 725

19, 380

16, 860

22,023

27, 782

21,642

26, 671

15, 372

15,930
68 SUEFACE WATER SUPPLY, 1906.

Discharge measurements of Rio Grande at Eagle Pass, Tex., in 1906 Continued.

Date.

August 23...............

September 20. ...........

Area of 

section.

8q. ft. 

5,532

7,189

5

004

4,185

7 488

5,262

4,012

3

QOO

2,978

2,836

3,066

2,451

2,194

2,198

Gage 

height.

Feet. 

9.4

8.4

6.8

6.25

10.2

11.0

10.2

8.15

7.1

K C

4. 85

4.7

K 0

4.8

4,6

3 9

0 D3.5

3.4

Discharge.

Sec. -ft. 

35,310

« 57, 445

28, 179

19 109

16J50

30,007

" ^7 830

97 058

17 990

13,007

12,087

15, 474

10, 534

10, 492

8

QQ7

6,711

Date.

October 19...............

November 30

December ^g

December *^6

Area of 

section.

Sq.ft. 

2,131

9 Qgl

1,951

1,939

1,946

2,049

2,143

2,088

2 127

2 '232

2,282

2,328

2,335

2,356

2,418

2,455

2,369

2,243

2,017

1,992

Gage 

height.

"eet. 

3.3

3.3

3.2

3.2

3.1

3.0

2.9

2.9

3.0

2.9

3.0

3.0

3.1

3.2

3.3

3.2

3.5

3.55

3.4

3.4 3 °

3.0

2.9

Discharge.

Sec.-ft. 

5,944

5,376

4,856

4,571

4,337

4,366

4,691

4,453

4,357

4,506

4,492

4,598

4829

4,971

5,243

5,239

5,169

6,191

6,422

5,852

5,458

5.214

5,454

5,148

a Velocity by floats. 

Daily gage height, in feet, of Rio Grande at Eagle Pass, Tex.,for 190G

Day.

I...............

9

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

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

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

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

7....... -...-.. .

9.....--......-.

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

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

10

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

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

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

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

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

19

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

21............... 90

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

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

VJ... ............

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

29--...-.........

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

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

Jan.

3.7

3,65

3.65

3.6

3.6

3.5

3.4

3 3

3 3

3 3

3.2

3.2

3 0

3.0

3 0

3.0 

3.0

2,95

o 9

o 9

2 9

2 8

2.8

2.8

I") 0

2 8

2.7

2.7

Feb.

2 85

2 85

2.8

2.8

2.8

2.8

2.8

2.8

2.7

3.05

3.C

3.8

4.1.

4 15

3.95 

3 85

3.8

3.7

3.7

4 5

4.4

4.2

3.95

3.9

Mar.

3.8

3.7

3.45

3.35

3.2

3.25

3.4

3.1

2.95

2.9

2.8

2.8

2 7

2.7

2.7

2.7

2.6 

2.6

2.4

2.35

2 3

2.3

2.3

2.3

2.3

2 2

2 2

2.15

2.1

Apr.

2 0

2 0

2.0

2.0

2 0

2 0

2 0

2.0

2.0

2 0

9 fi

2 0

2 0

2 0 

2 0

2.0

2.0

9 05

2.25

2.3

May.

3.8

2.6

2.35

2.35

2.6

2.7

2.7

3 0

3 0

3.0

3.0

3.0

9 9

2.9

2.75

2 7

2.8

3.15

3.5

3.7

3.1

3.2

3.35

3.4

3.'6

3.55

3.6

3.6

3.65

o 7

June.

3.85

3.9

3.9

5.1

5.85

4.65

4 3

4.2

3.95

3.9

3.8

3.7

S 7

3.6

3.3

3.2

3.25 

3.25

3.2

3.4

3.4

3.2

3.2

3.1

3.1

3.3

3.3

3.35

3.4

3.4

July.

3.8

3.6

3.4

3.4

3.2

3.2

4.1

5.5

6.55

6.4

6.45

6.45

6.4

6.2

6.0

6 2 

5 95

7.0

7.25

7.65

7.85

7.4

7.15

7.7

7 9

8.4

Aug.

6.25

5.85

5.7

5.6

6.1

6.75

8.6

8.9

9.55

10.35

10.8

14 0

19 7

15 0

10.7

9.45

8.25 

8.3

7.4

6.8

6.45

6.25

6.45

7.9

8.2

8.0

8.1

10.25

9 7

10 25

10.7

Sept.

11.35

10.85

10 0

9.2

8.15

8.05

7.15

7-1

6.65

6.3

6 0

5.7

5.45

5.15

4.95

485

4.7 

4.7

465

47

475

4.85

5.35

4.8

445

4.7

48

485

47

45

Oct.

4.15

4.1

4.0

3.9

3.9

3.85

3.8

3.8

3.8

3.75

3.C

3.5

3.5

3.75

3.5

3.4

3.45 

3.35

3.3

3.3

3.3

3.3

3.2

3.2

3.2

3.2

3.2

3.15

3.1

3.1

3.1

Nov.

3.1

3.0

3.0

3.0

3.0

3.0

3.0

3.0

2.9

2.9

9 9

2.9

2.9

2.75

3.0

2.9

2.9 

2 9

3.0

3.0

3 0

3.0

3.0

3.0

3.0

3.05

3.1

3.2

3.2

3.25

Dec.

3.2

3.25

3.3

3.3

3.3

3.2

3.1

3.1

3.1

3.25

3.45

3.5

3.5

3.4

3.6

3.45 

3.4

3.4

3.4

3.4

3.4

3.3

3.3

3.25

3.2

3.1

3.1

3.0

3.0

O Q
KIO GEANDE. 69 

«

Daily discharge, in second-feet, of Rio Orande at Eagle jSstss^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........

28. .......

29........

30........

31........

Jan.

5,860

5,710

«5,710

5,550

5,550

5 9flO

4 960

5,150

"5,330

5,290

5,290

S

fy^f)

5,070

4 930

«4,790

4,860

4,840

4,810

4,810

«4,690

4,660

4,640

<*4,620

4,480

4,350

4,030

4,030

Feb.

4,290

4,350

o4,200

4,060

4,020

a 3 930

4,070

4,170

«4,270

4,070

4,070

a 7, 180

7,630

7,940

a>8,000

7,830

7,750

7,710

«7,670

7,670

10 360

alO 0o()

9 400

9

AfV)

9,240

8,320

7,850

Mar.

7,730

7,610

^7,320

6,700

5,980

5,720

4,890

«4,410

4,370

A OQfl

«4,290

4 090

4,090

4,090

4,090

3,890

3,870

3,650

3,430

3,310

3 ion

3,170

3 1 PLft

3,140

<*2,980

2,900

2,830

9 6go '

Apr.

2 EQfl

2,500

a2,400

2,510

2,620

"2,720

2,690

2 660

«2,620

r> EKA

2,480

a2,410

2,370

9 330

a2,300

2,280

«2,230

2,230

a2,250

2,170

2,090

«2,010

2,110

a2,270

2,700

2 930

o2,860

May.

6

0CTI

3,780

3,270

4

AEA

o4 830

4 760

4 690

A «7A

«4,210

3,800

o4,000

4,970

5 930

6,530

«5,220

5,410

5,740

6,220

5

QJA

«5,930

6,040

6,300

o6,560

June.

7,170

7,480

12,340

10,540

a7,790

7 4Oft

6,750

6,000

a 5, 750

5,700

5,520

05,210

5,720

5,730

4 960

fit A Qfift

5,660

6

OQA

o6,340

July.

7,880

7 360

a 6, 840

6,840

6,340

6,340

a 8, 750

14,210

19,130

al8,230

17,510

18,900

18,780

17,570

17,590

16,060

022,660

24,260

26,820

29,380

22,740

24,480

25,220

a27,070

31,070

16,270

Aug.

16,430

15,680

L 5,940

410

32,700

«36,660

43,860

49 930

93,150

3178,650

114,920

a58,750

42,150

27,330

27,610

22,510

al9,110

17,230

16,150

«17,570

^7 880

30',010

a28,590

99 goo

o54,130

48,530

52,460

055,680

Sept.

63,550

59,030

«50,230

a27,060

a!9,020

19,680

18,040

15,530

14,010

12,160

11,920

a!2,090

11,280

11,070

10,660

alO,650

11,660

12,870

al5,670

13,020

11,170

11,720

all, 670

11,760

11,040

«10,130

Oct.

9,520

10,110

«10,490

9,700

9,310

a8,710

8,770

a8,900

8,320

7,330

a 6, 540

6,670

7,680

6,930

a 6, 710

6,700

6,240

a 5,940

5,750

5,560

o5,380

5,000

4,930

a 4,860

4,760

4,670

a4,450

4,340

4,340

a 4, 340

Nov.

4,420

4,290

«4,370

4,450

4,540

4,630

4,710

4,800

4,690

4,610

4,530

«4,450

4,350

3 950

a4,360

4,270

4,390

a4,510

4,600

4,600

«4,600

4,600

4,600

o4,600

4,600

4,710

a4,830

4,970

4,970

«5,040

Dec.

4 970

5,110

<*5,240

5,310

5,370

4,970

4,900

4,840

5,680

5,980

«6,190

6,030

6,480

a6,420

6,130

5,940

«5,850

5,720

5,590

«5,460

5,340

5,340

5,270

a5,210

5,230

5,440

<*5,450

5,400

5,150

o Dates of measurements. 

Monthly discharge of Rio Orande at Eagle Pass, Tex., for 1906.

Month.

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

Discharge in second-feet.

Maximum.

5,860 

10,360 

7,730 

2,930 

6,860 

15,340 

33,070 

178,650 

63,530 

10,490 

5,040 

6,480

178,650

Minimum.

4,030 

3,980 

2,680 

2,010 

3,270 

4,950 

6,340 

15,410 

10,130 

4,340 

3,950 

4,840

2,010

Mean.

4,960 

6,600 

4,311 

2,414 

5,008 

7,086 

18,567 

40,610 

19,432 

6,825 

4,568 

5,494

10,490

Total in 

acre-feet.

304,959 

366,545 

265,071 

143,663 

307,954 

421,646 

1,141,646 

2,497,011 

1,156,304 

419,683 

271,815 

337,825

7,634,122

BIO GRANDE NEAR LAREDO, TEX.

This station was established in April, 1900, by the International 

(Water) Boundary Commission. It was intended to measure the 

river from the highway bridge connecting Laredo with Nuevo 

Laredo, Tamaulipas, and the gage was established on the right bank 

just above the bridge. Measurements were kept up by the Mexican 

section of the Commission for five months, but the results were so 

conflicting that the station was abandoned. In July, 1903, a cable
70 SURFACE WATER SUPPLY, 1906.

station was established by the Commission about 2 miles above 

Nuevo Laredo, crossing to the United States military reservation of 

Fort Mclntosh, the cable landing just below the pump house. The 

station is about 670 miles below El Paso.

The river at the new section is nearly straight for one-half mile 

above and below the cable. The right bank is alluvial deposit, but 

is above high water. The left bank is the talus of a shale bluff going 

well above high water. The bed is shifting sand.

Discharge measurements are made by means of a cable, car, and 

guy wire. The initial point for soundings is the cable support on 

the right bank.

The gage is an inclined scantling fastened to posts and trees. Low 

water is about 1 foot on the gage. The highest flood recorded is 

32.2 feet, on the night of June 30, 1905.

The observations during 1905 were made under the direction of 

the Mexican section of the International (Water) Boundary Commission. The conditions at the station are described in WaterSupply Paper No. 174, page 76.

Discharge measurements of Rio Grande near Laredo, Tex., in 1906. 

[By Luis Varela.]

Date.

March6.... .............

March 12................

March 20. ...............

March 23. ...............

Mareh 27. ...............

March 30................

April 11. ................

April 14. ................

April 18. ................

April 23.... .............

April 28.... ..............

May 1. ..................

May 3...................

May 20..................

Mav29. .................

June 15 ..................

June 22. .................

June 25. .................

June 29. .................

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

Julys...................

July 9................

July 14.... ..............

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

Area of 

section.

Sq. ft. 

2,384

2,172

2,078

1,722

1,602

1,676

1,857

2,188

2,379

2,789

2,468

1,828

1,809

1,694

1,655

1,554

1,439

1,382

1,471

1,544

1,413

1,518

1,508

2,075

1,700

2,019

2,562

3,008

3,179

1,802

1,788

2,018

2,461

3.569

3,826

Gage 

height.

Feet. 

4.1

3.9

3.^9

3.8

3.7

3.6

3.6

4.3

4.8

5.2

5.4

4.85

4.0

3.2

3.25

3.15

3.0

 > Q

3.2

3.0

3.0

3.0

3

0

4.65

4.8

4.8

6.35

47

6.8

7.1

4.3

4.3 49

4.4

48

5.95

7.3

7.5

ft Q

Discharge.

Sec.-ft. 

5,269

4,735

4,467

4,213

3,671

3,5f3

3,550

4,944

6,345

7,837

8,460

7,030

4,109

3,986

2,967

3,353

2,968

2,489

2,479

3,102

2,559

2,764

3 n77

6,897

4,344

6,863

1*> ftftft

6,730

9,851

U Q77

5,114

4

7fio

11,050

18, 514

1 7 rtfiQ

17 993

Date.

July 23.. ................

July 28..................

July 30.................

October 13...............

October *^7

November 4

December 31

Area of 

section.

Sq. ft. 

4,518

4,116

4,154

4,603

3,391

4,676

5,679

7,836

9,5£0

6,936

4,146

3,609

4,550

6,196

4,100

2,875

2,728

3,122

<y 700

3,287

2,787

2,474

2,303

1,950

2,197

2,079

1,987

1,968

1,853

1,879

1,941

1,979

1,934

1 974

2,110

1,927

1,914

1,765

Gage, 

height.

Feet. 

9.6

8.8

8.9

11.0

6.65

10.25

12.8

18.0

22.0

15.8

8.8

7.5

9.9

11.5

12.8

9.4

6.0

5.6

5.5

C Q

5.75

5.0

47

43

42

41

40

3.9

3.8

3.9 a?

3.9

40

40

Q Q

40

45

44

41

3 Q

Discharge.

Sec.-ft. 

23,855

19,399

97 QfiQ

15, 476

21,564

32, 529

49,288

40,070

09 AAQ

18,215

26,964

35,547

18,373

10 974

9,247

11,219

10,616

12 838

9 036

7,576

6,183

4

QQQ

4,840

4,636

4,930

4,452

4 991

4,484

4,745

5,267

4,746

K OOO

5,003

6,489

5,814

5,432

4

7O9
EIO GRANDE. 71 

Daily gage height, in feet, of Bio Grande near Laredo, T ex., for 1906..

Day.

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

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

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

0..... ..

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

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

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

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

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

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

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

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

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

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

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

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

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

23............... 04

0,5

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

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

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

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

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

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

Jan.

5.0

4.9

4.85

4.7

4.45

4.4

4.35

4.25

4.2

4.15

4.1

4.0

4.0

3 9

3.9

3.85

3.8

3.7

3.65

3.G

3.6

3.7

3.6

3.55

3.5

3.5

3.55

3.4

3.5

Feb.

3.5

3.5

3.5

3.5

3.5

3.5

3.6

3.6

3.6

3.75

3.8

3.9

4.05

4.3

4.8

5.4

5.2

5.0

4 95

4 9

4.85

5.35

5.4

5 45

5.3

5 9

5.05

Mar.

4.75

4.6

4.5

4.4

4.35

4.3

4.2

4.05

4.0

3.9

3.8

3.7

3.7

3.6

3.55

3.5

3.4

3 A

3 9

3.2

3.15

3

-1

3.1

3

1

3.05

3 A

3.0

3.0

3.0

Apr.

3.0

2.9

2.9

2.9

2.9

2.9

2.9

2.9

3.0

3.0

3.05

3.1

3.2

3.3

3.4

3.2

3.2

3.1

3 AC

3.0

3.0

3 A

3.0

3 A

3.0

3 A

3.0

3 A

3.0

3.15

May.

3.15

4.4

5.0

5.0

4.75

4.7

4.8

4.8

4.8

4.8

4.8

4.8 '

A Q

4.9

5.2

5.0

5.0

4.75

4.7

4.8

5.85

e oc

4.8

4.7

4.7

4.7

4.7

4.7

June.

4.8

4.85

4.95

5.15

6.65

6.95

6.25

5. 35

4.95

4.85

4.05

4.55

4.5

4.4

4.3

4.25

4.15

4.1

4.3

A Q

4 o

4 °

4

0

4.35

4.55

4.4

4.55

July.

4.65

4.8

4.9

5.0

5.25

4.8

4.8

5.75

7.2

8.05

8.15

6.85

6.45

7.3

7.4

7 Q<;

8.45

8.85

9.55 9 **

8.8

8.2

8.8

8 9

10.25

10.35

Aug.

9.8

7.1

6.9

6.2

0.8

7.2

8.15

10.3

9.7

11.25

12.0

13.0

15.9

21.0

17.5

12.15

11.3

9.5

8. 65

8.65

9 9

8.75

7.75

9.3

9.8

9.7

11.25

11.25

12.05

Sept.

12.9

14.0

12.75

12.25

10.85

9.3

9.3

8.0

8.3

8.0

8.05

7.55

7.0

6. 6.5

6.1

5.9

5.8

5.«5

5.05

5.8

6.55

5.8

5.8

5.7

5.8

5.8

5.7

Oct.

5.65

5.35

5.0

5.0

5.1

4.95

4.75

4.7

4.65

4.6

4.5

4.4

4.35

4.35

4.5

4.6

4.5

4.25

4.3

4.2

4.25

4.2

4.05

4.1

4.05

4.0

3.95

4.0

3.9

3.95

Nov.

3.9

3.9

3.85

3.85

3.9

3.9

3.95

3.9

3.9

0 Q

3.85

3.8

3.8

3.7

3.7

3.6

3.6

3.75

3.8

3.9

3.9

3.85

3.95

4.0

4.0

3.95

3.95

3.9

4.0

4.0

Dec.

4.0

4.0

3.9

4.0

4.0

4.0

3.9

3.9

3.95

3.95

4.0

4.1

4.2

4.25

4.3

4.5

4.5

4.35

4.3

4.3

4.4

4.3

4.25

4.25

4.3

4.25

4.05

4.0

3.95

3.95

3.9

RIO GRANDE NEAR ROMA, TEX.

This station was established in 1900 by the International (Water) 

Boundary Commission. It is near Roma, Tex., 775 miles by river 

below El Paso. The conditions at the station are described in WaterSupply Paper No. 176, page. 78.

Discharge measurements of Bio Grande near Boma, Te.v., in 1906. 

[By H. P. Guerra.]

Date.

January 8. ..............

January 26.., ..... .

January 31 ..............

February 13. ..........

February 19 ........... .

February 22.............

February 26 ............

March 9............... .

March 16. ...............

March 23................

March 28.. ...... .. .

April 9..................

April 14.................

April 17.............

April 21.. ...............

Area of 

section.

Sq.ft. 

2,320

2,232

2,106

2,347

2,050

1,986

1,941

1,868

2,589

2,414

2,647

2,321

2,010

1,858

1,788

1,641

1,543

1,427

1,373

1,486

1,585

Gage 

height.

Feet.

4.3

4.1

4.0

3.9

3 9

3.7

5.3

5.0

5.5

4.8

41

3.7

3.5

^ 1

2.8 > 5

2.3

o 7

3.0

Discharge.

Sec.-ft.

5,952

5,310

7 <3.dd

4,561

4 Q(y>

4,110

7 K^Q

7,335

C 7KA

4,821

4

970

4,019

3,489

2,463

3.400

Date.

April28..... ............

May 4...................

May 19..................

May 23..................

May 28..................

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

July9.... ...............

July 11... ...............

July 24.... ..............

August 2 ................

Area of 

section.

Sq. ft. 

1,697

1,279

1,629

2,159

1,706

2,765

3,043

2,474

2,640

3,241

2,405

2,273

2,087

2,769

2,159

3,220

6,545

7,217

4,056

4,576

5,064

3,671

Gage 

height.

Feet. 

3.2

2.1

3.0

4.5

3.3

5.5 6.3

4.9

5.3

6.7

4.8

4.5

4.1

5.7

4.6

6.9

13.3 ia e

9.0

10.1

11.3

8.2

Discharge.

Sec.-ft. 

3,735

2,181

3,188

5,435

3,941

9,526

13, 275

7,326

8,443

14,293

6,604

6,303

5,305

9,281

6,179

14,276

28,812

34,009

19,277

21,550

26,698

16,866
72 SURFACE WATER SUPPLY, 1906.

Discharge measurements of Rio Grande near Roma, Tex., in 1906 Continued.

Date.

September 3

Area of 

section.

Sq.ft.

3,584

4,870

8,216

4,719

4,034

5,432

6,002

4,432

3 Qft7

3,341

3 91ft

4,023

3,264

3,146

3,050

Gage 

height.

Feet. 

7.6

10.8

1O Q

17.6

10.5

9 0

12.1

1 Q O

11.2

10.0 a4

7.5

7.0

8.8

7.2

6.8

6.6

Discharge.

Sec.-ft. 

15,821

24,953

3ft ft19

47, 122

23,337

17,717

28,608

97 391

25,440

22,197

18 9'JI

14,770

13,671

19,722

14,457

12, 115

11,630

Date. Area of 

section.

Sq.ft. 

2,951

2,739

2,818

2,660

2,592

2,816

2,669

2,715

2,626

2,914

2,848

2,750

2,909

3,013

2,845

2,612

Gage 

Might.

Feet. 

6.3

5.8

6.0

5.7

5.5

5.5

5.3

5.4

5.2

5.7

5.6

5.8

5.6

&2

6.4

6.0

5.5

Discharge

Sec.-ft. 

10,682

9,564

10, 118

9,423

8,363

8,426

7,712

7,975

7,603

9,173

9,089

10, 247

9,607

11,343

12,222

10,887

9.025

Daily gage height, infect, of Rio Grande near Roma, Tex., for 1906.

Day.

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

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

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

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

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

6............:..

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

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

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

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

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

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

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

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

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

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

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

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

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

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

91

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

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

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

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

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

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

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

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

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

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

Jan.

4.9

48

4.65

4.55

4.5

4.45

4.35

4.25

4.2

42

4.1

4.1

4.35

4.2

4.1

4.25

4.35

4.45

45

44

44

415

40

4.0

0 QC

3.9

3 Q

3.9

3.9

3.9

Feb.

^ Q

3.8

3.8

3.8

4.2

4°

40

3.9

3.9

0 Q

3.9

3.8

3.7

3.8

3.8

' 5.45

5.75

5.75

5.4

5.15

5.1

5.0

C CC

5.75

5

C

5

AK

C fie

5

0

Mar.

5.15

5.0

5.0

49

4.8

 4.45

4.25

415

4.05

3.95

3.9

3.75

3.65

3.6

 ? ^

3.6

3 or

3.3

3 or.

3.2

0 AC

0 A

0 A

2.9

2 Q

2.8

2.7

2.6

2.5

Apr.

2.5

2.4

2.4

2.4

2.3

2.3

2.4

2.4

2.5

2.5

2.55

2.5

2.4

2.35

2.95

2.7

9 65

2.6

2.85

2.8

3.15

2.8

2 45

2.25

2 1 K,

2.25

2.3

May.

2.35

2.9

2.95

4.4

3.5

3.1

3.05

3.25

3.2

3.3

3.6

3.7

3.7

3.7

3.75

3.7

3 ft

3.9

4 9

6.4

5.6

4.5

5.7

5 AC

4.45

4.05

4.3

4.85

4.8

4.75

4.8

June.

4 9

5.15

5.3

5.35

5.6

5.95

6.4

5.45

5.05

5

|>

4.95

4.9

4.75

4 6

465

4.5

4.2

4.5

4.2

4.65

4.55

4.3

A *JC

A C

5 EC

445

4.35

July.

4.45

46-

4.55

5.35

5.5

5.7

6.7

9.6

13.65

14.7

15.3

12.95

13.0

10.3

9.45

8.85

9 0

8.75

9.05

9.05

9 7

10.0

10.1

9 65

9 1

9 05

9

0

9.45

9.75

11.05

Aug.

9.4

8.1

7.95

7.8

7.7

7.9

8.55

9.35

10.9

10.75

11.5

12.25

13.45

15.95

17.9

15.35

12.4

11.0

10.6

10.1

Q 9

8.65

8.55

9.25

1ft 9

10.0

11.55

12.2

12.0

Sept.

12.65

13.25

13.1

12.8

12.8

11.7

11.1

10.65

10.05

9 65

9.0

8.95

8.6

8.45

7.85

7.7

7 45

7.25

7.05

7.5

7.0

7.15

9 05

8.6

8.4

6.95

7 i c

7.25

7.15

Oct.

7.05

6.8

6.6

6.75

6.65

6.85

6.6

6.45

6.35

6.25

6.1

6.0

5.9

5.8

5.85

6.0

5.95

5.85

5.7

5.6

5.7

z> 1

5.7

5.65

5.6

5.6

5.6

5.6

5.55

5.65

Nov.

5.6

5.45

5.5

5.45

5.4

5.4

5.35

5.3

5.3

5.35

5.5

5.4

5.35

5.3

5.2

5.2

5.3

5.35

5.35

5.45

5.4

5.5

5.6

5.5

5.5

5.65

5.6

5.6

5.7

5.8

Dec.

5.8

5.8

5.8

5.75

5.8

5.8

5.8

5.8

5.7

5.65

5.65

5.7

5.8

6.0

6.0

6.1

6.3

6.0

6.0

6.0

6.0

5.95

5.85

5.7

5.7

5.65

5.6

5.55

5.5

5.45

RIO GRANDE NEAR BROWNSVILLE, TEX.

This station was established in 1900 by the International (Water) 

Boundary Commission. It is about 1 mile above Brownsville, Tex., 

and in front of Matamoros, Tamaulipas, and 960 .miles by river below 

El Paso. The conditions at the station are described in WaterSupply Paper No. 174, page 81.
BIO GEANDE. 73

Discharge measurements of Rio Grande near Brownsville, Tex. ,. in 1906. 

[By P. Guerra.]

Date.

April 5.... ...............

April 10.. ................

April 14. .................

April 19. .................

April 23..... .............

April 27..... .............

May 17...... .............

May21.... ...............

May 26.... ...............

May 31.... ...............

June 12..................

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

JulyS....................

Area of 

section.

8q. ft. 

3,906

3,497

3,132

2,986

2,803

2,705

2,558

2,454

2,426

2,526

2; 592

2,491

2,998

3,396

3,787

3,751

3 199

2,704

2,542

2,290

2,147

2,001

1,879

1,806

1,844

1,886

1,887

2,711

2,115

1,992

2,292

2,067

2,191

3,310

3,725

2,904

2,187

3,522

2,366

2,352

2,781

2,822

2,901

2,157

3,368

Gage 

height.

Feet. 

7.1

6.4

5.6

5.1

4.7

4.4

4.0 a7

ae

4.0

4.2 a9

5.5

6.6

7.7

7.6

6.2

5.1

44

3.8

3.1

2 7

2.3

1 9

1.6

1 7

2.0

2.0

44

2.7

2.4

3.3

2.6

3.0

6.5

7.6

5.1

5.2

7.5

5.5

5.3

45

46

48

5.1

6.6

Discharge.

Sec.-ft. 

9,840

8,122

6,601

6,234

5,885

5,588

4,887

4,765

5,161

5,352

5,033

7,340

10, 405

9

OfiO

7 4TO

6,053

5,479

4,745

4,202

3,873

3,490

3,163

2,917

3,086

3,245

3,248

5,429

4,015

3,569

4,498

3,837

4,195

11,427

14,650

6,434

6,814

12,386

7,849

7,484

5,634

5,748

6,137

6,622

11,563

Date.

July 9.............. ......

July 12...................

July 16...................

July 20. .....-..-.-......-

July 24...................

July 28.. .................

October 23. ..............

November ^3

December 19

Area of 

section.

Sq.ft.

4,097

5,763

5,988

5,823

6,118

6,118

6,166

5,986

5,986

6,071

6,060

6,096

6,060

6,108

6,071

6,108

6,071.

5,948

5,286

5,058

5,975

5,254

4,858

4,785

4,540

4,327

4,434

4,038

3, SCO

3,852

3,488

3,374

3,337

3,186

3,081

3,058

3,062

3,084

3,011

2,978

2,999

3,049

3,251

3,226

3,123

2,937

Gage 

height.

Feet. 

8.9 ia2 ias ia4

141

141

142

13.8 ias

140

140

141

140

141

140

141

140

13.7

12.0

11.4

13.8

11.9

10.7

10.5

8.7

8.1

8.4

7.4

7.0

6.7

6.7

6.5

6.4

6.2

5.9

5.7

5.8

5.9

5.9

5.8

5.7

5.7

6.6

6.5

6.2

5.6

Discharge.

Sec.-ft. 

18,265

28,275

30,314

31,296

34,765

34,797

35,564

24,799

26,051

26,804

25, 794

26,469

25,626

26,671

25, 573

28,078

25, 673

24,318

19, 161

18,168

24,742

18,889

17,246

16,848

11,280

10, 491

11,130

9,750

9,075

8,703

7,842

7,566

7,388

7,300

6,879

6,797

6,802

6,870

6,922

6,776

6,678

6,659

8,045

7,915

7,441

6,858

Daily gage height, in feet, of Rio Grande near Brownsville, Tex., for 1906.

Day.

 7

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

19

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

Jan.

7.35

7.2

7.1

6 95

6.8

6.65

6.45

6.25

5.95

5.75

5.65

5.5

5.4

5.25

5.0

4 9

48

47

4.6

Feb.

3.6

3.6

3.6

3.5

3.5

3.65

405

45

45

435

42

41

40

40

Q O

3.8

3.8

4.15

5.3

6.15

Mar.

7 9

7.85

7.5

7.05

6.85

6.5

6.25

5 9

5.55

5.35

5.15

495

475

455

4 IS

4 2

4.05

3 9

3.8

3.7

Apr.

2.3

2.2

9 1

2.0

1 9

1.8

1.7

1.7

1.6

1.6

1.6

1.65

1.7

1.7

1.7

1.7

1 Q

2.0

May.

2.65

2

e

2.45

2.4

2.4

3.1

3 or

3.25

2 85

2.65

2.6

2.6

9 7C

O 9

3

f\R

q -i c

3 9

3.3

June.

5 9

5.2

5 9

e q

n qe

7.15

7.6

7.85

5 OK

5.65

5.5

5.5

5.5

5.4

5.05

4 95

465

445

July.

5.4

465

4.5

47

6.0

7 O

7.3

5.85

7 9

13.1

13.25

13.4

13.55

10 7

13.75

13.8

iq 7C

13.65

13.45

Aug.

142

14.15

14.15

140

13.7

12.85

12.45

13.15

13.65

140

140

140

140

140

140

140

140

1405

14 1

141

Sept.

140

140

140

1405

141

1405

13.95

13 9

140

140

140

141

13.95

13.75

10 CC

13.25

19 IS

11 9

11.5

11.15

Oct.

11.4

11.05

10.05

9.85

10.15

10.45

10.0

9 15

O AC

8.75

8.35

8.25

.8.05

7.85'

7 R

O (\K

8.05

Nov.

6.8

6.8

6.75

6.7

6.6

6.5

6 4

6.4

6.4

6.4

6.4

6.35

6.3

6.2

6.15

6.05

S Q<\

c Q

5.8

Dec.

6.0

6.0

5 9

5.85

5.8

5.8

5.8

5.8

5.8

5.7

5.7

5.6

5.6

5.6

<; 7

6.1

6.3

6 4

6.6

6.7
74 SURFACE WATER SUPPLY, 1906.

* 

Daily gage height, in feet, of Rio Grande near Brownsville, Tex.,for 1906 Continued.

Day.

21

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

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

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

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

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

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

9Q

30

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

Jan.

4.55

4.5 

4.4

4.25

4.1

4.05

4.0

3.9

3.8

3.7

3.6

Feb.

6.45

6.5 

6.6

6.9

7.45

7.7

7.6

Mar.

3.55

3.4 

3.25

2.95

2.85

2.75

2.65

2.45

2.4

Apr.

2.05

^

2 1

4.1

4.75

4.4

3.85 } 4

3.0

May.

5.65

8.6 

6 9

5

Q

7.3

4.75

4.5

4.8

5.15

June

4.25

4.2 

4.35

A f{

4.75

4.9

4 65

4.75

6.05

6.75

July.

13.3

13.5 

13.75

14 fl*i

14.1

14.1

14 1

14.1

14.1

14.15

14.2

Aug.

14.05

14.0 

14.0

14.0

14.0

14.0

14.0

14.1 -

1 4 n^

14.0

14.0

Sept.

11.1

11.4 

11.4

11 9

13.6

13.85

13.8

13.55

11.8

Oct.

7.9

7.7 

7.4

7.3

7.15

7.0

6.95

6.9

6.8

6.7

6.7

Nov.

5.8

5.7

"

K 7

5.7

5.7

5.75

5.8

5.9-

Dec.

6.7

6.55 

6.45

6.4

6.3

6.2

6.15

5.95

5.75

5.6

5.6

SALADO RIVER DRAINAGE BA8I1V.

RIO SALADO NEAR GUERRERO, TAMAULIPAS, MEXICO.

This station was established in 1900 by the International (Water) 

Boundary Commission. The Salado is a torrential stream entering 

the Rio Grande from the Mexican side about 60 miles below Laredo, 

or 730 miles by river below El Paso. The town of Guerrero is located 

on the Salado some 4 miles above its mouth, and the gaging station 

is 2 miles above the town. The conditions at the station are described 

in Water-Supply Paper No. 174, page 84.

Discharge measurements of Bio Salado near Guerrero, Tamaulipas, Mexico, in 1906.

[By D. de Lassaulx.]

Date.

January 22 ..............

March 6.................

April2... ...............

April 10... ..............

April 14.................

April 18.................

April 22.................

April 26.................

May 1.......... .........

May 10........-..-..--..

TWenr 14

May 21........ ..........

May24. .................

Mav28. .................

Area of 

section.

Sq. ft. 

1,128

1,115

1,099

1,075

1,074

1,053

1,031

1,030

1,248

1,109

1,095

1,059

1,060

1,051

1,006

982

969

956

938

887

865

868

849

851

1,101

990

871

850

906

836

889

1,268

1,256

860

Gage 

height.

Feet. 

2.5

2.4

2.3

2.2

2.2

2.1

1.9

1.9

3.0

2.3

2.3

2.2

2.2

2.2

2.1

1.9

1.8

1.7

1.6

1.5

1.4

1.3

1.2

1.2

1.1

1.1

1.7

1.2

1.1

1.4

1.0

1.3

3.3

3.3

1.2

Discharge.

Sec.-ft. 

358

334

308

 295

296

244

203

210

528

313

299

268

271

287 941;

209

181

165

1 4fi

143

100

125

123

110

110

00 "I

181

127

136

131

685

125

Date.

June 23..................

JulyS...................

July7. ..................

JulyS...................

July 21..................

July 29. .................

October 19...............

Area of 

section.

Sq.ft. 

826

73

72

74

54

55

1,374

3,141

2,3£9

2.437

2,302

2,371

2,357

2

OQQ

2

O CO

2,291

2 OQfi

2,616

2,363

2,549

2,333

2,597

2,364

2,300

2,194

2,165

2,149

2.102

Gage 

height.

Feet. 

1.0

0.6

0.3

0.0

-0.1

0.1

-0.4

-0.4

3.8

12.0

6.2 a4

as

5.9

6.2

6.1

5.5

5.6

5.7

7 2

6.2

6.6

6.6

6.6

6.1

6.1

7.3

6.2

5.9

5.6

5.5

5.2

5.1

5.0

Discharge.

Sec.-ft. 

114

a 45

a 33

a 20

a 15

a27

a 12

a 13

1,042

14, 792

3,037

3,336

3,725

2,700

3,114

2,913

2,875

2.334

2,706

2 77Q

4,856

3,134

3,990

3,981

2,922

2,958

5,060

3,192

2,772

2,566

2,415

1,956

1,928

Taken at rocks.
SAN JUAN EIVEE DRAINAGE BASIN. 75

Discharge measurements of Rio Salado near Guerrero, Taumalipas, Mexico, in 1906 

Continued.

Date.

October 29...............

Area of 

section.

Sq.ft. 

2,123

2,102

2,084

2,089

2,054

2,052

2,025

1,989

2,002

1,976

Gage 

height.

Feet. 

5.0

49

48

4.8

47

46

45

44

44

4.3

Discharge.

Sec.-ft. 

1,951

1,867

1,784

1,793

1,686

1,670

1 479

1 287

1,320

1.204

Date.

November *^9

Area of 

section.

Sq.ft. 

1,984

1,971

1,950

1,942

1,954

1 956

1,946

1,921

1,896

Gage 

height.

Feet. 

43

43

42

41

41

41

4.1

40a-s

Discharge.

Sec.-ft. 

1,216

1,226

1,014

1,026

1,008

1,005

991

903

832

Daily gage height, in feet, of Bio Salado, near Guerrero, Tamaulipas, Mexico, for 1906.

Day.

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

9

3.. ............ -

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

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

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

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

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

g

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

2.5

2.5

2.5

2.45

2.4

2.4

2 3

2 3

2.3

2 3

2.3

2 2

2.2-

2

2

2

2 1

2 05

2 0

1.95

1 9

1 9

1 9

1 9

1 Q

1 9

 1 9

Feb.

1.9

1.95

2.25

2.6

2.9

2.55

2.45

2.35

2.3

2.3

2.3

2 3

2 3

2 3

2 2

2 2

2 2

2.2

2.2

2.2

2 2

2.2

2.2

2.1

2 4

2.15

Mar.

2.05

2 0

2.0

2.0

2.0

1.9

1.85

1.8

1.8

1.8

1.8

1.75

1.7

1.7

1.7

1.7

1.6

1.6

1.6

1.6

1.6

1 K

1.5

1.5

1.5

1.5 1 f;

1.4

1.4

1.4

Apr.

1.4

1.3

1.3

1.3

1.3

1.3

1.2

1.2

1.25

1.2

1.2

1.2

1.1

1.1

1.0

1.0

1.0

1.1

1.2

1.2

1.4

2 9

2 75

2.2

1.85

1.6

1 A.*\

1 35

1 OP;

1.2

May.

1.2

1.2

1.15

1.1

1.1

1.1

1.0

1.0

1.25

1.35

1.2

1.15

1.1

1.0

1.0

0.9

0 9

1.0

1.3

2.7

3.2

3 1

40

3.6

9 1

1.7

1.35

1.15

O ne

0 8

0.7

June.

1.0

0.9

0.75

0.65

0.55

0.45

0.4

0.3

0.25

0.2

0.1

0.1

0.0

0 0

-0.05

-0.1

-0.15 -0 2

-0 05

0

0

0.25

0.15

0 05

-0 1

n 9

-0.3

0.4

-0.35

0.3

ft A

July.

-0.4

-0.4

-0.45

0.6

1.15

3.0

63

12 95

15.65

16.75

1495

13.65

13.1

7.65

6.7

6.6

6.45

6 2

63

6.35

6.55

7 Q

6 7

6 45

6.25

6 1

60

K or

5 7

5.95

Aug.

6.2

6.15

6.15

6.25

6.25

 6.1

6.0

5.85

5.75

5.65

5.6

5.75

6.1

5.8

5.65

5.6

5.5

5 5

60

6.15

63

5

C

5 85

5 9

5

7K

5.7

5

C

6.9

6.3

Sept.

6.1

6.15

6.05

7.0

6.45

6.55

6.2

6.7

6.9

6.55

6.5

6.35

6.75

6.5

6.45

6.4

6.25

6.1

6.65

6.25

6.1

6.25

7.05

6 7

6.15

60

5 9

5 85

5 75

Oct.

5.6

5.6

5.6

5.6

5.5

5.5-

5.45

5.4

5.4

5.3

5.2

5.2

5.2

5.2

5.1

5.1

5.2

5.1

5 0

5.0

5,0 f; n

5 0

49

A O

4 9

A. O

4 8

4 8

4 8

4.8

Nov.

4.8

475

47

47

47

4.7

46

4.6

4.6

4.6

4.6

4.5

45

45

45

4.45

4.4

4.4

4.4

44

44

4.4

4.3

4.3

4.3

4.3

43

4343 '

43

Dec.

4.3

4.3

4.3

4.3

4.2

4.2

4.2

4.2

4.2

4.2

4.1

4.1

4.1

41

4 1

4.1

4.1

4.1

4.1

4.1

4.1

4.1

4.0

4.0

4.0

4.0

4.0

4.0

3.9

3.9

3.9

SAN" JUAN RIVER DRAINAGE BASIN. 

RIO SAN JUAN NEAR SANTA ROSALIA RANCH, TAMAULIPAS, MEXICO.

This station was established in 1900 by -the International (Water) 

Boundary Commission. The San Juan is a long torrential stream 

entering the Rio Grande 15 miles below Roma and 790 miles by 

river below El Paso. Six miles above its mouth is the town of 

Camargo. The station was first placed 12 miles above Camargo, 

but in time of heavy flood in the Rio Grande backwater reached 

the station, and on July 14, 1902, it was moved 6 miles farther
76 SUEFACE WATEE SUPPLY, 1906.

upstream to its present location. It is now above backwater. The 

conditions at the station are described in Water-Supply Paper No. 

174, page 87.

Discharge measurements of Rio San Juan near Santa Rosalia Ranch, Tamaulipas, Mexico,

in 1906.

[By S. Jaso.]

Date.

March 28 ................

Aprils..................

April 22. ................

April 23. ................

May 19. .................

May28. .................

May 31 ..................

July2. ..................

July5...................

July 9 ...................

July 10 ..................

July 14. .................

July 19 ..................

July 23 ..................

July 27 ..................

July 30 ..................

Julv 31 ..................

Area of 

section.

Sq. ft.

577

494

471

430

3Q1

375

369

Q7Q

577

548

498

480

488

760

626

541

494

415

416

399

358

qqn

319

97 *;

271

2,457

1,345

720

514

418

394

749

ARK.

365

308

95fi

236

226

212

928

74 c

278

375

1,110

299

ACLA

395

9QQ

698

1,148

442

847

Gage 

height.

Feet. 

3.5

3.2 ai

2.9

2.7

2.6

2.5

5.8

ae

3.5

3.2

3.1

3.2

475

40

3.4

2.6

2.6

2.5

2.3

2.1

2.0

1.7

1.7

12.5

7 9^

44

a 25

2.65

2.4

4 1

Q n

1.9

1.5

1.3

1.2

1.1

q 7

5.45

A EC

1.7

6.8

9 7*.

2.15

q qe

2.85

2 2

46

&9 a2

5.4

Discharge.

Sec.-ft. 

487

374

317

259

211

187

171

1,711

510

477

401

347

366

994

660

426

359

250

233

196

149

107

125

72

79

5,968

2,826

877

412

245

203

887

311

147

111

78

59

28

18

529

1,834

1,079

53

6,499

220

2,434

284

136

464

311

1 Pi3

1,119

2,266

394

1,865

Date.

September 28 ............

October 10...............

October 16. ..............

October 19. ..............

October 25. ..............

October 28. ..............

Area of 

section.

Sq. ft. 

346

257

203

648

3,600

1,055

652

1,962

844

509

853

1,586

2,236

693

476

356

351

488

401

1,011

3,132

3,476

936

732

789

1,063

679

 549

486

492

693

608

476

436

429

697

581

477

591

485

468

393

401

441

429

415

410

750

546

483

479

459

432

410

height.

Feet. 

2.7

2.1

1.7

445

20.0

6.7

445

11.65

5.55

a 65

5.55

9.65

13.6

4.75

3.55

2.8

2.8

3.75

3.3

7.4

21.0

22.6

6.85

49

495

6.6

45

3-85

3.6

3.55

46

41

3.4

3.15

3.0

465

a 95

3.4

4.0

3.6

3.3

ao

3.0

3.1

ao

3.0 2.9"

475

asa4

ass a2ai

2.9

Discharge.

Sec.-ft. 

310

146

81

1,347

16,080

2,430

947

5,642

1,623

560

1,644

4,560

7,223

1,286

554

290

293

592

446

2,339

9,804

12, 166

2.284

1,219

1,330

2,272

966

610

499

492

1,012

726

424

373

3d9

976

648

450

675

354

288

203

217

236

298

337

293

1,004

. 533

411

401

366

319

267
PECOS RIVER DRAINAGE BASIN. 77

Daily gage height, in feet, of Rio San Juan near Santa Rosalia Ranch, Tamaiilipas, Mexico,

for 1906.

Day.

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

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

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

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

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

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

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

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

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

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

11...............

12...............

13...............

14...............

IS...............

16...............

17...............

18...............

1Q

20. ..............

21..............

22...............

23. ..............

24

25...............

26...............

27...............

28...... .........

29...............

30. ..............

31...............

Jan.

3.5

3.45

3.4

3.45

3.3

3.2

3.2

3.2

3.2

3.15

s 1

3.1

3.1

3.1

3.1

3.0

2.9

2 9

<> g

2.8

2.7

2.6

2.6

2.6

2.6

2.6

2.6

2.5

Feb.

2.5

2.6

2.8

5.8

4.6

3.8

3.65

3.6

3.55

3.5

s <;

3.5

3.5

S 4

3.25

3.2

3.1

3.1

s 1

3.1

S 7

3.55

3.35

3.3

3.2

3.2

4.4

Mar.

4.8

4 S

3.95

3.75

3.6

3.5

3.5

3.4

3.4

3.3

3 s

 } 9

3.2

s 1

3.0

2.9

2.8

2.7

2.7

2.65

2.7

2.7

2.6

2.6

2.6

9 <;

2.5

2.4

 2.35

9 S

Apr.

2.2

2.2

2.2

2.1

2.1

2.1

2.1

2.1

2.05

2.0

1 Q

1.85

1.8

1.7

1.7

1.6

1.7

1.7

1.7

1.7

9 3

9 9

8.4

6.1

<; 9

4.7

4 IE;

s Q<;

3.75

May.

3.55

3.35

3.25

3.2

3.05

2.9

2.8

2.65

2.6

2.55

9 <;

2.4

2.4

2 4

2.4

2.4

9 3

3.85

4.7

4.3

3

f\K

2.5

2.85

3 1 *

9 Q

2 7

2.45

2.25

2 AC

1 ftfi

June.

1.75

1.7

1.6

1.5

1.45

1.4

1.4

1.3

1.3

1.3

1.25

1.2

1.2 1 i <;

1.1

1.1

1.0

1.0

3.4

2.7

2.3

1.9

1.6

3.95

9 Q

4.4 i 9*;

2.45

1.95

July.

1.85

1.65

1.45

9.65

9.4

5.2

3.75

3.4

2.55

4.5

5.2

4.1

3.25

2.7

2.4

2.3

2.45

2.5

2.1

1.85

2.8

3.65

3.3

2.9

2.6

2.85

2.65

2.35

2 15

4.2

Aug.

2.9

4.75

5.6

3.95

3.25

2.95

2.5

3.6

4.1

2.85

3.1

2.9

2.3

2.1

1.9

1.8

1.7

2.0

3.8

19.8

17.75

9.85

6.35

5.25

48

4.45

4.5

Q 9

5.65

4.55

3.85

Sept.

3.65

3.4

5.0

5.7

3.6

12.6

13.0

6.5

4.9

465

4.0

3.55

3.4

3.2

2.95

2.75

2.6

2 45

2.8

3.1

3.6

4.4

7.3

20 0

21.8

11.85

8.85

695

6.15

5.55

Oct.

5.0

47

455

4.75

6.05

5.15

445

4.15

3.95

3.85

3.7

3.6

3.6

3.5

3.45

3.5

4.35

4.6

4.05

3.7

3.6

3.35

3.3

3.2

3.15

3.1

3.1

3 0

2.95

45

3.9

Nov.

3.65

3.5

3.45

3.4

3.4

3.45

3.85

40

3.95

3.85

3.7

3.6

3.6

3.6

3.6

3.5

3.4

3.3

3.2

3.1

3.0

3 0

3.0

3.0

»3.0

3.0

2.9

3.1

3.1

3.1

Dec.

3.05

3.1

3.1

3.1

3.0

3.0

3 0

3.0

30

3.0

3.0

2.95

4.9

415

3.8

3.65

3.5

3.4

3.4

3.4

3.4

3.35

3.3

3.3

3.2

3.2

3.15

3.1

3.05

3.0

2.9

PECOS RIVER DRAINAGE BASEST.

DESCRIPTION OF BASIN.

Pecos River rises in the northeastern part of New Mexico and flows 

in a general southerly direction through the southeastern part of that 

Territory, crossing the western prolongation of Texas, and finally 

entering the Rio Grande at a point about one-third way up from the 

mouth of that stream. It is supplied to a considerable extent by 

water from large springs in the limestone rocks of the region. These 

maintain the perennial flow of the river, the run-off from the catchment basin being irregular in character and diminishing at times to a 

relatively small amount.

Large irrigation works which have been constructed in the vicinity 

of Roswell utilize the greater part of the summer flow of the river, so 

that during the dry season of the year little water crosses the Texas 

line. Between Carlsbad and the Texas State line there are several 

reenforcing springs. The water that flows in the stream is largely 

derived from the seepage of irrigated lands above and is often heavily 

charged with alkaline salts. Irrigation canals have been constructed 

along the valley in Texas, principally near the town of Pecos, at the 

crossing of the Texas and Pacific Railroad. The most important of 

these is the Margueretta canal system. The valley is fertile, and 

where properly irrigated large crops are produced.
78 SURFACE WATER SUPPLY, 1906.

PECOS RIVER AT SANTA ROSA, N. MEX.

This station was established May 5, 1903. It was originally located 

at the bridge of the Chicago, Rock Island and Pacific Railway, but 

was moved later in the year to a point 335 feet above the railway 

bridge. The conditions at the station and the bench marks are 

described in Water-Supply Paper No. 174, page 93, where are given 

also references to publications that contain data for previous years.

Discharge measurements of Pecos River at Santa Rosa, N. Mex., in 1906.

Date.

April 12. .......

April 30........

May 30-. .......

May 30.........

July 22.........

July 22.. .......

July 23.........

July 23.........

July 23. ........

July 24.........

October 27 a....

Hydrographer.

.....do.........................................

.....do.........................................

.....do.........................................

J. M. Giles......... . ..... ...................

.....do........................ .................

.....do.........................................

.....do.........................................

J. M. Giles .....................................

.....do.........................................

.....do.........................................

.....do.........................................

.....do.........................................

.....do.........................................

.....do.........................................

William A. Lamb .............................

Width.

Ftet. 

32

78

87

87

88

88

90

90

20

77

77

63

94

94

76

62

18

Area of 

section.

Sq.ft. 

12

77

87

QO

106

101

102

10

62

50

156

85

50

14

Gage 

height.

Feet. 

0.55

1.70

1.85

1 £9

2.00

2.00

2.00

1.95

.95

1.45

1.30

2.35

2.15

1.70

1.30

1.02

Discharge.

Sec.-ft. 

12

288

349

498

490

423

392

18

240

183

125

832

348

88

23

a Measured by wading. 

Daily gage height, in feet, of Pecos River at Santa Rosa, N. Hex., for 1906.

Day.

 >

3...............

4...............

5...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

15...............

18...............

1Q

20...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

0.6

.6

.6

.6

.6

.6

.6

.6

.fi

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

Feb.

0.6

.6

.6

.fi

.6

.5

.5

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.5

.5

.6-.6

Mar.

0.6

.5

.6

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

1.1

Apr.

1.6

1.6

1.6

1.6

1.7

1.7

1.7

1.6

1 ft

1 Q

1 ft

1.8

1.7

1 Q

1.8

1 ft

1 Q

2.1

2 A

2.0

9 ft

2.2

2.0

2.0

2.0

2.0

May.

1 Q

1.9

1.9

2.0

2.0

2.0

2.0

2.0

2.0

2.3

2.5

2.5

2.3

2.2

2.2

2

0

2 9

2.2

2.2

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2,0

June.

2.0

2.0

2.0

2.0

2.0

2.0

1.9

1.9

2.0

2.0

2.0

2.0

4.5

2.0

2.0

2.0

2.0

2.0

1.8

1.8

1.6

1.6

1.2

1.2

1.0

1.2

1.0

.8

.6

July.

0.8

.8

2.5

1.5

1.3

.8

1.5

1.5

2.0

3.0

2.0

2.0

1.3

1.3

1.3

9 ft

3.0

2 A

2.0

1.7

1.4

2.5

1.5

1.5

1.2

1.1

1.3

1.2

1.2

2.0

Aug.

1.7

1.4

2.3

1.4

1.6

1.9

1.6

3.6

1.6

1.7

1.4

1.3

1.2

1.0

O QK

n

OK

.85

.85

.9

.9

.95

.95

.95

.95

.95

.9

Sept.

n o

.95

.95

.95

.85

1.3

.95

.85

.85

.85

.85

.85

.85

.9

,85

OK

,9

.85

.85

.85

.85

.85

.85

.95

1.1

1.0

1.3

1.2

Oct.

1 ^

1.0

1.0

1.0

1.5

1.4

1.3

1.2

1.2

1.1

1.1

1.0

1.1

1.1

1.1

1.0

g

.85

.85

.85

1.1

1.1

.9

.85

1.0

1.1

Nov.

1.1

1.2

1.2

1.3

1.3

1.2

1.2

1 2

1.2

1.2

1.2

1.1

1.1

1.1

1.1

.85

.85

1.2

1.2

1.2

1.2

1.2

1.1

1.2

1.3

1.2

1.3

Dec.

1.5

1.4

1.4

2.5

2.1

1 Q

1.7

1.6

1.7

1.5

1.5

1.4

1.3

g

QC

QC

.85

1.0

.9

.9

.9

.85

.85

.85

.85

.85
PECOS BIVEE DRAINAGE BASIK. 79

Daily discharge in second-feet of Pecos River at Santa Rosa, N. Hex., for 1906.

Day.

1...... .........

3...............

4...............

6...............

7

8...............

9.. .............

10. ..............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

99

23...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

Feb.

14

14

14

14

14

10

10

14

14

14

14

14

14

14

14

14

14

14

10

10

14

14

Mar.

14

10

10

14

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

85

85

Apr.

°50

250

ogg

288

288

250

288

qoc

370

325

275

335

335

335

410

J7K

485

6°0

6°0

485

495

May.

425

J.9^

480

480

480

480

480

700

830

830

830

680

603

585

585

585

440

440

440

423

423

423

423

June.

423

490

460

395

OQK

460

460

490

490

2,470

490

490

530

390

80

on

32

100

32

6

July.

12

245

1 JK

12

245

°45

245

570

1,370

570

570

145

145

145

570

1,370

570

365

1QK

°45

100

50

125

85

85

535

Aug.

320

740

165

260

300

425

1,750

240

280

128

128

88

58

22

18

15

15

13

13

13

15

1 K

15

18

18

18

18

18

15

Sept.

15

18

18

18

13

88

36

18

13

13

13

13

13

13

15

13

13

15

15

13

13

13

13

13

13

18

36

22

88

58

Oct.

88

36

22

22

22

120

160

120

88

58

58

58

36

36

36

22

36

36

36

90

15

13

13

13

36

36

15

13

22

36

36

Nov.

36

58

58

58

58

88

88

58

58

58

58

58

58

36

36

36

36

36

13

13

58

58

58

58

58

36

58

88

58

88

Dee.

160

120

160

120

120

s:o

520

380

260

205

260

160

160

120

120

120

88

15

13

13

13

13

22

15

15

15

13

13

13

13

13

NOTE. These discharges were obtained by the indirect method for shifting channels.

Monthly discharge of Pecos River at Santa Rosa, N. Hex., for 1906.

Month.

April. ...................................................

July. ..............................................

December .................................... ....

Discharge in second-feet.

Maximum.

14 

14 

85 

620 

830 

2,470 

1,370 

1,750 

88 

160 

88 

810

2,470

Minimum.

14 

10 

10 

250 423" 

6 

12 

13 

13 

13 

13 

13

6

Mean.

14 

13.3 

15.1 

374 

544 

399 

377 

179 

22 4 

43^9 

53.9 

132

181

Total in 

acre-feet.

861 

739 

928 

22, 300 

33,400 

23, 700 

23, 200 

11,000 

1,330 

2,700 

3,210 

8,120

131,000

NOTE. Values are rated as follows: January to March and August to December, approximate; April 

to July, fair.

PEOOS RIVER NEAR FORT SUMNER, N. MEX.

This station was established June 12, 1904, by Earl Patterson. It 

is located about 12 miles northwest of Fort Summer, N. Mex., and 45 

miles south of Santa Rosa, N. Mex., the nearest railway station. It 

was originally located 1 mile upstream from the spring, trees, and 

houses known as Arinosa, but was relocated July 5, 1905, near the
80 SURFACE WATER SUPPLY, 1906.

spring. The conditions at the station and the bench marks are 

described in Water-Supply Paper No. 174, page 95, where are given 

also references to publications that contain data for previous years.

Discharge measurements of Pecos River near Fort Sumner, N. Hex., in 1906.

Date.

April 10........

May9. .........

May 17.........

May 31 .........

July 6..........

July 7..........

July 9. .........

July 9..........

July 9..........

July 10.........

July 25 .........

October 29. ....

Hydrographer.

.....do.........................................

.....do.........................................

.....do.........................................

.....do.........................................

.....do.........................................

.....do.........................................

.....do.........................................

.....do.........................................

.....do.........................................

J. M. Giles. ....................................

.....do.........................................

.....do................. .......................

..... do.. .................. .....................

.....do.........................................

.....do.........................................

.....do.........................................

.....do.........................................

Width.

Feet. 

108

169

188

185

190

184

122

133

131

134

200

200

200

190

122

116

120

Area of 

section.

Sq.ft. 

70

73

132

208

171

181

152

121

59

86

89

398

460

407

396

128

123

121

63

66

Gage 

height.

Feet. 

1.68

1.60

1.94

2.25

2.13

2.05

2.04

2.00

1.65

1.81

1.74

2.55

2.65

2.40

2.30

2.10

1.95

2.05

1.89

1.90

Discharge.

Sfc.-jt. 

84

81

309

628

596

462

374

299

85

209

182

2,140

2,650

1,970

1,480

320

335 too

88

106

Daily gage height, in feet, of Pecos River near Fort Sumner, N. Mex.,for 1906.

Day.

1...............

2...............

4. ..............

5...............

6...............

8...............

9.. .............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

33...............

24. ..............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

o 40

2.45

9 ^/i

2 30

2.20

2 30

2 35

2 05

2 20

1.85

1.80

1.70

1.70

1.60

1.70

1.65

1.75

1.75

1 75

1.70

1 70

1.75

1 75

1.80

1.75

Feb.

1.70

1.75

1.75

1.70

1.75

1.75

1.75

1 ftfl

1 Sn

1.75

1.75

1 7^

1.70

1.70

1.70

1.70

1 70

1.75

1.70

1.65

1.65

1.65

1.70

1.65

1.65

.......

Mar.

1.65

1.65

1.60

1.65

1.65

1.65

1.70

1.70

1.70

1.70

1.65

1.65

1.65

1.70

1.65

1.70

1.70

1.75

1.70

1.70

1 65

1.65

1.60

1.60

1 70

1 70

1 75

1.80

Apr.

1.80

1.85

1.80

1 95

1 QC

1.95

i on

1 90

1 90

1 O^

2 00

2 10

2 in

1.95

i o^i

2 AC

1.95

2 Aft

1 95

2 AC

2

1 A

2 on

2 10

2 05

2

AA

2 00

May.

1 Of*

9 ftf*

1 95

1.95

2.05

2 AC

2 Oft,

9 15

2 20

9 30

9 30

2 On

2 15

2.20

2 15

9 9K,

2 On

2 25

2 OK

2 20

9 in

2 AA

9 in

2

AA

2.05

June.

i 05

2.20

2

nc

2.25

2.10

2 1 n

2 fin

2

AA

2 1 n

9 ^f*

2 40

2 AC

9 nn

2 AA

2 05

2 ftfl

2.05

9 nn

1.95

1 90

1 90

1.80

1 75

1 70

July.

1.70

1.62

2.58

1.92

1.88

1.72

2 62

2.22

1 Q9

2.18

1.78 1 9°

1.92

1.68 1 on

2 02

i Q9

1 O9

2 99

1.98

2

nn

1 QQ

2 00

1 95

1.90

Aug.

2.10

2.02

2.12

2.32

2.28

2.38

2 05

2 00

2.48

2.02

1 98

1.92

1 90

1.92

1 90

I on

1 90

I

CO

i on

1 ftn

1 80

1 QC

2 no

I

Ofl

1 on

1 95

1.95

1 90

1.92

Sept.

1.92

1.95

1.95

2 02

2.00

2.00

1 Q9

2 00

"i QK

1 90

1 98

2 fln

1 95

1 Q9

1 98

1 95

2

nn

2 00

2

nn

1.95

1 on

1 90

2

fln

1 9^

1 95

1 90

Oct.

2.00

2 02

1.98

2.18

2.02

2.10

2 00

2.02

9 00

2 00

1 98

1

OQ

1.70

1.80

I

on

1 82

1.88

1.80

1.80

1 QC

1 O9

1 90

1 on

1.92

1.90

Nov.

1.92

1.95

1.95

1.95

1.92

1.92

1.90

1.95

1 90

I.S2

1.92

1 90

1.85

1.82

1.85

1.80

1.88

.88

1.88

1.88

1.85

1.80

1 QO

1 88

1 Of*

1 95

1 Qf*

2 00

.......

Dec.

2.10

2.02

2 00

2.02

2.05

2.50

2 32

2 02

2 05

0 19

2.02

2 02

1 98

2.05

2 10

2.15

2 10

2 15

9 Qg

2 02

1.98

1.95

200

1 95

1 09

1 90

1 90

1 95

1.92

1.95
PECOS RIVER DRAINAGE BASIN. 81

Daily discharge, in second-feet, of Pecos River near Fort Sumner, N. Hex., for 1906.

Day.

1... ............

2...............

3...............

4...............

5.. ............ .

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17.. .............

18. ..............

in

20...............

21...............

22...............

23...............

24...............

25...............

26. ..............

27...............

28...............

29...............

30...............

31...............

Jan.

1,600

1,820

2,050

980

1,290

1,460

980

610

980

320

270

170

170

170

170

170

130

100

170

170

130

215

215

215

170

170

215

215

210

165

Feb.

130

165

165

10rt

165

165

165

210

210

165

165

165

210

130

130

130

130

130

165

130

95

95

95

130

130

95

68

68

Mar.

68

68

40

40

68

68

68

95

95

95

95

68

68

73

110

73

50

120

120

120

158

132

98

98

81

81

150

1 CA

172

220

Apr.

220

945

198

qfin

340

340

280

265

265

345

385

460

KAf\

AQK

298

298

420

QCA

350

298

380

460

380

630

4fiO

380 3^0

290

May.

240

240

94ft

290

320

540

265

460

590

860

860

800

920

640

74n

640

860

1,000

860

860

860

740

540

390

540

390

3on

460

June.

460

720

440

onn

500

340

480

330

330

455

455

455

970

1,100

370

305

305

365

300

360

330

270

220

240

195

170

170

135

115

115

July.

115

70

940

2,100

325

280

182

3,600

2,470

1,200

480

1,410

890 °30

390

390

100

290

440

440

225

225

335

490

320

195

215

235

250

205

160

Aug.

425

320

450

630

760

1,130

410

345

1,470

430

370

250

230

250

230

200

200

135

120

120

120

160

220

210

280

240

165

210

210

165

150

Sept..

150

175

175

240

220

220

150

170

130

170

110

100

155

170

170

130

110

155

130

170

170

170

1,440

130

100

100

170

110

130

100

Oct.

170

190

220

155

360

190

270

170

190

190

170

180

165

95

50

60

60

60

60

60

95

60

60

60

CO

80

120

106

106

120

106

Nov.

120

140

140

140

120

120

106

140

106

120

120

106

75

60

75

95

60

60

95

95

95

95

75

60

60

95

140

140

140

180

Dec.

280

200

180

200

225

1,000

£90

200

225

300

200

200

165

180

225

280

340

280

340

260

200

165

140

180

140

120

106

106

140

120

140

NOTE. These"discharges were obtained by the indirect method for shifting channels.

Monthly discharge of Pecos River near Fort Sumner, N. Hex., for 1906.

Month.

March. ........................................... ......

May.....................................................

July.....................................................

September. ..............................................

The year. .........................................

Discharge in second-feet.

Maximum.

2,050 

210 

220 

630 

1,000 

1,100 

3,600 

1,470 

1,440 

360 

180 

1,000

3,600

Minimum.

100 

68 

40 

198 

240 

115 

70 

120 

100 

50 

60 

106

40

Mean.

548 

140 

99.2 

357 

578 

393 

619 

342 

194 

130 

106 

240

312

Total in 

acre-feet.

33,700 

7,780 

6,100 

21,200 

35,500 

23,400 

38,100 

21,000 

11,500 

7,990 

6,310 

14,800

227,000

NOTE. Values are rated as follows: January to April and August to December, approximate; May 

to July, lair.

PECOS EIVEE NEAR EOS WELL, N. MEX.

This station was established April 24, 1903, and was discontinued 

June 30, 1906. It is located at the highway bridge 8 miles southeast 

of Koswell, N. Mex., and about 200 feet below the mouth of Hondo 

River. The conditions at the station and the bench marks are 

described in Water-Supply Paper No. 174, page 97, where are given 

also references to publications that contain data for previous years.

8077 IBR 210 07 6
82 SURFACE WATER SUPPLY, 1906.

Discharge measurements of Pecos River near Roswell, N. Mex., in 1906.

Date.

March 29..... .

April 7........

April 7........

April 25.......

April 30...... .

May 14........

Mavl9........

Hydrographer.

.. ..do........ . ..............................

.. ..do.......... ... ...........................

J. M. Giles ..... ...............................

.....do.........................................

.... .do... ................................... ...

-....do.........................................

..... do.. .......................................

.....do.........................................

E. C. Murphy..................................

J. M. Giles .....................................

.....do.........................................

.....do.........................................

.....do.........................................

.....do.........----..-............--..--.......

.....do......... ...---...-..-.....---...-..---.

Width.

Feet. 

193

178

126

97

160

129

111

104

75

218

236

130

142

133

130

146

124

180

228

Area of 

section .

Sq.ft. 

351

281

212

201

256

199

169

118

72

461

591

331

2<29

298

183

284

257

187

303

height.

Feet. 

2.70

2.50

2.48

2.42

2.60

2.40

2.25

1.90

2.00

3.00

3.14

2.80

2.83

3.00

2.80

3.26

3.12

2.89

3.42

Discharge.

Sec.-ft. 

537

337

314

266

310

254

202

69

94

782

1,140

575

483

539

398

686

529

283

777

Drily gage height and discharge of Pecos River near Roswell, N. Mex., for 1906.

Day.

1... ........

2..............

3..............

4.............

5.............

6.............

7.............

8... .........

9..............

10..............

11..............

12..............

13. .............

14..............

15. .............

16..............

17..............

18..............

19..............

20. .............

21..............

23..............

24..............

25..............

26. .............

27. .............

28. .............

29..............

30..............

01

January.

II

0_g

Feet. 

2.4

2 4

2^4 

2.4 

2.4

2.4 

2.5 

2.5 

2.5 

2.5

2.6 

2.6 

2.7

2.7 

2.7

2.7 

2.6 

2.6 

2.5 

2.4

2.4 

2.4 

2.4 

2.4

2. 4

2.5 

2.5 

2.5 

2.5 

2.5 

2.5

O) sbff Q.3

o

Sec.-ft. 

275 

275 

275 

275 

275

335 

335 

335 

335

415 

415 

500- 

500 

500

500 

415 

415 

335

275

275 

275 

275 

275 

275

335 

335 

335 

335 

335 

335

February.

II O a

Feet.

2.5 

2.5 

2.5 

2.5

2.5 

2.4 

2.4 

2.4 

2.4

2.4 

2.4 

2.4 

2.5 

2.5

2.5 

2.5 

2.5

2.5

2.5 

2.4 

2.4 

2.4

±j. O

2.3 

2.3 

2.3

fi|

O

Sec.-ft. 

335 

335 

335 

335 

335

335

275 

275 

275 

275

275 

275 

275 

335 

335

335 

335 

335 

335 

335

335

275 

275 

275 

220

220 

220 

220

March.

IIo_§

Feet. 

2.3 

2.3

2/2

2'. 2 

2.2 

2.2

2. 2 

2.2 

2.0 

2.0

1.9 

1.9 

1.9 

1.9 

1.9

1.9 

1.9 

1.9 

2.0 

2.0

2.0 

2.0 

2.0 

2.0 

2.0 

2.0

SJ 

M ^

5 * ".a

o

Sec.-ft. 

220 

220 

170 

170 

170

170 

170 

170 

170 

170

170 

170 

170 

94 

94

69 

69 

69 

69 

69

69 

69 

69 

94 

94

94 

94 

94 

94 

94

April.

§>s

°'| is bfl

Feet. 

2.0 

2.0 

2.0 

2.0 

2.0

2.2 

3.0

2.7 

2.6 

2.4

2.4

2.4 

2.4 

2.4 

2.4

2.6 

2.8 

2.8 

3.0 

3.0

3.0 

£.8 

3.0 

3.0

2.8

2

0 

, O

2.8 

3.0 

3.0 

2.9

°l&

sec t

94 

94 

94 

94

170 

830 

500 

415 

275

250 

250 

250 

250 

250

360 

520 

520 

730 

680

680 

480 

680 

650 

460

460 

415 

580 

580 

460

May.

II

O 03

Feet. 

2.9 

" 2.9 

2.9

2.7 

2.7

2.8 

2.8 

2.8 

3.4 

3.2

3.1 

3.0 

3.0 

3.7 

3.3

3.2 

3.2 

3.2 

3.3 

3.4

3.2 

3.3 

3.3 

3.3 

3.3

3.2 

3.1 

3.1 

3.0 

3.0 

3.0

J,&> 

5 1

Sec.-ft. 

4bO 

460 

470 

325 

325

400 

370 

370 

960 

700

590 

470 

470 

1,380 

740

620 

620 

620 

720 

850

615 

720 

700 

700 

700

590 

500 

500 

400 

400 

^00

June.

<»£ 

SP§

Ojg

Feet. 

2.9 

2.9 

3.5 

3.3 

3.1

3.1 

2.8

2.7 

2.7 

2.7

2.9 

2.9 

2.9 

3.0 

3.9

3.4 

3.2 

3.0 

3.5 

3.2

2.8 

2.7 

2.6 

2.5 

2.5

2.5 

2.5 

2.7 

2.5 

2.5

01

.2- aso

Sec.-ft. 

330 

330 

930 

650 

460

460 

260 

200 

190 

190

300 

300 

300 

380 

1,600

770 

550 

380 

K90 

550

250 

200 

150 

110 

110

110 

110 

200 

170 

110

NOTE. The discharges were obtained by the indirect method for shifting channels.
PEC OS RIVER DRAINAGE BASIN. 

Monthly discharge of Pecos River near Roswell, N. Mex., for 1906.

Month.

Disehar|!*e in second-feet.

Maximum.

500 

335 

220 

830 

1,380 

1,600

Minimum.

275 

220 

69 

94 

325 

110

i

Mean.

343 

297 

123 

406 

585 

385

Total in 

acre-feet.

21,100 

16,500 

7,560 

24,200 

36,000 

22,900

128,000

NOTE. Values are rated as good.

PECOS RIVER NEAR DAYTON, N. MEX.

This station was established March 24, 1905, about 3 miles east of 

Dayton, N. Mex., 100 feet below the mouth of Penasco River and 

about 6 miles above McMillan dam at Lakewood, N. Mex. The gage 

was washed out September 6, 1905, and the station was relocated 

September 7, 1905, about one-half mile upstream. The conditions 

at the station and the bench marks are described in Watel-Supply 

Paper No. 174, page 99.

Discharge measurements of Pecos River near Dayton, N. Mex., in 1906.

Date.

March 20.......

March 24. ......

March 29.......

April 20. .......

Mayl. .........

May 4. .........

May 10.. .......

May 15.........

June 12. ........

July 12.........

July 12. ........

July 13.........

July 28.........

August 8.......

October 30.....

Hydrographer.

.....do.........................................

J. M. Giles.....................................

.....do.........................................

J. M. Giles. ....................................

.....do.........................................

J. M. Giles. ....................................

.....do.........................................

.....do.........................................

.....do.........................................

J. M. Giles. ....................................

J. M. Giles. . ....................................

E. Patterson. .................................

.....do.........................................

J. M. Giles. ....................................

.....do.........................................

.....do.........................................

.....do.........................................

J. M. Giles. ....................................

.....do.........................................

.....do.........................................

.....do.........................................

.....do.........................................

.....do.........................................

.....do.........................................

Width.

Feet. 

. 106

112

88

88

98

94

105

82

78

77

61

61

61

64

171

162

121

147

161

122

118

120

121

173

173

127

113

121

58

100

Area of 

section.

Sq.ft. 

242

275

216

223

222

212

234

202

176

171

112

112

118

122

139

373

295

251

274

329

290

196

189

151

674

600

472

189

282

94

148

Gage 

height.

Feet. 

2.75

3.10

2.52

2.57

2.85

2.80

2.95

2.65

2.40

2.40

1.80

1.77

1.85

1.80

2.15

3.62

3.38

3.08

3.20

3.68

3.47

2.73

2.66

2.35

4.53

4.36

4.05

2.80

3.50

1.84

2.50

Discharge.

Sec.-ft. 

428

594

329

358

397

394

466

350

295

278

119

131

142

150

201

730

544

441

499

713

429

258

264

174

1,510

1,370

1,040

266

510

95

197
84 SURFACE WATER SUPPLY, 1906.

Daily gage height, in feet, of Pecos River near Dayton, N. Mex.,for 1906.

Day. Jan.

1

2................ 2.9

3............... 2.5

4............... 2.6

5............... 2.7

0............... 2.5 

1...............' 2.5 

8. .............. 2. 6 

9............... 2.5 

10............... 2.5

11....... ....... 2.8 

12. .............. 3. 0 

13 ° 9

14............... 3.4 

15...... ........ 2.9

16............... 3.4 

17............... 2.9

18............... 3.1

19............... 3.1 

20................ 3.1

21............... 2.8

22............... 2.5

23............... 2.7

24. .............. 2. 7

25.........."..... 2.7

26............... 2.7

27............... 2.6

28............... 2.6 

29............... 2.6 

30. .............. 2. 6

31............... 2.6

Feb.

0 -

9 7

2.7

2.7

2.7

5! 6

2L 5 

2.6

2.0 

2.7 

2.7

H2. 7 

2.7

2.7 

2.7

2.7

2.7

2.7

o 4

2.5

2 4

2.4

2.5

2.4

Mar.

2.4

2.4

2.4

2.3

£3 

2.3 

2.3

2.3 

2.3

2.3

1.9 

1.8

1.8

If

1

Q

1.8

1.8

1.8

1 9

1.9

1 Q

1.8 

1.8 

1.8

1.8

Apr.

1.7

2.1

3.7 

3.6 

3.6 

3.6 

3.4

3.1

2.8 

2.6

2. S

3.3

3.5

3.5 

3.5

3.8

3.4

0 A

3.4

3.4 

3.4 

3.5

May.

3

0

3.3

3.1

2.9 

2.9 

2.8 

3.0

3.4 

3.5

3.5

3.8 

3.8

3.7

3.6 

3.5

3.5

4.0

4.0

4.0

3.6 

3.6 

3.2

June.

o n

Q n

3.2

4.0

3.3

3.4 

3.6 

3.2 

3.1

3.0 

2.9 

2.9

2.8 

2.7

2.7

2.7

2.7

2.7

2.7 9 7

2.7

2.5

2.4 

2.3 

2.2

July.

o 1

0 J

2.1

2.0

3.65 

3.7 

3.3 

3.2 

2.9

5.0 

4.6 

4.1

3.7 

4.0

3.6 

4.6

5.8

3^8

3.6

3.4

3.1

2.8

9 7

2.0

3.2

2.8 

2.6 

2.0

3.1

Aug.

2.2

2.0

2.5

2.6

3.0

3.4 

3.4 

2.6 

2.9 

3.1

3.0 

3.9

 ? 7

3.4 

3.0

3.0

2.6

2.5

2.2

2.1

2.0

2 4

2.5

2.6 

3.0 

2.3

2.6

Sept.

2.4

2.0

1.9

1.9

1.8

1.8 

1.8

L9 

1.8

1.8 

\\! ?

1.7 

1.8

1.8

2. w 

2.6

2.4

2.2

9 9

2.0

2.1

2.1

2.4 

2.3

Oct.

2 °

2.4

2.4

2 2

2. 4 

2^4 

2.4 

2.4

2.4 

2.4 

2.4

2.7 

2.6

2.6

2.4 

2.4

2 4

2.4

2.5

2.5

2.5

2.5

2.7 

2.6

2.5

Nov.

2.5

2.5

2.5

3.4

2.9

2.9 

2.9 

2.9 

2.9 

2.9

2.9 

2.9 

2.9

2.9 

2.9

2.9 

2.9

2.9

3.2 

3.5

3.5

3.5

3.4

3.3

3.3

3.4

3.9

4.0 

3.9 

3.8

Dee.

4.0

4.7

4.5

4.3

4.0

3.8 

3.5 

3.4 

4.3 

4.3

4.0 

4.0 

3.9

3.7 

3.4

3.4 

3.6

3.8

3.5 

3.5

3.4

2.9

3.4

3.0

 3.0

3.0

3.4 

3.1 

3.2

3.3

Daily discharge, in second-feet, of Pecos River near Dayton, N. Hex., for 1906.

Day.

l............:..

3...............

4...............

5...............

6..... .... ...

7.. .............

8.......... . ..

9...............

10. ..............

11...............

12...............

13...............

14...............

15...............

16...............

17.......... ...

18...............

19...............

20. .............

21...............

22...............

23...............

24. ..............

25.......... ....

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

3">5

500

325

365

325

325

325

450

540

500

750

500

750

500

600

600

600

325

410

410

410

365

365

Feb.

365

365

365

315

qqc

ooc

365

365

365

365

OOC

01 C

295

Mar.

°90

°80

278

250

250

250

OKA

950

°50

225

OK.A

160

142

101

101

131

150

1 ^(\

1 *\ft

150

150

150

Apr.

145

145

190

780

730

730

7orj

tiOA

500

385

OCA.

ooc

585

680

680

680

680

830

725

560

560

nan

560

560

640

May.

385

350

420

K7K

575

675

815

«7K

615

815

1 000

1,000

1 000

1 nnfl

675

400

June.

310

1,000

400

425

475

330

OFLrt

Olrt

285

9«n

260

°60

260

260

260

260

°60

260

9fifl

260

260

260

190

175

165

July.

148

148

148

141

141

685

725

995

2 030

1,600

1,090

990

645

1 fiftfl

3,000

70 c

645

365

240

405

268

215

240

Aug.

150

112

217 3°4

468

468

217

293

324

760

612

324

324

240

217

195

175

140

140

140

175

195

217

157

217

Sept.

175

100

90

90

90

83

100

90

on

83

83

77

83

83

on

90

140

217

175

140

140

112

125

125

125

158

158

Oct.

140

175

175

157

140

140

175

175

175

175

175

175

175

240

217

240

268

217

175

175

175

175

195

195

217

195

217

195

195

Nov.

195

195

470

295

295

295

295

295

395 095

295

295

295

393

510

510

430

430

470

700

700

650

Dec.

760

1,230

950

760

650

510

950

950

7.50

760

705

600

480

480

560

650

510

510

470

395

470

325

325

325

470

357

393

430

NOTE. These discharges were obtained by the indirect method for shifting channels.
PECOS KIVEK DKAINAGE BASIN. 85

Estimated monthly discharge of Pecos River near Dayton, N. Mex.,for 1906.

Month.

July .....................................................

October ....... ............................. ...........

Discharge in second-feet.

Maximum.

750 

365 

290 

830 

1,000 

1,000 

3,000 

760 

217 

268 

760 

1,230

3,000

Minimum.

325 

295 

131 

145 

310 

165 

140 

112 

77 

140 

195 

325

77

Mean.

439 

342 

194 

530 

626 

308 

643 

270 

117 

190 

391 

599

387

Total in 

acre-feet.

27,000 

19,000 

11,900 

31,500 

38,500 

18,300 

39,500 

16,600 

6,960 

11,700 

23,300 

36,800

281,000

' PECOS RIVER AT LAKEWOOD, N. MEX.

This station was established January 11, 1906, for the purpose of 

comparing the amount of water available at the McMillan reservoir 

with that below the Avalon dam. It shows the flow discharged 

from the gates of the dam, but does not include the discharge from 

the spillway nor any leakage from the reservoir. It is located 

3 miles southeast of Lakewood and one-half mile below McMillan 

dam.

The channel is straight for 200 feet above and 300 feet below the 

gaging section. There is but one channel at all stages. Both banks 

are high. The bed of the river is of rock and is permanent.

Discharge measurements are made from a cable and car. The 

initial point for soundings is the frame supporting the cable on the 

right bank.

The gage was first placed at. the lower side of the head-gates and 

gave the depth of water above the sill of the gates. It was found 

unsatisfactory, because the velocity was influenced by the varying 

head in the lake, and on February 8 a new gage was established 

near the lower end of the outlet canal. This gage was affected by 

wave action, and on May 8 was moved to about midway between 

the McMillan dam and the cable. This gage consists of an inclined 

scale fastened to the stakes, reading from 0 to 5 feet, and was read 

during 1906 by H. C. Holcomb. The bench mark consists of three 

nails driven in the pudding-stone bed rock, 38 feet below the gage; 

elevation, 0.67 foot above gage datum.
86 SURFACE WATER SUPPLY, 1906.

Discharge measurements of Pecos River at Lakewood, N. Mex. , in 1906.

Date.

January 11.....

January 11.....

January 25.....

February 14. ...

February 20....

February 22. ...

March 3........

March 20.......

April2. ........

Aprils.........

April 11........

April 14........

April 21. .......

July 13.........

October 30.....

Hydrographer.

J. M. Giles. ....................................

J. M. Giles. . ...................................

J. M. Giles................... .................

.....do.........................................

J. M. Giles ..................................:..

.....do.........................................

.....do.........................................

.....do. ........................................

J. M. Giles. . ...................................

.....do.......................... ..............

J. M. Giles.....................................

William A. Lamb .............................

.....do.........................................

Width.

Feet. 

74

74

81

74

78

74

80

74

77

80

10

76

82

4

78

Area of 

section.

Sq. ft. 

198

195

205

171

188

198

174

151

147

11

325

10

185

413

2.4

308

Gage 

height.

Feet. 

o9.50

09.50

o8.90

63.35

63.50

63.30

63.05

63.05

61.50

61.53

61.49

61.42

61.38

64.30

cO. 30

c2.05

61.56

Discharge.

Sec.-ff. 

698

645

701

477

534

684

415

308

290

5.6

6.5

4.0

3.0

2.0

1.160

31

459

1,720

7.9

917

a Gage at head-gates. i* Gage at lower end of outlet canal. Lower gage.

Daily gage height, in feet, of Pecos River at Lakewood, N. Mex., for 1906.

Day.

1.. .............

9

3................

4......... .....

5...............

6...'............

7...............

8...............

9...............

10...............

12............... 

13...............

14. ..............

15. ..............

16. ..............

17...............

18. ..............

19...............

20. ..............

09

23...............

24. ..............

25. ..............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

9.5

9.5 

9.4

9.0

8.9

9.4

9.5

9.4

9.2

9.1

9.0

9.0

8.9

8.9

9.0

8.9

8.9

8.9

8.8

8.9

8 9

Feb.

8.9

8.9

8.8

8.8

8.7

8.7

9.0

3.4

3.3

3.4

3.6 

3.5

3.6

3.6

3.5

3.4

3.4

3.4

3.4

3.3

^ *>

3.2

3.2

0 1

3.1

Mar.

3.2

3.0

3.1

3.1

1.5

1.5

1.5

1.5

1.5

1.5 

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

"1.5 1.5

1.5

1.5

1.5

1.5

1.5

Apr.

1.5

1 ^**

1.53

1 M

1.51

1.5

1.48

1.42 

1.41

1.38

ol.37

ol.36

i ^P»

4.3

4.3 4 95

4.2

4. 1

4.05

4.0

3 Q

0 0

3

7R

May.

3.6

3

CC

9 7

2.0

0.3

.3

3

.3

9 A

2.85

2.85

2.8

3 9

3

1

0

0

g

June.

0.3

.3

2.0

2.35 9 7

2.65

3.2

3.0

9 7

2.2 

.65

.25

.25

.3

.3

.3

.3

.3

.3

.3

.3

July.

0.3

.3

.3

g

.3

.3

.3

.3

2.5

4.05 

4.4

4.3

4.0

3.8

3.8

4.2

4.7

4.5

3.85

3.0

0. 4.

.15

.2

.2

9

9

9

Aug.

0.2

.2

.2

1.8

2.65

2.6

2.5

2.4

2.2 *> n

0 9

.2

9

c,

.2

.2

2.8

4.2

3

7C

2.8

Sept.

0.2

9

9

9

.2

.2

.2

.2

.2

9

.2

.2

9

.2

9

9

.2

9

2

2

2

.2

.2

.2

.2

.2

.2

.2

.2

Oct.

0.2

9

9

9

9

9

9

9-

.2

.2

.2

.2 

- .2

.2

.2

.2

.2

2

.2

.2

9

.2

.2

9

9

9

.2

9

.2

2

Nov.

0.2

9

9

9

2

9

.2

9

.2

9

9

2

9

.2

.2

.2

9

2

.2

2

9

9

9

1.6

1.6

1.6

1.6

2.4

3.0

3.8

Dec.

3.9

4.6

4.75

4.8

4.5

4.1

3.5

2.6

2.35

3.15

3.0

2.8 

2.6

2.45

2.4

0.1

.1

.1

.1

.1

.1

.1

.1

.1

a Estimated.

NOTE. The gates of Lake McMillan were closed from March 6 to April 19, inclusive. There was 

no flow past the gage except leakage from the gates. The flow of the river escaped through '' gypholes" along the eastern shore of the lake. The gates were also closed at other times after May 28, 

as Indicated by the low gage heights.
PECOS EIVEE DBAINAGE BASIN. 87

Rating table for Pecos River at Lakewood, N. Mex. 

FEBRUARY 8, 1906, TO MAY 7,1906.«

Gage 

height.

Feet.

1.35

1.40

1.50

1.60

1.70

1.80

1.90

Discharge.

Sec.-ft.

2.0

2.5

5.0

10

19

30

43

Gage 

height.

Feet.

2.00

2.10

2.20

2.30

2.40

2.50

Discharge.

Sec.-ft.

58

74

91

110

133

156

Gage 

height.

Feet.

2.60

2.70

2.80

2.90

3.00

3.10

Discharge.

Sec.-ft.

182

210

241

275

313

355

Gage 

height.

Feet.

3.20

3.30

3.40

3.50

3.60

3.70

Discharge.

Sec.-ft.

400

450

505

560

620

685

Gage 

height.

Feet.

3.80

3.90

4.00

4.10

4.20

4.30

Discharge.

Sec.-ft.

755

830

910

990

1,075

1,160

MAY 8, 1906, TO DECEMBER 31, 1«06."

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

10

20

30

45

60

75

95

115

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

135

155

180

205

230

260

290

320

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

355

390

425

465

505

545

585

630

2.50

2.60

2.70

2.80

2.90

3.00

3.20

3.40

675

720

765

810

855

905

1,005

1,105

3.60"

3.80

4.00

4.20

4.40

4.60

4.80

1,210

1,320

1,430

1,540

1,660

1,780

1,900

a This table is based on twelve discharge measurements made during 1906 and is fairly well defined. 

& This table is applicable only for open-channel conditions. It is based on lour discharge measurements made during 1906 and is fairly well denned.

Monthly discharge of Pecos River at Lakewood, N. Mex., for 1906.

Month.

February 8-28.... .......................................

April....................................................

July.....................................................

Discharge in second-feet.

Maximum.

620 

400 

1,160 

1,030 

1,000 

1,840 

1,540 

20 

20 

1,320 

1,900

Minimum.

355 

5 

2 

30 

25 

15 

20 

20 

20 

20 

10

Mean.

500 

62.9 

351 

370 

216 

560 

314 

20.0 

20.0 

153 

582

Total in 

acre-feet.

20,800 

3,870 

20,900 

22,800 

12, 900 

34,400 

19,300 

1,190 

1,230 

9,100 

35,800

182,000

NOTE. Values are rated as follows: February to August and December, good; November, fair. 

Results for September and October and all other low periods after May 1 are liable to large errors. See 

measurement made October 30.

LEAKAGE FROM LAKE M'MILLAN.

Measurements were made during 1906 to determine the leakage 

through the "gyp holes" in the bed of Lake McMillan.

Measurements of leakage from Lake McMillan, near Lakewood, N. Mex., in 1906.

Date.

May8.......... 

June 27.........

July28. ........

Hydrographer.

J. M. Giles. .................................... 

.....do.........................................

.....do.........................................

Width.

Feet. 

29

7.6 

80

45

Area of 

section.

Sq.£.

3.5

168

82

Gage 

height.®

Feet. 

13.7

12.6 

15.05

14.1

Discharge.

Sec.-ft. 

115

5 

121

114

a Of Lake McMillan.
88 SURFACE WATEK SUPPLY, 1906.

PECOS RIVER AT AVALON, N. MEX.

This station was1 established January 6, 1906, just below the Avalon 

dam, about 6 miles north of Carlsbad, N. Mex. The discharge at this 

point includes that at Lakewood, the flow of certain springs between 

the stations, the discharge of the spillways of the McMllan dam, and 

that portion of the leakage through the gypsum in the bottom of the 

reservoir a that returns to the river above Avalon. The figures show 

that the gain was 85 second-feet on April 7, just after the closing of 

the gates of Lake McMillan, and increased to nearly 150 second-feet 

from May 9 to 16. This increase was probably caused by the rise of 

the water in the reservoir.

The channel is straight for some distance above and below the station, and the current is moderate except at high water. The right bank 

is high; the left is low and liable to overflow. The bed of the river is of 

firm earth and loose rock and is permanent.

Measurements are made from a boat held in place by a one-fourthinch cable. The initial point for soundings is a post on the left bank 

to which a tagged wire is fastened.

The gage is a scale fastened to stakes driven in the right bank, and 

is located about a half mile south of the dam. It was read during 1906 

by J. D. McAninch. The bench mark is a permanent B. M. of the 

survey of the Carlsbad project, 5 feet east of the post, 1 mile south of 

the head-gates of the main canal, on its right bank; elevation, 3,164 

feet above sea level and 26.74 feet above gage datum.

Discharge measurements of Pecos River at Avalon, N. Mex., in 1906.

Date.

January 7 ......

February 20 ...

February 23. . .

February 26. . . March 2........

March 3........ 

March 21. ......

March 29 6 ..... 

Aprils......... 

April 6 « . ......

April 23........

May?..........

May 9........:.

June 5.........

June 11....... ..

July 14......... 

July 15.........

September 6. . .

Octobers......

Hydrographer.

E. Patterson. ............................... .r. 

J. M. Giles.....................................

.....do.........................................

.....do.........................................

J. M. Giles. ....................................

.....do.........................................

.....do.........................................

.....do.........................................

E. Patterson. ................................. 

.....do.........................................

J. M. Giles..................................... 

E. Patterson. .................................

J. M. Giles.....................................

.....do.........................................

.....do.........................................

.....do.........................................

J. M. Giles..................................... 

.....do.........................................

.....do.........................................

William A. Lamb. . ............................

Width.

Feet. 

125 

125

125

125

121

128

128

128

128.

125 

115

52 

52 

53

143

56

56

125

140

150 

150

59

58

Area of 

section.

Sq. ft. 

445 

497

487

428

429

454

456

454

462

430 

353

70 

70 

74

604

75

72

486

526

652 

647

68

77

Gage 

height.

Feet. 

1.50 

1.72

1.65

1.42

1.42

1.45

1.35

1.30

1.32

1.25 

.72

.78 

.79 

.85

2.32

.80

.76

1.62

1.98

2.75 

2.60

.70

.80

Discharge.

Sec.-ft. 

488 

651

575

414

421

470

408

375

376

337 

136

151

157 

157

1,260

148

131

563

884

1,690 

1,610

124

163

a See Third Annual Report of the Reclamation Service, pp. 386-392. 

6 Measurement made by wading.
PECOS RIVER DRAINAGE BASIN.

Daily gage height, in feet, of Pecos River at Avalon, N. Hex., for 1906.

89

Day.

1. ..........................

2. ..........................

3...........................

4...........................

5...........................

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.

1.45

1.5

1.5

1.6

1.7

1.7

1.7

1.7

1.7

1.6

1.6

1.6

1.6

1.6

1.5

1.45

1.45

1.45

1.45

1.45

1.45

1.45

Feb.

1.45

1.45

1.45

1.45

1.4

1.4

1.4

1.4

1.45

1.45

1.45

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.4

1.4

1.3

1.3

1.3

Mar.

1.3

1.3

1.3

1.3

1.3

1.3

0.5

.5

.5

.5

.6

.6

.6

.6

.7

.7

.?

.7

.7

.7

.8

.8

.8

.8

.8

Apr.

0.8

.8

.8

.8

.8

.8

2.0

.8

.8

.8

.8

.8

.8

.8

.8

.8

.9

.9

1.3

1.5

1.6

o ^

2.3

O 9

2.2

2.1

2.1

1.9

1 9

May.

1.9

1.8

1.8

1.7

1.6

1.6

.85

.8

.75

.75

.8

.8

.85

.85

.85

.85

.85

1.6

1.55

2.0

2.0

2.0

2.0

2.3

2.2

2.2

2.15

2.1

1.1

. 1.0

1.0

June.

1.0

1.0

1.9

1.7

1.65

1.7

2.0

2.0

2.7

2.0

1.9

1.85

.9

.9

.9

.85

.85

.85

.85

.85

.85

.85

.9

.85

.9

.9

.9

1.0

1.0

9

July.

0.9

.9

.9

.9

.9

.9

.95

.95

.95

.95

.95

2.5

2.8

2.8

2.75

2.7

5.6

2.7

2.7

2.6

1.2

1.15

1.1

1.0

.95

.9

.9

9

.9

.9

.9

Aug.

0.9

.9

1.3

2 2

2.0

2.0

2.0

2.0

1.8

1.6

1.6

1.0

1.0

.9

.9

.9

.8

.8

.9

2.8

2.3

2.0

1.6

Sept.

1.5

1.4

1.4

1.2

1.0

.9

.8

.8

.7

.7

.7

.7

.6

.7

1.0

NOTE. For conditions at Lake McMillan affecting the flpw at this station see, footnote to gage heights 

at Lake wood, p. .

Rating table for Pecos River at Avalon, N. Hex., for 1906.

Gage 

height.

Feet.

0.50

0.60

0.70

0.80

0.90

1.00

1.10

1.20

Discharge.

Sec.-ft.

90

105

125

150

180

215

260

310

Gage 

height.

Feet.

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

Discharge.

Sec.-ft.

365

425

490

560

635

720

810

905

Gage 

height.

Fe.et.

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

Discharge.

Sec.-ft.

1,005

1,105

1,210

1,320

1,430

1,540

1,655

1,770

Gage 

height.

Feet.

2.90

3.00

3.20

3.40

3.60

3.80

4.00

4.20

Discharge.

Sec.-ft.

1,890

2,010

2,255

2,505

2,760

3,030

3,300

3,580

Gage 

height.

Feet.

4.40

4.60

4.80

5.00

5.20

5.40

5.60

Discharge.

Sec.-ft.

3,865

4,155

4,450

4,750

5,050

5,350

5,650

NOTE. The above table is based on twenty-three discharge measurements made during 1906 and is 

well defined between gage heights 0.7 foot and 2.75 feet.

Monthly discharge of Pecos River at Avalon, N. Mex.,for 1906.

Month.

January 6-31 ...................... ... . .... . .

March ............................ .....

April ...................................................

July.....................................................

August 9-31.............................................

September 1-15............................ ....... ....

Discharge in second-feet.

Maximum.

635 

490 

 365 

1,430 

1,210 

1,660 

5,650 

1,770 

490

Minimum.

458 

365 

90 

150 

138 

165 

180 

150 

105

Mean.

522 

450 

165 

487 

535 

408 

751 

573 

219

Total in 

acre-feet.

26,900 

25,000 

10,100 

29,000 

32,900 

24,300 

46,200 

26,100 

6,520

227,000

NOTE. Values are rated as follows: January, February, and April to August, excellent; March and 

September, good.
90 SURFACE WATEE SUPPLY, 1906.

PECOS RIVER AT CARLSBAD, N. MEX.

This station was established May 20, 1903, at the Green Street 

Bridge, Carlsbad, N. Mex., and is about 500 feet below the station 

of the Pecos Valley and Northeastern Railway and 2,000 feet below 

the Hagerman power dam. The conditions at the station and the 

bench marks are described in Water-Supply Paper No. 174, page 102, 

where are given also references to publications that contain data for 

previous years.

Discharge measurements of Pecos River at Carlsbad, N. Mex., in 1906.

Date.

March 21. ......

April4. ........

Hydrographer.

.....do.........................................

J. M. Giles.....................................

.....do.........................................

.....do.........................................

Width.

Feet. 

89

90

90

88

88

88

Area of 

section.

Sq.ft. 

190

192

204

136

144

142

Gage 

height.

Feet. 

1.55

1.49

1.57

1.10

1.15

1.14

0.00

Discharge.

Sec.-ft. 

529

451

529

198

217

206

18

o Measured from boat. & Estimated. 

Daily gage height, in feet, of Pecos River at Carlsbad,' N. Mex., for 1906.

Day.

1...............

9

3...............

4...............

5...............

6...............

7...............

8. ..............

9...............

10. ..............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18. ..............

19. ..............

20...............

21...............

22. ..............

23...............

24. ..............

25. ..............

26...............

27...............

28. ..............

29. ..............

30...............

31...............

Jan.

1.69

1.68

1.66

1.64

1.61

1.58

1.58

1.58

1.57

1.54

1.58

1.71

1.69

1.65

1.64

1.62

1.62

1.60

1.58

1.58

1.56

1.56

1.55

1.55

1.55

1.55

1^55

1.55

1.55

1 55

1.55

Feb.

1.55

1.55

1.55

1.54

1.50

1.50

1 54

1.54

1.53

1.52

1.53

1.54

1.58

1.60

1.60

1.60

1 60

1.59

1.58

1.58

1.56

1.54

1.52

1.48

1.51

1 46

1.43

1.37

Mar.

1.34

1.35

1.35

1.35

1.34

1.33

1.10

1.04

1.00

0.98

.96

.96

.97

.97

98

.98

1.01

1.04

1.06

1.07

1.08

1.09

1.10

1.10

1.11

1.11

1.12

1.12

1.12

1.13

1.13

Apr.

1.13

1.14

1.15

1.15

1.16

1.34

1.17

1.17

1.17

1.16

1.15

1.15

1.15

1.15

1.15

1.15

1.16

1.15.

1.18

1.40

2.69

2.64

2

CQ

2.55

2.47

2,40

2 33

2 26

2.18

.2.10

May.

2.02

1 95

1.85

1.79

1.74

1.56

1.05

1 09

1.10

1 12

1.14

1.16

1.17

1.18

1.18

1 1Q

1.22

i *yi

1.80

2.11

2 42

2 or

9 qn

1 28

1.20

1 20

1-21

June.

1.24

1.25

1.26

1.29

2.10

2.22

2 30

2 32

2 35

2.28

2.12

1.54

1.24

1.22

1.18

1.17

1.22

1 93

1.32

1.24

1.25

1.24

1.25

1.25

1 9^

1 38

1.23

1.23

July.

1.23

1.23

1.24

1.24

1.24

1.25

1.30

1.25

1.25

1.25

1.25

2.30

3 15

3 05

2.75

2.60

500

2 75

3

OA

3.25

2 95

2 70

1.28

1.20

1.20

1.20

1 19

1.18

1.18

Aug.

1.18

1.18

1.19

1.20

1.20

1 91

1.22

1.22

1.23

1.23

1.24

1.97

2 04

2 00

1.98

1.95

1.92

1.88

1.44

1.05

1 05

1.05

1.05

1.05

1.05

2 92

2 75

2.20

1.40

Sept.

1.08

1.05

1.05

1.05

1.05

1.05

1.02

1.00

1.03

1.03

1.03

1.02

1.03

1.04

1.03

1.03

1 03

1.03

1.03

1.03

1 03

1.05

1.08

1 08

1 08

1.08

Oct.

1.08

1.08

1.08

1.08

1.08

1.07

0.00

1.01

1.06

1.07

1 08

1.08

1.08

1.08

1.08

1.08

1 09

1.09

1 09

1.09

1.10

1.10

1 09

1.09

1.10

1.10

1.10

1.10

1.10

1.10

1.10

Nov.

1.10

1.10

1.10

1.10

1.11

1.11

1.11

1.11

1.11

1.12

1.12

1.12

1.12

1.13

1.13

1.13

1.13

1.13

1.13

1.13

1.13

1.13

1 19

1.50

1.50

1.55

1.65

1.88

2.28

Dec.

2.40

2.68

3.20

3.20

3.15

2.78

2.60

2 32

2.55

2.28

2.20

2.18

2.00

1.95

1.90

1.82

1.04

1.04

1.04

1.05

1.05

1.06

1.06

1.06

1.08

1.09

1.09

1.10

1.10

1.11
PECOS RIVER DRAINAGE BASIN. 91

Rating table for Pecos River at Carlsbad, N. Mex.,for 1906.

Gage 

height.

Feet. 

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

Discharge.

Sec.-ft. 

18

24

31

40

51

65

80

100

125

Gage 

height.

Feet. 

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

Discharge.

Sec.-ft. 

155

190

230

275

330

390

455

530

Gage 

height.

Feet. 

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

Discharge.

Sec.-ft. 

610

690

770

850

935

1,020

1,105

1,190

Gage 

height.

Feet. 

2.50

2.60

2.70

2.80

2.90

3.00

3.20

3.40

Discharge.

Sec.-ft. 

1,275

1,360

1,445

1,530

1,615

1,700

1,890

2,100

Gage 

height.

Feet. 

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

Discharge.

Sec.-ft. 

2,340

2,610

2,900

3,220

3,570

3,940

4,350

4,800

NOTE. The above table is based on discharge measurements made during 1903-1906 and is well 

defined.

Monthly discharge of Pecos River at Carlsbad, N. Mejc., for 1906.

Month.

May................-.........-.---------...-....-.......

July.....................................................

Discharge in second-feet.

Maximum.

618 

530 

360 

1,440 

1,290 

1,150 

4,800 

1,630 

222 

230 

1,090 

1,890

4,800

Minimum.

485 

372 

176 

244 

210 

262 

266 

210 

190 

a!8 

230 

206

18

Mean.

528 

482 

240 

580 

552 

511 

884 

499 

207 

217 

327 

744

481

Total in 

acre-feet.

32,500 

26,800 

14,800 

34,500 

33,900 

30,400 

54,400 

30,700 

12,300 

13,300 

19,500 

45,700

349,000

u Low minimum caused by shutting oft of water at power dam above for one day. 

NOTE. Values are rated as good.

PECOS RIVER AND MARGUERETTA FLUME NEAR PECOS, TEX.

This station was established January 1, 1898, about 6 miles above 

Pecos, Tex,, at the flume of the Barstow Irrigation Company (old 

Margueretta Canal Company). The canal diverts the water from 

Pecos River 3 miles above the flume from the west side of the river. 

The water, except about 10 second-feet taken by the West Valley 

ditch, is carried across to the east side by a timber flume supported 

on pile bents. The river gage was lowered 1.0 foot March 22, 1906. 

All gage heights for 1906 refer to the new datum. The conditions 

at the station and the bench marks are described in Water-Supply 

Paper No. 174, page 105, where are given also references to publications that contain data for previous years. * -
92 SURFACE WATER SUPPLY, 1906. 

Discharge measurements of Pecos River near Pecos, Tex., in 1906.

Date.

February 9. ....

March 2........

March 22.......

May 2..........

May 11.........

Jnnfi 8,

June 13. ........ 

June 14. ........

July 16.........

Hydrographer.

J. M. Giles. . ...................................

E. Patterson. ................ ................

.....do.........................................

.....do.........................................

.....do.........................................

J. M. Giles. ....................................

J. M. Giles. ....................................

.....do.........................................

.....do.........................................

E. Patterson. ................................. 

.....do....... ..................................

J. M. Giles.....................................

.....do.........................................

Width.

Feet. 

86

132

132

75

78

140

70

62

62

67

135 

135

175

GO

173

Area of 

section.

Sq.ft. 

319

292

223

71

65

281

113

86

87

92

268 

253

520

73

375

Gage 

height.

Feet. 

2.50

2.45

2.08

0.70

0.75

2.90

1.30

1.30

1.31

1.38

2.95 

2.80

4.40

1.20

3.95

Discharge.

Sec.-ft. 

593

587

442

71

78

653

131

125

126

143

640 

578

1,450

114

1,120

Daily gage height, in feet, of Pecos River near Pecos, Tex., for 1906.

Day.

1..... ..........

 >

3...............

4...............

5...............

6...... ........

7...............

8...............

9...............

10. ..............

II................

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22. ..............

23...............

24...............

25...............

26...............

27...............

28. ..............

29...............

30...............

31...............

Jan.

2.5

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.8

2.8

2.8

2.7

2.6

2.6

2.5

2.4

2.4

2.4

2.4

2.4

Feb.

2.4

2.4

2.4

2.3

2.4

2.4

2.4

2.3

2.4

2.4

2.4

2.4

2.4

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.4

2.4

2.3

2.1

Mar.

" 1

2.0

2.0

2.0

2.0

1.9

1.7

1.7

1.7

1.5

1.4

1.4

1.2

1.2

1.2

1.0

1.0

0.9

.8

.8

.7

.7

.7

.7

.7

.6

.7

.7

.7

.7

.7

Apr.

0.7

.7

.7

.7

.7

.8

.8

.9

2.0

1.4

.9

.8

.8

.8

.7

.7

.7

.8

.9

1.4

2.0

1.4

3.3

3.6

3.6

3.5

3.5

3.4

3.3

3.1

May.

3.0

2.9

2.8

2.6

2.3

2.3

2.2

1.8

1.7

1.2

1.2

1.2

1.1

1.1

1.1

1.0

.9

.9

.9

.9

1.2

2 5

2.75

2.8

2.8

3.5

3.4

3.3

2.3

1.6

June.

1.4

1.3

3.1

3.2

2.0

1.3

1.55

2.35

2.75

2.7

3.0

3.2

2.95

2.75

2.35

2.0

1.45

1.3

1.3

1.15

1.05

.9

.9

.9

.9

.8

.6

.6

1.4

.8

July.

0.8

.8

.6

.6

.7

1.4

1.4

1.3

1.4

1.5

1.5

1.5

1.5

2.9

43

44

43

5.75

49

47

48

4.6

42

3.7

2.7

2.1

2.0

1.7

1.6

1.6

1.5

Aug.

1.2

1.2

1.1

1.0

2 1

1.8

1.6

1.3

1.3

1.2

1.5

1.4

1.2

1.2

2.8

2.8

2.8

2.8

2.7

2.6

2.2

1.5

1.3

1.1

1.1

1.1

1.9

1.6

1.1

3.2

3.3

Sept.

3.3

2.2

1.9

1.4

1.3

1.1

1.1

1.1

1.1

1.1

1.1

.9

.9

.9

.9

.9

.9

.9

.9

.9

.9

.9

.9

.8

.8

.8

.8

1.4

1.5

1.5

Oct.

1.3

1.3

1.3

1.3

1.3

1.2

1.3

1.3

1.2

1.2

0.9

.9

.9

.9

1.5

1.5

1.4

1.4

1.3

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.3

1.3

Nov.

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.4

1.4

1.4

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.7

1.9

1.8

1.8

1.9

2.6

2.6

2.6

Dec.

3.6

3.6

4.6

5.0

5.2

5.0

47

4.7

4.4

3.8

3.5

3.9

3.85

3.7

3.5

3.4

3.4

3.4

2.7

2.4

2.15

1.95

1.9

1.9

1.8

1.8

1.8

1.8

1.8

1.8

1.8

Rating table for Pecos River near Pecos, Tex.

JANUARY 1, 1906, TO APRIL 25, 1906.«

Gage 

height.

Feet.

0.70

0.80

0.90

1.00

1.10

1.20

Discharge.

Sec.-ft.

70

90

110

135

160

185

Gage 

height.

Feet.

1.30

1.40

1.50

1.60

1.70

1.80

Discharge.

Sec.-ft.

210

235

260

290

320

350

Gage 

height.

Feet.

1.90

2.00

2.10

2.20

2.30

2.40

Discharge.

Sec.-ft.

385

420

455

490

525

560

height.

Feet.

2.50

2.60

2.70

2.80

2.90

3.00

Discharge.

Sec.-ft.

600

640

680

720

765

810

height.

Feet.

3.10

3.20

3.30

3.40

3.50

3.60

Discharge.

Sec.-ft.

855

900

950

1,000

1,050

1,100

« This table is based on five discharge measurements made during 1906 and is well defined below gage 

height 2.5 feet.
PECOS RIVER DRAINAGE BASIN. 93

Rating table for Pecos River near Pecos, Tex. Continued.

APRIL 26, 1906, TO DECEMBER 31, 1906.a

0.60

0.70

0.80

0.90

1.00

1.10

1.20

1.30

1.40

10

25

40

55

70

90

110

130

150

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

175

200

225

250

280

310

340

370

405

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

440

475

510

550

590

630

670

715

760

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.20

805

850

900

950

1,005

1,060

1,115

1,170

1,290

440

4.60

480

5.00

5.20

5.40

5.60

5.80

1,410

1,530

1,660

1,790

1,930

2,080

2,230

2,380

o This table is based on ten discharge measurements made during 1906 and is well defined between 

gage heights 1.2 feet and 4.4 feet.

Monthly discharge of Pecos River near Pecos, Tex., for 1906.

Month.

May.....................................................

July.....................................................

Discharge in second-feet.

Maximum.

720 

600 

455 

1,100 

. 900 

760 

2,340 

805 

805 

175 

510 

1,930

2,340

Minimum.

560 

455 

50 

70 

55 

10 

10 

70 

40 

55 

130 

250

10

Mean.

643

568 

196 

343 

355 

279 

622 

277 

120 

129 

208 

843

382

Total in 

acre-feet.

39,500 

31,500 

12,100 

20,400 

21,800 

16,600 

38,200 

17,000 

7,140 

7,930 

12,400 

51,800

276,000

NOTE. Values are rated as follows: January and February, May to August, November and December, excellent; March, April, September, and October, good.

Discharge measurements of Margueretta Flume 'near Pecos, Tex., in 1905-6. -

Date.

1905.

1906. 

January 1 ...... 

February 9.....

March 2........

March 22.......

May 2 ..........

July 16.. .......

Hydrographer.

J. M. Giles. .................................... 

E. Patterson ..................................

.....do.........................................

.....do.........................................

.....do.........................................

J. M. Giles. . ...................................

J. M. Giles. ....................................

.....do.........................................

.....do.........................................

J M. Giles. ....................................

Width.

Feet.

20.5

20.5 

20.5

20.5

20.5

20 5

30.5

20.5

20.5

20.5

20.5

20.5

20.5

Area of 

section.

Sq.ft. 

14

13.3

10 

14

27

39

39

51

41

45

45

55

55

41

height.

Feet. 

. 0.80

.65

.60 

.75

1.30

1.90

1.90

2.50

2.00

2.20

2.20

2.62

2.60

9 nn

Discharge.

Sec.-ft. 

32

21

20

27

64

139

144

237

141

1W

150

202

198

124

Daily gage height, in feet, of Margueretta flume near Pecos, Tex., for 1906.

Day.

1... ............

2...............

3. ..............

4...............

5...............

6...............

7...............

8. ..............

9...............

10...............

Jan.

0.6

6

6

6

6

6

Feb.

0.7

.7

.7

.7

.7

.7

.7

.7

.7

.7

Mar.

1.3

1.3

1.3

1.3

1.7

1.7

1.7

1.7

1.7

1.7

Apr,

1.8

1.9

1.9

1.9

1.9

1.9

1.8

1.9

2.2

1.9

May.

2.4

2 4

2.2

2.2 9 }

2.4

2.4

2.4

2.3

2.3

June.

9 n

2.0

2.25

1.7

2.0

91*

2.4

2.4

2.4

July.

2.5

2.5

9 A

2.4

2.4

2.4

2.4

2.4

2 A

1.8

Aug.

2.4

2.4

2.4

2.4

9 4^

2.5

9 AZ

2.6

2.6

2.4

Sept.

9-f;

2.4

9 Q

2.2

2.2

2.2

2.2

2.0

9 n

2.0

Oct.

1 9

1.9

1 9

1.9

1 9

1.9

1 Q

1.9

1.8

1.8

Nov.

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

Dec.

0 6

6

6

6

6

6

6

6

fi
94 SUKFACE WATEK SUPPLY, 1906.

Daily gage height, infect, of Margueretta flume near Pecos, Tex., 1906 Continued.

Date.

11.. .............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20. ..............

21...............

22. ..............

23. ..............

24...............

25. ..............

26...............

27.. .............

28...............

29...............

30. ..............

31...............

Jan.

0.6

.6

.6

.6

.6

.6

.6

.7

.7

.7

.7

.7

.7

.7

.7

.7

.7

.7

.7

.7

Feb.

0.7

.7

.7

.7

.7

.7

.7

.7

.7

.7

.7

.7

.7

.7

.7

.7

1.3

Mar.

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.8

1.8

1.8

1 9

1 Q

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1 S

1 Q

Apr.

1.9

1.9

1 9

1.9

1 9

1.9

2.0

2.0

2.0

2.0

2.0

2.4

2.4

2.4

2.4

2.4

2.4

2 4

2.4

May.

2.0

1.9

1.9

1.9

1.9

1.9

1 9

1.9

2.0

2.1

2 1

2.3

2.3

2.3

2.4

2.4

2.5

2.5

2.4

2.2

2.2

June.

2.45

2.5

2.5

2.45

2.4

2.4

2.2

2.2

1.95

1.85

1.9

2.0

2.0

2.0

2.0

2.2

2.2

2.2

2.6

2.5

July.

1.8

1.8

1.8

2.0

2.0

1.9

1.9

1.95

1.9

1.95

2.0

2.0

2.3

2.2

2.2

2.2

1.7

2.2

2.2

2.1

Aug.

2.4

2.4

2.4

2.4

2.5

2.5

2.5

2.5

2.5

2.6

2.6

2.4

2 4

2.4

2 4

2.4

2.4

2.35

2.4

2.5

o z

Sept.

2.0

2.0

2.0

2.0

2.0

1.9

1.9

1.9

1.9

1.9

1.9

1 9

1.9

2.0

2.0

2.0

2.0

1.0

1.0

1.0

Oct.

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.5

1.5

1.5

1.5

1.5

1.8

1.8

1.8

1.8

1.7

1.7

Nov.

1.7

0.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

Dec.

0.4

.4

..4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

NOTE. These gage heights are equal to the depth of water in the flume near the lower end. 

Rating table for Margueretta flume near Pecos, Tex.

NOVEMBER 17, 1905, TO MAY 24, 1906.a

Gage 

height.

Feet.

0.60

0.70

0.80

0.90

Discharge.

Sec.-ft.

20

25

30

35

Gage 

height.

Feet.

1.00

1.10

1.20

1.30

Discharge.

Sec.-ft.

41

48

56

65

Gage 

height.

Feet.

1.40

1.50

1.60

1.70

Discharge.

Sec.-ft.

75

87

99

112

Gage 

height.

Feet.

1.80

1.90

2.00

2.10

Discharge.

Sec.-ft.

126

141

156

172

Gage 

height.

Feet.

2.20

2.30

2.40

Discharge.

Sec.-ft.

188

204

220

MAY 25, 1906, TO DECEMBER 31, 1906.&

0.40

0.50

0.60

0.70

0.80

12

16

20

25

30

0-90

1.00

1.10

1.20

1.30

35

41

48

55

62

1.40

1.50

1.60

1.70

1.80

70

78

87

96

105

1.90

2.00

2.10

2.20

2.30

115

125

136

148 .

160

2.40

2.50

2.60

173

186

200

a This table is based on eight discharge measurements made during 1905-6 and is well defined.

6 This table is based on ten discharge measurements made during 1905-6 and is well defined between 

gage heights 0.6 foot and 2.5 feet. Between the measurements of May 2 and June 7, 1906, a change of 

conditions occurred. As nothing is known of the exact time, the change of rating tables is made halfway between these dates.

Monthly discharge of Margueretta flume near Pecos, Tex., for 1905-6.

Month.

1905.

The period...................... ..................

Discharge in second-feet.

Maximum.

30 

30

Minimum.

30 

20

Mean.

30.0

23.1

Total in 

acre-feet.

833 

1,420

2,250
PECOS RIVER DRAINAGE BASIN. 95

Monthly discharge of Margueretta flume near Pecos, Tex., for 1905-6 Continued.

Month.

1906.

February .............................................

April ....................................................

July.....................................................

October . ...............................................

December ........ ................ ..... ... . . . .....

Discharge in second-feet.

Maximum.

25 

65 

141 

220 

220 

200 

186 

200 

186 

115 

96 

20

220

Minimum.

20 

25 

65 

126 

141 

96 

96 

166 

41 

78 

20 

12

12

Mean.

22.3 

26.4 

114 

167 

178 

148 

142 

180 

122 

103 

47.9 

14.6

105

Total in 

acre-feet.

1,370 

1,470 

7,010 

9,940 

10,900 

8,810 

8,730 

11,100 

7,260 

6,330 

2,850 

898

76,600

NOTE. Values are rated as follows: November and December, 1906, January to March, May, and 

October to December, 1906, good; April and June to September, excellent.

PECOS RIVER NEAR MOORHEAD, TEX.

This station was established by the International (Water) Boundary Commission in April, 1900. It is near Moorhead, immediately 

above the high bridge of the Southern Pacific Eailroad. The conditions at the station and the bench marks are described in WaterSupply Paper No. 174, page 110, where are given also references to 

publications that contain data for previous years.

Discharge measurements of Pecos River near Moorhead, Tex., in 1906, by E. E. Winter.

Date.

January 29 ..............

February 3. .............

February 23. ............

February 26. ............

March 8.................

March 17. ...............

March 22. ...............

March 25 ................

March 29 ................

Aprils..................

April 12. ................

April 16.................

April 20. ................

April 24.................

April 28. .;..............

May?.. .................

May 11. .................

May 15. .................

May 20. .................

May 24. .................

May 29 .... .............

June4. ..................

Area of 

section.

8q. ft.

779

770

770

777

771

749

762

765

786

785

782

785

752

743

716

691

681

683

661

665

663

681

780

768

718

769

680

720

805

774

770

772

768

766

Gage 

height.

Feet. 

2.1

2.0

2.1

2.1

o ^

2.1

2.0

2.0

1.95

2.0

2.0

2^0

2.0

1.9

1.75

1.55

1.4

1.35

1.3

1.4

1.2

1 2

1.5

1.15

1.4

2.1

1.9

1.75

1.5

1.55

1.2

1.5

9 9

1.75

1.6

1 9

1.7

1.6

Discharge.

Sec.-ft. 

933

765

877

818

866

822

695

740

648

839

859

836

800

648

598

517

475

453

4W

546

441

EfiQ

414

545

730

605

761

4QR

610

768

720

684

705

679

674

Date.

July2. ..................

July 10 ..................

July 14.. ................

July 18. .................

July 22..................

July 25. .................

July 29 ..................

Area of 

section.

Sq.ft.

764

693

780

774

721

785

803

797

762

4,021

842

767

810

791

815

769

750

732

683

706

717

715

714

710

711

710

694

707

710

708

706

711

720

687

764

778

771

779

762

Gage 

height.

Feet. 

1.6

1.1

2.4

2.1

1.85

2.75

2 9

2.7

1.95

21.3

2.55

2.05

2 i

2.4

2.0

1.7

1.5

1.45

1.55

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.55

1.6

2 2

2.65

2.4

2.4

2.2

Discharge.

Sec.-ft. 

667

511

709

674

581

727

874

767

700

28, 519

769

726

613

826

625

577

543

535

506

539

564

539

559

557

524

527

542

529

518

524

520

539

499

532

773

775

734

729

720
96 SURFACE WATER SUPPLY, 1906.

Daily gage height, in feet, of Pecos River near Moorhead, Tex.,for 1906.

Day.

1...............

2...............

3...............

5...............

6...............

7...............

8...............

9...............

10. ..............

11...............

12...............

13...............

14...............

1 c

16...............

17...............

18. ..............

19

20. ..............

21...............

22...............

23...............

24...............

25.. .............

26. ..............

27...-.......-.-.

28. ..............

29...............

30

01

Jan.

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

2.1

2.1

2 1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

20

2.0

2.0

Feb.

2.0

2.0

2.0

2.0

2.0

2.0

2.0

1.95

1.95

1.95

1.95

1.95

2 0

2 0

2.0

2.0

2.0

20

2.0

2 0

2 0

20

20

2.0

2 0

2 0

2 0

Mar.

1.9

1.9

1 9

1.85

1.85

1.85

1.8

1.8

1.75

1.7

1.65

1.65

1.65

1.6

1.6

1.6

1.55

1.55

1.5

1.5

1.45

1.4

1.4

1.4

1.35

1.35

1.35

1 3

1.3

1.3

1.3

Apr.

1.3

1.3

1.3

1.3

1 3

1.5

1.4

1.4

1.4

1.3

1.25

1.2

1.2

1.2

1.2

1.3

1.25

1.4

1.2

1.2

1.15

1.15

1.15

1.2

1.3

1.4

1.8

2.05

May.

2.15

2.1

2.1

2.1

2.0

1.9

1 9

1.8

1.75

1.75

1.7

1.7

1.55

1.5

1.45

1.4

1.35

1.85

1.65

1.4

1.4

1.4

1.3

1.45

1.5

1.4

1.45

1.55

June.

1.95

2 0

2.45

1.85

1.6

1.75

2 05

1.85

1.7

1.6

1.45

1.4

1.7

1.9

1.95

1.95

1 9

1.8

1.75

1.6

1.6

1.55

1.6

1.4

1.45

1.55

1.4

1.2

July.

1.15

1.1

1 i

1.05

1 3

1.5

3 35

5 0

2.5

2 35

2 3

2.1

2.1

2.2

1.95

2 0

1.85

2 0

2.45

2.6

2 75

3 0

O Q

2.9

2 9

2.85

2.7

2.85

2.4

2.25

Aug.

2.1

2.0

1 9

1.7

1.7

14.6

3.9

2.4

2.15

1.95

23.65

20 25

4,0

2.65

2.4

2 05

2 0

2 0

9 1 ^

2.5

2.6-

2.55

2.5

2.35

2.2

8.25

2.5

2 05

2 1

2.05

Sept.

2.1

2.75

2 3

2.15

2.8

2.9

2.55

2.4

2 35

2.2

2.15

2 0

2 0

1.9

1.85

1.75

1.75

1.7

1.7

1.65

1.6

1.6

1.6

1.5

1.55

1.5

1.45

1.55

1.5

1.5

Oct.

1.5

1.55

1.55

1.55

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1 ^

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

Nov.

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.55

1.55

1.55

1.55

1.55

1.55

Dec.

1.55

1.6

1.6

1 6

1.85

2 05

2.15

2 45

2 3

o 9

2.65

2.6

2.45

2.4

2.4

2 35

2 4

2 4

2 4

2.4

2 35

2.3

2 3

2 3

2.3

2 3

2.3

2.2

2.2 <> o

2.2

Daily discharge, in second-feet, of Pecos River near Moorhead, Tex.,for 1906.

Day.

1............... f>

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.

1,000

980

955

o935

840

815

790

o765

775

785

855

865

o875

'845 860

830

o820

835

850

o865

850

840

830

o820

810

795

785

770

o695

695

fiQI

Feb.

710

725

<*740

730

720

710

700

o650

670

690

715

740

815

o840

845

850

850

855 o860

850

845

840

a 835

825

810

°800

800

800

Mar.

700

680

o660

640

660

680

660

0680

650

625

600

600

o600

570

560

550

520

520

505

505

490

«475

47 <;

471

«455

4fi«i

455

AAf\

o440

440

Mf\

Apr.

440

450

460

470

480

600

540

o545

545

485

455

o425

430

430

435

a 440

525

485

465

o530

435

435

415

41 <;

440

a f«i£

785

935

May.

925

835

o765

765

765

745

o730

720

670

640

o630

630

650

610

o605

610

615

625

850

o800

670

640

610

o515

530

w<

610

*\7(\

o590

630

690

June.

790

810

4,340

ol,090

850

675

570

o720

840

770

720

0686

655

645

680

o705

715

715

705

690

a 685

675

675

a 675

655

660

0666

605

545

July.

525

o510

510

500

540

580

2,060

4,400

730

o705

700

675

675

o675

695

610

630

o580

605

675

700

"725

855

845

a 875

875

850

770

a 850

705

675

Aug.

670

680

o690

650

650

o!8, 470

1,840

790

740

700

35, 570

26,940

1,910

865

790

710

700

700

720

765

780

o770

765

755

750

735

8,870

765

a 725

730

725

Sept.

730

800

670

o625

825

855

835

»825

800

725

700

625

«625

610

600

585

585

575

o575

565

560

Cfifl

560

550

545

o535

555

545

545

Oct.

530

525

a 505

515

510

520

530

0540

550

560

0565

560

555

550

545

0540

545

555

a560

560

560

555

0555

540

0525

525

525

525

«525

525

530

Nov.

530

535

o540

540

540

535

530

a530

530

525

525

0520

520

520

520

"525

525

525

520

520

a 520

525

530

o540

545

530

515

0500

500

500

Dec.

500

530

a5SO

530

630

710

0750

810

790

880

o775

765

740

a735

725

720

730

o730

735

740

730

720

720

725

725

730

730

710

715

«720

720

o Dates of measurements.
PECOS RIVEK DRAINAGE BASIN. 

Monthly discharge of Pecos River near Moorhead, TV

Month.

April....................................................

May.....................................................

July.....................................................

Dischargein sebond-feet.

Maximum.

1.000 

860 

700 

935 

925 

4,340 

4,400 

35, 570 

855 

560 

545 

880

35, 570

Minimum.

695 

650 

440 

415 

515 

545 

500 

650 

535 

510 

500 

500

415

Mean.

830 

779 

555 

498 

672 

829 

849 

3,610 

641 

539 

525 

710

920

Total in 

acre-feet.

51,025 

43,279 

34, 126 

29,643 

41,316 

49,349 

52,175 

221,990 

38, 152 

33,144 

31,259 

43,636

669,094

GALLINAS RIVEK NEAR LAS VEGAS, N. MEX.

This station was established August 13, 1903, at Las Vegas Hot 

Springs, 6 miles above Las Vegas, N. Mex. The establishment of 

this station was primarily for the purpose of determining the amount 

of water available for diversion and storage in the San Guyjuella 

basin about 6 miles northwest of Las Vegas. The conditions at the 

station and the bench marks are described in Water-Supply Paper 

No. 174, page 115, where are given also references to publications 

that contain data for previous years.

Discharge measurements of Gallinas Rive>- near Las Vegas, N. Hex., in 1906.

Date.

March 14. ......

April 15. .......

April 18. .......

April 26o.......

April 28........

May 24.........

May 27.........

July 18 *>. .......

July 20 b .......

Hydrographer.

J. M. Giles.....................................

.....do.........................................

J. M. Giles. ....................................

.....do.........................................

.....do.........................................

J. M. Giles.....................................

.....do.........................................

.....do.........................................

Width.

Feet. 

20 

26 

26 

32 

28 

26 

25 

28 

28 

18

Area of 

section.

S^

35 

39 

45 

40 

35 

31 

40 

41 

15

Gage 

height.

Feet. 

2 00 

2.30 

2.45 

2.57 

2.50 

2.40 

2.28 

2.15 

2.15 

1.95

Discharge.

Sec.'ft. 

22 

66 

98 

138 

116 

76 

55 

42 

41 

17

o Measurement made from bridge. & Measurement made from trestle. 

Daily gage height, in feet, of Galhnas River near Las Vegas, N. Mex., for 1906.

Day.

1...............

2..... .........

3...............

4. ..............

5...............

6...............

7...............

8...............

P...............

10...............

It...............

12...............

13...............

14...............

15...............

Jan.

1.9

1.9

1.9

1.9

1 9

1.9

1.85

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

Feb.

1.85

1.8

1 8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

Mar.

1.9

1.9

1.9

1.9

1.9

2.1

1.9

2 05

1.9

1.9

1.95

2.0

2.0

2.0

2.0

Apr.

2.2

2.2

2 2

2 2

2.2

2.2

2.45

2.35

2.3

2.4

2.4

2.4

2.35

2.3

2.3

May.

2.5

2.5

2.5

2.5

2.5

2.6

2.55

2.5

2.55

2.55

2.5

2.6

2.6

2.6

2.5

June.

2.3

2.3

2 3

2 3

2.2

2.2

2.2

9 9

2.2

2.1

2.1

2.1

2.3

2.2

2.15

July.

1.8

1.85

1.9

1.95

2.0

2.25

2.05

2.4

2.25

2.15

2.25

2.2

2.2

2.2

2.2

Aug.

2 0

2 0

2 0

2.0

2.0

2.1

2.1

2.15

2.35

2.15

2 05

2 0

2 0

2.0

2.0

Sept.

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1.85

1.8

1.8

1.85

Oct.

2.0

2 0

2 0

1.95

2.05

2.1

2.1

1.95

1.9

1.85

1.9

1.95

1.95

2.0

2.0

Nov.

2.0

2.0

2 0

2.0

1.95

1.95

2.0

1.95

1.9

1.9

1.9

1.9

1.9

1.9

1.9

Dec.

2,0

2.05

2.2

2.9

2.7

2.5

2.45

2.3

2.3

2.2

2.2

2.2

2.2

2.1

2.1

8077 ran 210 07-
98 SURFACE WATER SUPPLY, 1906.

Daily & age height, infect, of Gallinas River near Las Vegas, N. Mex.,for 1906 Con.

Day,

16...............

17...............

18. ..............

19...............

20...............

21...............

22...............

23...............

24. ..............

25. ..............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

1.8

1.8

1.8

1.8

1.85

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.7

1.75

Feb.

1.8

1.8

1.8

1.8

1.8

2

1

1.9

2 AC

1.95

1 9

1.9

1 9

1 9

Mar.

2.1

2.0

2 A

1 Qt\

1.9

2.0

2.0

9 n

2.0

2

1

9 9

2.2

2.4

2.2

2.0

Apr.

2.4

2.5

2.5

2.8

2.7

2

fiK

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.5

May.

2.5

2.45

2.4

2.45

2.5

2.5

2.5

2.5

2.4

2 A

2.4

2.3

2.3

2.3

2.3

June.

2.05

1.95

1 9

1.9

1.9

1.9

1.9

1 9

1.9

1 9

1.9

1 9

1.85

1.8

1.8

July.

2.45

2.55

2.1

2.3

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

Aug.

2.0

1.9

1 9

1.9

1.9

1 9

1.9

1 9

1.9

1 9

1.9

1 9

1.9

1.9

1.9

1.9

Sept.

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.85

2.15

2.1

2.0

Oct.

2.0

1.85

1.8

1.75

1.65

1.6

1.75

1.8

1.8

1.7

1.75

2 0

2 0

2.1

2.1

Nov.

1.9

1.9

1 9

1.9

1.9

1 9

1.9

1 9

1.9

1 9

1 9

1 9

1 9

1.9

1.9

Dec.

1.95

1.9

1 Q.K

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

1 9

Rating table for Gallinas River near Las Vegas, N. Mex.,for 1906.

Gage

height.

Feet.

1.60

1.70

1.80

Discharge.

Sec.-ft.

2

4

8

Gage

height.

Feet.

1.90

2.00

2.10

Discharge.

Sec.-ft.

14

22

33

Gage

height.

Feet.

2.20

2.30

2.40

Discharge.

Sec.-ft.

47

64

84

Gage

height.

Feet.

2.50

2.60

2.70

Discharge.

Sec.-ft.

107

134 j 165

Gage

height.

Feet.

2.80

2.90

Discharge.

Sec.-ft.

200

240

NOTE. The above table is based on ten discharge measurements made during 1906 and is well defined 

between gage heights 1.9 feet and 2.6 feet.

Monthly discharge of Gallinas River near Las Vegas, N. Hex., for 1906.

Month.

April. ...................................................

July.....................................................

Discharge in second-feet.

Maximum.

14 

33 

84 

200 

134 

64 

120 

74 

64 

33 

.22 

240

240

Minimum.

4 

8 

14 

47 

64 

8 

8 

14 

8 

2 

14 

14

2

Mean.

9.2 

11.1 

25.9 

98 7 

101 0 

31 8 

38 5 

21.9 

14.7 

17.0 

15.7 

45.6

35.9

Total in 

acre-feet.

566 

616 

1,590 

5,870 

6,210 

1,890 

2,370 

1,350 

875 

1,050 

934 

2,800

26,100

NOTE. Values are rated as follows: January, February, and September to November, fair; remainder of year, good.

HONDO RIVER AT ROSWELL, N. MEX.

This station was established April 25, 1903, and was discontinued 

March 2, 1906. It is located at the bridge at the intersection of Main 

and Vegas streets, Roswell, N. Mex. The conditions at the station 

and the bench marks are described in Water-Supply Paper No. 174, 

page 117, where are given also references to publications that contain 

data for previous years.
PECOS RIVER DRAINAGE BASIN. 99 

Discharge measurements of Hondo River at Roswell, N. Hex., in 1906.

Date.

April6a. .......

Hydrographer.

.....do.........................................

.....do.........................................

.....do.........................................

E. C. Murphy. ................................

Width.

Feel. 

18

18

16

4

Area of 

section.

Sq.ft. 

5.6

10.0

5.2

.8

Gage 

height.

Feet. 

1.70

2.10

1.95

1.45

1.52

Discharge.

Sec.-ft. 

6

18

4.9

.33

.6

« Estimated. 

Daily gage height, in feet, of Hondo River at Roswell, N. Mex.,for 1906.

Day.

2.............

3.............

5.............

6.............

7.............

8.............

g

10.............

11.............

Jan.

2.5

2.5

2.4

2.3

2.15

2.0

2.3

2 45

 > 2

2.35

2.3

Feb.

2.2

2.2

2.2

2.2

2.25

2.0

2.0

1.5

1.5

1.5

Mar.

1.4

1.4

Day.

12............

13............

14............

15............

16............

17............

18............

19

20. ...........

21............

22. ...........

Jan.

2.35

2.25

2.1

2.0

2.3

2.45

2.6

Feb.

i 71;

1.9

1.65

1.6

1.5

1.5

1.4

1.4

Mar. Day.

23............

24............

25............

26............

27............

28. ...........

29............

30. ...........

31............

Jan.

2.5

2.55

2.6

2.55

2.55

2.55

2.5

2.5

2.35

Feb.

1.4

1.4

1.4

1.4

1.4

1.4

Mar.

NOTE. The gage was lowered 3.00 feet February 8, 1906; all gage heights for 1S06 refer to the new 

datum.

Daily discharge, in second-feet, of Hondo River at Rosiuell, N. Hex., for 1906.

Day.

3...................

4...................

5...................

6...................

7...................

8...................

9

10...................

11................:..

Jan.

33

33

29

25

20

15

35

31

21

27

25

Feb.

01

21

21*>i

23

12

2

2

1

Day.

12..................

13..................

14..................

15..................

16..................

18..................

19..................

20..................

21..................

22..................

Jan.

o-i

27

23

18

15

25

16

8

21

31

38

Feb.

2.5

4.5

1.6

1.6

1.2

0.6

.9

.6

9

ty

Day.

23..................

24..................

25..................

26..................

27..................

28..................

29..................

30..................

31..................

Jan.

33

36

38

36 '36

36

33

33

27

Feb.

.2

.2

NOTE. These discharges were obtained by the indirect method for shifting channels. 

Monthly discharge of Hondo River at Roswell, N. Hex., for 1906.

Month.

Discharge in second-feet.

Maximum.

38 

23

Minimum.

8 

0.2

Mean.

27.3

5.5

Total in 

acre-feet.

1,680 

305

1.980

NOTE. Values rated as approximate.
100 SURFACE WATER SUPPLY, 1906.

HONDO RIVER AT HONDO RESERVIOR SITE, NEW MEXICO.

This station was established March 9, 1903, at the first New Mexico 

reservoir dam site, 12 miles southwest of Roswell, N. Mex. The 

conditions at the station and the bench marks are described in WaterSupply Paper No. 174, page 118, where are given also references to 

publications that contain data for previous years.

Discharge measurements of Hondo River at Hondo reservoir site, New Mexico, in 1906.

Date.

April 24. .......

April 28........

December 20 ...

Hydrographer.

.....do.........................................

J. M. Giles.....................................

.....do.........................................

J. M. Giles. ....................................

.....do.........................................

.....do.........................................

William A. Lamb .............................

Width.

Feet. 

20

23

16

18

13

12

17

16

16

14.7

11.5

Area of 

section.

*,.,,

11

12

68

11

g

13

11

6.4

4.8

Gage 

height.

Feet. 

3.00

3.05

 J f)f)

3.06

2.70

9 QS

3.05

2.80

2.65

2.30

2.10

Discharge.

Sec.-ft. 

32

31

28

30

9.6

18

28

20

5.3

49

"Part of flow of river diverted into Inlet Canal about 2 miles above the station. 

i> Measured at Scour Gate No. 1.

Daily gage height, in feet, of Hondo River at Hondo reservoir site, New Mexico, for 1906.

Day.

1.. .............

2...............

4...............

5...............

6...............

7...............

8...............

9...............

10. ..............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19

20...............

21...............

22...............

OQ

24...............

OC

26...............

27. ..............

28............... °Q

on

31...............

Jan.

44

48

475

46

4.3

4.7

40

2.75

2.9

2.9

3.05

3.05

3.1

3.05

ai

3.2

3.15 a2

3.25

3.3

3.25

3.3

3.15

3.15

3.15

3.15

3.15

3.05

Feb.

3.0

3.1

3.0

3.0

3.0

3.0

3.0

3.05

ao

2.95

ao

a 05 ai

3.05

2.9

2.9

2,9

2.9

2.9

2.85

2.7

2.7

2.7

2.7

2.7

2.7

2.6

2.6

Mar.

2.6

2.6

2.6

2.6

2.65

2.65

2.6

2.6

2.6

2.4

. 

2.45

2.45

2.45

2.45

2.75

2.4

2.3

2.3

2.15

2.2

2.3

2.35

2.35

2.4

2.35

Apr.

2.4

2.35

2.65

2.95

3.0

3.05 ai

3.4

3.3

3.05

2.95

3.0

3.0

3.05

3.15

3.05

2.9

3.0

3.0

2.95

o 9

2.85

2.75

2.75

2.7

2.6

2.55

2.35

May.

2 i

June. July.

:::::::

2.2

2.3

.......

Aug.

2.35

2.05

2.15

2.55

2.3

a 05

2.6

Sept.

2.55

2.6

2.55

2.5

2.5

9 7

2.2

2.2

2.15

2.1

2.1

2 2

2.3

2.7

3.1

Oct.

ao

2.9

2.7

2.7

2.7

2.75

2.55

2.15

2.1

2.1

2.1

2.1

2.1

2.0

2.0

2.1

2.1

2.1

2.1

2.1

2.1

2 1

2.-0

1.95

1.9

1 9

1.95

2.15

2.3

Nov.

2.3

2.3

2.4

2.4

2.3

2.25

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

2.8

3.0

3.1

0 OC

2.9

2.4

2.2

o 4

Dec.

2.3

2.2

2.4

2.3

2.2

2.2

2.35

2.5

2.5

2.25

2.4

2.4

2.3

2.15

2.2

2.15

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

NOTE. The river was dry on days when the gage was not read, except from August 7 to 29. The discharge during that period was measured at Scour Gate No. 1.
PECOS RIVER DRAINAGE BASIN. 101

Daily discharge, in second-feet, of Hondo River at Hondo reservoir site, New Mexico,

for 1906. < '

Day.

 >

3...............

7...............

8...............

9 ....

11...............

13...............

14. ..............

16...............

17...............

18...............

20. ..............

21...............

22...............

23...............

24...............

^f>. .............. >7

28........... ...

29...............

30...............

31...............

Jan.

158

200

195

180

148

190

118

19

26

26

35

32

35

38

35

35

38

44

41

44

48

52

44

44

48

37

37

37

37

37

31

Feb.

28

34

28

28

28

28

28

31

28

25

28

30

32

30

22

21

21

20

20

18

11

11

11

10

10

10

7

7

Mar.

7

7

7

7

8

8

6

6

6

2

0

0

0

0

0

3

3

3

3

10

2

1

0

0

0

1

1

2

1

Apr.

2

1

7

17

15

19

22

25

44

37

27

22

22

24

29

32

38

32

on

36

36

33

14

31

26

25

23

18

16

8

May.

0

0

0

3

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

June.

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

July.

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

. 0

0

0

0

0

0

3

5

2

0

0

0

0

" 00

Aug.

0-6

1

2

13

5

.......

39

15

Sept.

13

15

13

11

11

5

3

3

2

2

2

1

0

0

0

0

0

0

0

0

0

0

0

0

0

4

6

21

45

Oct.

39

32

21

21

21

24

15

3

2

2

2

2

2

1

1

2

2

2

2

3

3

3

2

2

2

1

1

1

1

4

8

Nov.

8

8

11

11

8

6

5

5

5

5

5

5

6

6

6

6

6

6

6

6

32

32

46

54

66

39

13

6

0

13

Dec.

9

6

13

9

6

7

12

18

18

9

14

14

10

0

0

6

7

6

0

5

5

5

5

5

5

5

5

5

5

5

5

NOTE. These discharges were obtained by the indirect method for shifting channels.

Monthly discharge of Hondo River at Hondo reservoir site, New Mexico, for 1906.

Month.

July.....................................................

Discharge in second-feet.

Maximum.

200 

34 

10 

44 

3 

0 

5 

39 

45 

39 

66 

18

Minimum.

19 7- 

0 

1 

0 

0 

0 

0 

0 

1 

0 

0

Mean.

67.4 

21.6 

3.10 

24.4 

0.10 

0 

0..32 

10.1 

5.23 

7.32 

14.4 

7.23

Total in 

acre-feet.

4.140 

1,200 

191 

1,450 

6.1 

0 

19.7 

160 

311 

450 

857 

445

9,230

NOTE. Values are rated as approximate.

INLET CANAL AT HONDO RESERVOIR, NEAR ROSWELL, N. MEX.

This station was established August 7, 1906, for the purpose, of 

determining the amount of water diverted into the Hondo reservoir. 

It is located 12 miles southwest of Roswell, just below the sand 

check at the lower end of the Inlet Canal.

The station is located on a curve of the channel. The bed is 

somewhat shifting on account of the channel being excavated
102 SURFACE WATER SUPPLY, 1906.

through a more or less shifting material. Both banks are high and 

not liable to overflow.

At low water discharge measurements are made by wading 50 feet 

below the gage. High-water measurements are to be made from a 

cable and car, which will be erected during the present season.

The gage established August 7 consists of notches cut in the vertical face of the right-hand wing wall of the sand-check gate. The 

graduations range from 2 to 5.5 feet. On August 25 a gage was 

established by the reclamation engineers. It consists of a timber 

graduated from 0 to 2.3 feet, fastened to the east face of the first 

partition from the east end of the sand-check gate. The zero rests 

on the sill of the gate. A separate rating curve should be used 

from August 25 to December 31. Observations at this station are 

made by John F. Boscoe, gate keeper at the Hondo reservoir.

Discharge measurements of Inlet Canal at Hondo reservoir, near Roswell, N. Hex... in 1906.

Date. Ilydrographer.

J. M. Giles. ....................................

.....do................................. .......

Width.

Feet.

48

55

35

Area of 

section.

Sq.ft. 

34

51

22

Gage 

height.

Feet. 

2.02

2.33

"0.22

Discharge.

Sec.-ft. 

40

93

32

u Second gage.

Daily gage height, in feet, of Inlet Canal at Hondo Reservoir, near Roswell, Ar. Me.v.,

for 1906.

Day.

1.. ...........

-3.............

5. ............

6. ............

7............. 

8.............

9. ............

10.............

11.............

12. ............

13

14............. 

15.............

16. ............

Aug.

2.25 

1.95

2.25

1.9

1.25

0.3

Sept.

0.1

.1

.1

.05 

.05

04

.02

.04

.04 

.02

Oct.

.......

0.05 

.1

.1

.1

.1 

.15

. 1

Nov.

.......

.05

.05

Dec.

0.2

.4

.45

.75

.95

.65 

.5

.35

.35

.3

.3 

.25

.3

Day.

17............

18............

19. ...........

20............

21............

99

23............ 

24............

26............

2728::::::}:::::

30............ 

31. ...........

Aug.

.......

0.1

.6

.6

.25

1

: 05 .1

Sept.

0.3

.35

.15

Oct.

0.1 

.1

.1

.1

.1

.1

.1 

.1

.1

.1

.1

.1

.08 

.02

Nov.

.......

0.1

.15 

.1

.15

.2

.1

.2

.15

Dec.

0.3

.25

.25

.2

.2 

.2

2

.2

.2

.15

.15

.22 

.25

NOTE. The canal was dry on days when the gage was not read. 

SCOUR GATE NO. 1, HONDO RESERVOIR, NEAR ROSWELL, N. MEX.

This station was established for the purpose of determining the 

amount of water flowing down Hondo Riyer past the reservoir. It is 

located just below the opening of the scour gate.

Discharge measurements are made by wading at convenient points 

below the gate. The channel is straight below the gate and is in fair 

condition for measurements.
PEC OS RIVEE DRAINAGE BASIN. 108

The gage consists of graduations from 0.5 to 

the concrete wing wall at the east side of the gat( 

tions at this station are made by John F. Bosco 

Hondo Reservoir.

2.5 feet, painted on 

opening. Observai, gate keeper at the

Discharge measurements of Scour Gate No. 1, Hondo Reservoir, near Roswell, N. Hex.

in 1906.

Date. Hydrographer.

J. M. Giles. ....................................

.....do.........................................

.....do...................................... ..

Daily gctge height and discharqe of Scour Gate No. 1, 

N. Hex. , for 1906.

Day.

o

3..............

4..............

5..............

6...............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

15...............

16............ .

17..............

18..............

August.

Gage 

height.

Feet.

0. G 

.6 

.6 

.5

Discharge.

Sec.-ft.

9.5 

9.5 

9.5 

5.3 

0 

0 

0 

0 

0 

0 

0 

0

September.

height.

Feet. 

0.3 

.35 

.3 

.2 

.2 

.2 

.1 

.1 

.1 

.05 

.1

Discharge.

Sec.-ft. 

1 6 

2 2 

1 6 

8 

8 

8 

2 

2 

2 

1

'o

0 

0 

0 

0 

0 

0

Width

Feet. 

14 

15.5 

16

Hond

Day.

20. .........

21..........

22. .........

23.-...-.--.

25. .........

26.......---

28......---.

9Q

30

Run-off 

acre-f 

(7-31)

in 

eet,

h

Area of Gage 

section, height.

Sq.ft. Feet. 

5. 4 .50 

8. G .70

11 . 85

j Reservoir, near

August.

an

Feet.

0.25 

.5

Discharge.

Sec.-ft. 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

1.2 

5.3

l.fi

hO

Discharge.

Sfc.-ft. 

5.3 

15 

23

Roswell,

September.

Gage 

height.

Feet.

1.3

Discharge.

Sfc.-ft. 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

55 

0

2.1 

125

NOTE. The scour gate was dry after September 30.

PENASCO RIVER NEAR DAYTON, N. MEX.

This station was established September 12, 1905, about 2 miles 

east and 1 mile north of Dayton and about 1 ndle above the mouth 

of the river. The conditions at the station and the bench marks are 

described in Water-Supply Paper No. 174, page 121.

Discharge measurements of Penasco River near Dayton, N. Me.i\, in 1906.

Date.

February 1 ....

March 29.......

April 20. .......

May 10. ........

October 30.....

Hydrographer.

.. ...do..... ................................... .

.....do'.........................................

J. M. Giles... ................................. .

J.M.Giles.....................................

.....do.........................................

.... .do .........................................

William A . Lamb .............................

Width.

Feet. 

24

25

20

28

20

16

24

1.5

9

Area of 

section.

Sq.ft. 

15

19

21

24

11

8.4

19

.3

Gage 

height.

Feet. 

1.30

1.38

1.38

1.40

1.06

1.00

1.30

.80

1.05

Discharge.

Sec.-ft. 

32

49

48

53

10

8.6

38

0.4

2
104 SURFACE WATER SUPPLY, 1906.

Daily gage height, in feet, of Penasco River near Dayton, N. Mex.,for 1906.

Day.

1.... ...........

2...............

5...............

6...............

7...............

8. ..............

g

10

11...............

-10

14...............

15...............

16...............

17...............

18.. .............

19. ..............

20...............

21...............

22. ..............

23. ..............

24. ..............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

.......

1.4

1.3

1.2

1.3

1.4

1.4

1.4

1.4

1.4

1.4

Feb.

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.5

1.4

1.4

1.4

1.4

I.-"

1.4

1.4

1.4

1.3

1.4

1.4

1.4

1.4

1.4

1.4

Mar.

1.4

1.3

1 ^

1.3

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.1

1.1

1.1

1.1

1.1

1,1

1.1

1.1

1.1

1.2

1.2

1.2

1.2

1.1

1.1

1.1

1.1

1.0

1.0

1.0

Apr.

1.0

1.0

1.0

1.2

1.3

1.3

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.3

1.4

1.4

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.2

1.2

1.3

1.2

1.1

May.

1.1

1.1

1.1

1.1

1.0

.9

.8

.7

.7

.8

.8

.8

.7

.8

.8

.9

.8

.7

.7

.7

.7

.7

.7

.7

.3

.3

June.

0.3

.3

.3

.1

.......

.......

.......

July.

0.7

.8

.7

.7

.7

.7

.6

.5

.7

.7

.7

.8

.9

.8

.7

.7

.7

.7

.7

.7

.7

7

' '?

.7

.7

Aug.

0.7

.7

.8

.7

.9

.8

.7

.7

.7

.7

.7

.8

.7

.7

.7

.7

.7

»T

.7

.7

.7

-7

.7

.7

.7

2.3

1.3

.7

1.0

g

Sept.

0.8

.9

1.0

.8

.7

.6

.7

.9

.9

.8

.8

.7

.7

.8

.8

.7

.8

.8

.8

.8

.8

.8

.8

.8

.8

1.9

1.2

2.8

.8

.8

Oct.

0.8

.8

.8

.9

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.2

1.1

1.0

1.0

1.0

1.0

0.9

.8

.9

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.1

Nov.

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

i.7

1.7

1.5

1.5

1.5

1.4

1.3

1.2

1.2

1.2

1.2

Dec.

1.7

1.0

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.4

1.4

1.4

1.3

1.3

1.3

1.3

1.3

NOTE. The river was dry from June 5 to July 5, inclusive.

Rating table for Penasco River near Dayton, N. Hex., from January 1, 1906, to June

SO, 1906.

Gage 

height.

Feet. 

0.70 

0.80

Discharge.

Sec.-ft. 

0 

0.4

Gage 

height.

Feet. 

0.90 

1.00

Discharge.

Sec.-ft. 

3 

7

Gage 

height.

Feet. 

1.10 

1.20

Discharge.

Sec.-ft. 

13 

23

Gage 

height.

Feet. 

1.30 

1.40

Discharge.

Sec,ft. 

53

Gage 

height.

Feet. 

1.50

Discharge.

Sec.-ft. 

73

NOTE. The above table is based on eight discharge measurements made during 1906 and is fairly 

well defined.

Monthly discharge of Penasco River near Dayton, N. Hex., for 1906.

Month.

May.....................................................

Discharge in second-feet.

Maximum.

53 

73 

53 

53 

13 

0

Minimum.

23

35 

7 

7 

0 

0

Mean.

46.4 

53.1 

20.2 

28.3 

2.2 

0

Total in 

acre-feet.

920 

2,950 

1,240 

1,680 

135 

0

6,920

NOTE. Discharges have-not been computed after June 30, on account of the lack of measurements. 

Values are rated as follows: January to April, good; May, approximate.
SUBFACE WATEE SUPPLY, 1906. IQj

DEVILS RIVER DRAINAGE BASI

DEVILS RIVER AT DEVILS

This station was established in April, 1900, by the International 

(Water) Boundary Commission. It is opposite the Southern Pacific 

.Railroad station at Devils River.

The river is about 50 miles in length, has a perennial flow, and during flood periods is subject to great fluctuations. No good location 

for a gaging station exists on this stream where it would be accessible 

from the railroad station. The conditions at the site chosen and 

the bench marks are described in Water-Supply Paper No. 174, 

page 123, where are given also references to publications that contain data for previous years.

Discharge measurements of Devils River near Devils River, Tex., in 1906, by E. E.

Winter.

 Date.

March 26 ................

March 30...... ..........

April 10. ................

April 13. ................

April 21 .................

April 26. ................

April 29.................

May 4...................

May9. .........:........

May 16.................

May 21. .................

Area of 

section.

Sq.-ft. 

372

372

372

356

362

357

361

357

364

364

364

357

356

358

358

392

352

353

364

1W

362

987

height.

Feet. 

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

9 35

2.35

2.35

o oc

*> ^

2.45

2.25

2.3

2

0

O OK

2.25

2.25

4.3

2 A

Discharge.

Sec.-ft.

445

447

444

426

415

417

422

425

365

393

397

9QO

417

536

400

OQO

401

411

OQI

OQO

2,600

C77

Date.

July 1. ..................

July 20 ..................

July 26..................

July 30. .................

Area of 

section.

Sq.-ft. 

360

357

474

794

545

463

467

491

642

566

572

558

549

546

535

533

527

506

492

507

507

505

497

494

499

486

height.

Feet. 

2.25

2.25

2.7

3.7

2.9

2.8

2.8

2.8

3.25

2.95

2.95

2.9

2.85

2.85

2.8

2.8

2.8

2.7

. 2.65

2 7

2.7

2.7

2.7

2.7

2.7

2.65

Discharge.

Sec.-ft. 

418

412

920

1,939

1,026

731

771

806

1,525

915

934

891

872

849

831

811

754

719

715

727

699

698

711

688

679

687
106 SURFACE WATER SUPPLY, 1906.

JieigJit, in feet, of Devils River at Devils River, Tex.,for 1906.

Day.

1.... ...........

2...... .........

3...............

4..... ..........

8...............

9...............

10...............

11.... ...........

12...............

13...............

14.... ...........

15............... 

Iti. ..............

17...............

18...............

19...............

20. ..............

21...............

22...............

23...............

24...............

25. ..............

26. ..............

27...............

28...............

29...............

30............... 

31...............

Jan.

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2 4

2.4

2.4

2.4

2.4 

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

O ^

2.4

2.4

2.4

2.4 

2.4

Feb.

2.4

2.4

2.4

2.4

2.4

o 4

9 4

2.4

2.4

2.4

2.4

2. 4 

2.4

2.4

2 4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2 4

2.4

Mar.

2.4

2.4

2.4

2.4

2.4

2.35

2.35

2.35

2.35

2.35

2.35

2.35

9 Q£

2.35

9 QK

2.35

9 35

2.35

2.35

2.35

2.35

2.35

2.35

2.35

2.35

2.35

2.35

Apr.

2.3

2.3

2.3

2.3

2.3

2.3

2 3

2.3

O Q

2.35

2.35

2.45

2.45

2.25 

2.25

2.25

2.25

2.25

2.25

2.25

2.25

2.25

2.25

. 2.25

9 95

9 3

2.3

May.

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.25

2.25

2.25

2.25

2.25

2.25

2.25

2.25 

2.25

2.25

2.25

2.35

2.3

2.25

2.25

2.25

2.25

2.25

2.25

2.25

2.25

June.

2.25

2.25

3.8

4.9

4.7

3.4

2.7

2.6

2.4

2.4

2.4

2.4

2.35

2.3

2.3 

2.3

2.3

2.35

2.35

2.3

2.3

2.3

2.25

2.25

2.3

2.3

2.25

2.25

JtUy.

2.25

2.25

2.4

2.5

2.4

2.45

2.7

4.8

6.1

5.5

3.85

3.25

3.0

2.9

3.1

2

nc

2.95

2.9

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.75

2.8

Aug.

3.0

3.05

2.85

2.8

2.8

2.8

2.9

3.65

3.0

4.8

14.3

9 °5

6.05

3.9

3.4

3.35

3 2

3.2

0 O

3.1

3.0

3.0

3.0

3.0 

o 95

Sept.

2.9

2.95

3.0

3.2

3.0

2.9

2.9

9 9

2.9

O Q

2.9

9 q

2.9

2.9 

2.85

2.85

3.0

3.6

2.95

2.85

2.85

2.85

2.85

2.85

2.85

2.85

2.8

Oct.

2.«

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.95

2.9 

2.85

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.75

2.7

2.7

2.7

2.7 

2.7

Nov.

2.7

2.7 2.7'

2.7

2.65

2.65

2.65

2.65

2.65

2.65

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

Dec.

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2 7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

9 7

2.7

2.7

2.7

2.7

9 -

2 7

o 7

2.65

Daily discharge in second-feet of Devils River at Devils River, Tex.,for 1906.

Day.

1.. ............

2..... .........

3..............

4..............

5..............

6..............

1... ...........

8... ...........

9..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20. .............

21.... ..........

22..............

23..............

24..............

25. .............

26..............

27..............

28..............

29..............

30 .............

31.............. 91

Jan.

505

»500

490

485

480

470

465

460

450

a 445

445

445

445

445

445

445

o445

445

450

450

450

450

450

a 450

450

450

445

a 445

445

Feb.

440

435

435

430

430

a 425

425

420

420

a 415

415

415

415

415

415

415

415

420

420

a 425

425

420

415

«420

Mar.

425

425

425

425

»425

425

390

390

385

385

380

375

o365

375

380

390

395

395

OQC

395

395

OQC

a 395

Apr.

350

350

355

355

360

360

365

365

370

a 415

425

525

535

400

400

and

400

400

400

«400

400

4flrt

4nn

400

«400

390

380

a 400

400

May.

400

405

410

a 410

410

410

410

390

"390

390

390

390

390

390

395

"395

400

460

430

405

405

405

400

400

400

400

400

400

June.

400

400

2,070

3,260

1,650

^900

800

585

580

a 575

470

470

470

470

520

COA

470

470

a420

420

465

465

415

« 410

410

July.

410

410

580

690

580

640

»920

3,080

6,770

4,970

2,510

a2,100

1,430

1,140

1,030

970

1,250

1,080

1,080

al,030

one

860

830

800

765

a 730

740

700

710

770

a 720

Aug.

1,030

1,100

870

«805

805

960

2,160

«1,680

1,120

3,050

30,000

14,850

5,580

2,140

1,650

1,450

1,390

1,210

1,210

1,150

i non

970

970

970

970

970

970

970

Q1 5

Sept.

865

970

1,175

"980

935

890

890

890

890

890

890

890

a 890

890

850

850

1,000

1.720

970

870

865

865

860

855

855

850

a ftf^O

810

Oct.

815

820

825

«830

830

825

825

820

820

815

815

a 810

810

960

900

840

780

770

760

« 755

755

760

765

770

780

740

720

720

yOQ

a 720

7°0

Nov.

725

725

730

730

a 715

715

715

715

715

715

725

725

a 725

725

725

720

715

710

710

705

700

a 700

700

700

700

700

700

700

700

"700

Dec.

700

700

700

705

705

710

a 710

710

705

700

695

690

a 690

685

680

680

685

685

fion

695

700

710

715

720

680

a Dates of measurements.
LAS MORAS CREEK DRAINAGE BASHT.

Monthly discharge of Devils River at Devils River, Tex.,for 1906.

Month.

May.....................................................

July......:...--...--..--....--..--......................

Discharge in second-feet.

Maximum.

505 

440 

425 

535 

460 

3.260 

6,770 

30,000 

1,720 

960 

730 

720

30,000

Minimum.

445 

415 

365 

350 

390 

400 

410 

805 

810 

720 

700 

680.

350

Mean.

456 

421 

395 

401 

403 

772 

1,329 

2,743 

926 

793 

713 

697

837

Total in 

acre-feet.

28,036 

23,405 

24,307 

23,871 

24,754 

45,937 

81,699 

168,634 

55,121 

48,783 

42,417 

42,833

609,797

SAN FELIPE CREEK DRAINAGE

SAN FELIPE CHEEK AT DEL, BIO, TEX.

San Felipe Creek rises in four large springs northeast of Del Rio 

and flows southward into the Rio Grande. The waters of these 

springs are used in two large irrigation systems, the one on the west 

side of the creek having been in use for many years and the one on 

the east having been more recently constructed. The following 

table shows the discharge measurements that have been taken on 

the combined flow of the Madre ditch and the creek just south of 

the bridge of the Southern Pacific Railroad:

Discharge measurements of San Felipe Creek at Del Rio, Tex., 1895-1906.

Date.

December, 1895. ....

March, 1899........ 

September, 1900....

December, 1901.....

September, 1902.... 

March, 1904........

August, 1905.......

April, 1906.........

Hydrographer.

C.C.Babb. ..........................

T. U. Taylor . ........................

C. N. Campbell. ......................

T. U. Taylor. ........................ 

.... .do ................................

.....do................................

Discharge.

Sec.-ft. 

99

113 

149

150

115 

118

103

72

Remarks.

LAS MORAS CREEK DRAINAGE BASIN.

LAS MORAS CREEK NEAR BRACKETTVILLE, TEX.

Las Moras Greek, like its sister springs of the Edwards Plateau, 

rises very suddenly. It is located near the twin towns of Brackettville and Fort Clark, and threads its way between the two. It flows 

south, supporting many irrigation systems, and finally empties into 

the Rio Grande 25 miles above Eagle Pass. Its flow is extremely 

variable, being a reflex barometer of the season preceding, and, like 

the Leona at Uvalde, it gives a safe index of the rainfall of the 

Edwards Plateau for months before. The following table shows the 

discharge measurements that have been taken:
108 SURFACE WATER SUPPLY, 1906.

Discharge measurements of Las Moras Creek near Brackettville, Tex., 1895-1906.

Date.

June, 1899..........

September, 1900....

September, 1902....

September, 1902 ....

March, 1904........

April, 1906.........

Hydrographer.

C. C. Babb........ ...................

.....do................................

.....do................................

.....do................................

.....do................................

.....do................................

.....do................................

Discharge.

Sec.-ft.

60 

51 

11 

11 

28 

14 

18

Remarks.

At foot bridge, Brackettville. 

At Mulligans Bend. 

Do. 

Do. 

Do. 

Do. 

Do. 

Do.

MISCELLANEOUS MEASUREMENTS.

The following miscellaneous discharge measurements were made 

in the Rio Grande drainage basin in New Mexico in 1906:

Miscellaneous measurements in Rio Grande drainage, basin in New Mexico in 1906.

Date.

June 10. .......

August 2. ......

June 29. .......

August 2.......

August 2.......

June 7.........

Stream.

.....do....................

.....do....................

.....do....................

.....do....................

.....do....................

.....do....................

.....do....................

.....do....................

West Valley ditch ........

Locality.

.....do.......................

.....do.......................

.....do.......................

.....do.......................

Width.

Feet. 

7.5

4.5

2.4

5.2

4.5

9.5

10.0

3.4

4.5

5.9

4.5

10.0

7.0

7.0

6.0

Area of 

section.

**'fi

3.5

0.56

3.74

4.3

9.3

12.9

1.48

2.3

4.09

2.14

1.5

6.0

8.4

9.0

Discharge.

Sec.-ft. 

8.5

7.6

0-59

3.77

3.7

14.4

15.4

0.83

2.43

2.17

0.77

0.6

o OQ

2.0

12.0
INDEX.

A.

Acknowledgments to those aiding. 

Acre-foot, definition of............

Austin, Tex.,

Barton Springs near:

description................

discharge..................

Colorado River at:

description................

discharge..................

discharge, monthly........

gage heights...............

Page.

10

.......... 41

.......... 42

.......... 37

.......... 37

.......... 39

.......... 38

rating table......................... 38

Avalon, N. Mex., 

Pecos River at:

description.......................... 88

discharge........................... 88

discharge, monthly................. 89

gage heights........................ 89

rating table......................... 89

B.

Barton Springs nearAustin, Tex.:

description......................... 41

discharge........................... 42

Black River at and near 

Malaga, N. Mex.:

discharge........................... 108

Bolster, R. H., work of..................... 7

Brackettville, Tex.,

!Las Moras Creek near:

description......................... 107

discharge........................... 107

Brazos River at 

Richmond, Tex.:

description......................... 35

discharge, monthly................. 36

gage heights........................ 35

rating table......................... 36

Waco, Tex.:

description......................... 34

discharge, monthly................. 35

gage heights........................ 34

rating table..... ;.................. 35

Brazos River basin:

description............................. 34

Brownsville, Tex., " , 

Rio Grande near:

description......................... 7.2

discharge.............»............. 73

gage heights........................ 73-74

c.

Cable station, figure showing. 

Carlsbad, N. Mex., 

Pecos River at:

description...........

discharge.............

discharge, monthly...

gage heights.

Page.

17

.......... 90

.......... 90

.......... 91

.......... 90

rating table......................... 91

Colorado River at 

Austin, Tex.:

description......................... 37

discharge........................... 37

discharge, monthly................. 39

gage heights........................ 38

rating table........................ 38

Columbus, Tex.:

description......................... 39

discharge, monthly................. 40

gage heights........................ 39

rating table ....................... 40

Colorado River (of Texas) basin:

description............................. 37

Columbus, Tex.

Colorado River at:

description......................... 39

discharge, monthly................. 40

gage heights........................ 39

rating table......................... 40

Comal River at 

New Braunfels, Tex.:

description......................... 44

discharge........................... 44

Computation, methods of.................. 19-22

Cooperation and acknowledgments......... 22

Cuero, Tex.,

Guadeloupe River near:

description......................... 42

discharge, monthly................. 43

gage heights........................ 42-43

rating table......................... 43

Current meters, classes of.................. 16

methods of using....................... 16-18

plates showing......................... 16

Current-meter station, view of............. 16

Curves (discharge, area, and velocity), figure showing.............................. . 17

Dallas, Tex.,

Trinity River at: 

description... 

discharge.....

19

30

109
110 INDEX.

Dallas, Tex. Continued. 

Trinity River at:

discharge, monthly,................

gage heights........................

rating table.........................

Dayton, N. Mex., 

Pecos River near:

description.........................

discharge...........................

discharge, daily.....................

discharge, monthly.................

gage heights........................

Penasco River near:

description.........................

discharge...........................

discharge, monthly.................

gage heights........................

rating table.........................

Definitions of terms used...................

Del Norte, Colo., 

Rio Grande near:

description.........................

discharge...........................

discharge, monthly.................

gage heights........................

rating table.........................

Del Rio, Tex.,

San Felipe Creek at:

description.........................

discharge...........................

Devils River, Tex. (mouth), 

Rio Grande below:

description.........................

discharge...........................

discharge, daily.....................

discharge, monthly.................

gage heights........................

Devils River at 

Devils River, Tex.:

description.........................

discharge...........................

discharge, daily.....................

discharge, monthly.................

gage heights........................

Discharge, measurement and computation 

of...............................

Drainage basins, list of.....................

E.

32

30-31 

32

83

83

84

85

84

103

103

104

104

104

9-10

107

107

105

105

106

107

106

19-22 

8-9

Eagle Pass, Tex., 

Rio Grande at:

description.'........................ 67

discharge........................... 67-68

discharge, daily..................... 69

discharge, monthly................. 69

gage heights........................ 68

El Paso, Tex.,

Rio Grande near:

description......................... 55

discharge........................... 55-56

discharge, daily..................... 57

discharge, monthly................. 57

gage heights........................ 56

Equivalents, table of....................... 12-13

Evadale, Tex.,

Naches River at:

description......................... 28

Evadale, Tex. Continued. 

Naches River at:

discharge, monthly, 

gage heights........

rating table........

Page.

28

F.

Field methods of measuring stream flow... 13-19 

Floats, use of............................... 15-16

Follett, W. W., work in charge of.......... 7

Fort Sumner, N. Mex., 

Pecos River near:

description......................... 79-80

discharge........................... 80

discharge, daily..................... 81

discharge, monthly................. 81

gage height......................... 80

Gaging stations, equipment of............. 15

location of, map showing............... 8

Gallinas River near 

Las Vegas, N. Mex.:

description......................... 97

discharge........................... 97

discharge, monthly................. £8

gage heights........................ 97-98

rating table........................ 98

Guadaloupe River near 

Cuero, Tex.:

description......................... 42

discharge, monthly................. 43

gage heights........................ 42-43

rating table......................... 43

Guadaloupe River basin:

description............................. 42

Guerrero, Tamaulipas, Mexico, 

Rio Salado near:

description......................... 74

discharge........................... 74-75

gage heights........................ 75

H.

Henshaw, F. F., work of................... 7

Hondo Reservoir, N. Mex., 

Inlet canal at:

description....................... 101-102

discharge........................... 102

gage heights........................ 102

Scour gate No. 1:

description....................... 102-103

discharge........................... 103

gage heights........................ 103

Hondo River at 

Hondo Reservoir site, N. Mex.:

description......................... 100

discharge........................... 100

discharge, daily..................... 101

discharge, monthly................. 101

gage heights........................ 100

Roswell, N. Mex.:

description ^....................... 98

discharge........................... 99

discharge, daily..................... 99

discharge, monthly................. 99

gage heights........................ 99
INDEX, 111

Hoyt, J. C., work in charge of..............

Hydrographic surveys, organization and

I.

Ice measurements, methods of making..... 19 

International Water Boundary Commission, work of................... 7

L.

Lake McMillan, leakage from............. 87

Lakewood, N. Mex., 

Pecos River at:

description.......................

discharge.........................

discharge, monthly...............

gage heights......................

rating tables......................

Lamb, W. B., work in charge of..........

Lampasas, Tex.,

Lampasas Springs at:

description......................... 36-37

discharge........................... 36

Langtry, Tex.,

Rio Grande near:

description......................... 62-63

discharge........................... 63

discharge, daily..................... 64

discharge, monthly................. 64

gage heights............../......... 63-64

Laredo, Tex.,

Rio Grande near:

description......................... 69-70

discharge........................... 70

gage heights........................ 71

Las Moras Creek near 

Bracketville, Tex.:

description......................... 107

discharge........................... 108

Las Vegas, N. Mex., 

Gallinas River near:

description......................... 97

discharge........................... 97

discharge, monthly................. 98

gage heights........................ 97-98

rating table......................... 98

Leona River at 

Uvalde, Tex.:

description......................... 47

discharge........................... 47

Llano River, Tex.:

description............................. 41

discharge............................... 41

Lobatos, Colo.,

Rio Grande near:

description......................... 50

discharge........................... 51

discharge, monthly................. 52

gage heights........................ 51

rating table......................... 51

Logansport, Tex., 

Sabine River at:

description......................... 24

discharge........................... 25

discharge, monthly................. 27

gage heights........................ 25-26

rating table......................... 27

Longview, Tex., Page. 

Sabine River near:

description......................... 22-23

discharge, monthly................. 24

gage heights........................ 23

rating table......................... 23

M. 

Malaga, N. Mex.,

Black River at and near:

discharge........................... 108

Margueretta flume near 

Pecos, Tex.:

discharge........................... 93

discharge, monthly................. 94-95

gage heights........................ 93-94

rating tables........................ 94

Miner's inch, definition of.................. 10

Moorhead, Tex.,

Pecos River near:

description......................... 95

discharge........................... 95

discharge, daily..................... 96

discharge, monthly................. 97

N.

Neches River at 

Evadale, Tex.:

description......................... 28

discharge, monthly................. 29

gage heights........................ 28

rating table......................... 28

New Braunfels, Tex., 

Comal River at:

description......................... ^ 44

discharge........................... 44

Nueces River basin:

description............................. 45-46

' miscellaneous measurements........... 46

P.

Padgett, H. D., work of....................

Pecos, Tex.,

Margueretta flume near:

discharge...........................

discharge, monthly.................

gage heights........................

rating tables........................

Pecos River near:

discharge...........................

discharge, monthly.................

gage heights........................

rating tables........................

Pecos River and Margueretta flume

near: description...................

Pecos River at and near 

Avalon, N. Mex,:

description.......................'..

discharge...........................

discharge, monthly.................

gage heights........................

rating table.........................

Carlsbad, N. Mex.:

description.........................

discharge...........................

discharge, monthly.................

93

94-95 

93-94

94

92

93

92

92-93

91
112 INDEX.

Pecos River at and near Continued. 

Carlsbad, N. Mex.:

rating table...

Dayton, N. Mex.:

description...

Page.

90

91

83 

83 

discharge, daily..................... 84

discharge, monthly................. 85

gage heights........................ 84

Fort Sumner, N. Mex:

description......................... 79-80

discharge ............................ SO

discharge, daily....................". 81

discharge, monthly................. 81

gage heights........................ 80

Lakewood, N. Mex.: '

description......................... 85

discharge........................... 86

discharge, monthly................. 87

gage heights........................ 86

rating tables........................ 87

Moorhead, Tex.:

description.......................... 95

discharge........................... 95

discharge, daily..................... 96

discharge, monthly................. 97

gage heights........................ 96

Pecos, Tex.:

description......................... 91

discharge........................... 92

discharge, monthly................. 93

gage heights........................ 92

rating table......................... 92-93

R os well, N. Mex.:

description......................... 81

discharge........................... 82

discharge, monthly............... 1. 83

gage heights........................ 82

Santa Rosa, N. Mex.:

description......................... 78

discharge........................... 78

discharge, daily..................... 79

discharge, monthly................. 79

gage heights........................ 78

Pecos River basin:

description............................. 77

Penasco River nearDayton, N. Mex.:

description......................... 103

discharge........................... 103

discharge, monthly................. 104

gage heights........................ 104

rating table......................... 104

Presidio, Tex.,

Rio Grande above:

description......................... 57-58

discharge........................... 58

discharge, daily..................... 59

discharge, monthly................. 60

gage heights........................ 59

Rio Grande below:

description......................... 60

discharge........................... 60-61

discharge, daily..................... 62

discharge, monthly................. 62

gage heights....................... 61

Price current meter, view of................ 16

R.

Rating tables, construction of............ 19

Richmond, Tex.,

Brazos River at:

description......................... 35

discharge, monthly................. 36

gage heights........................ 35

rating table......................... 36

Rio Grande near 

Brownsville, Tex.:

description......................... 72

discharge........................... 73

gage heights........................ 73-74

Del Norte, Colo.:

description......................... 49

discharge........................... 49

discharge, monthly................. 50

gage heights........................ 49

rating table......................... 50

Devils River, Tex. (mouth):

description......................... 65

discharge........................... 65

discharge, daily..................... 66

discharge, monthly................. 67

gage heights........................ 66

Eagle Pass, Tex.:

description......................... 67

discharge........................... 67-68

discharge, daily..................... 69

discharge, monthly................. 69

gage heights........................ 68

El Paso, Tex.:

description......................... 55

discharge........................... 55-56

discharge, daily............. 1....... 57

discharge, monthly................. 57

gage heights........................ 56

Langtry, Tex.:

description......................... 62-63

discharge........................... 63

discharge, daily..................... 64

discharge, monthly................. 64

gage heights........................ 63-64

Laredo, Tex.:

description......................... 69-70

discharge........................... 70

gage heights........................ 71

Lobatos, Colo.:

description......................... 50

discharge........................... 51

discharge, monthly................. 52

gage heights........................ 51

rating table......................... 51

Presidio, Tex. (above):

description......................... 57-58

discharge........................... 58

discharge, daily..................... 59

discharge, monthly................. 60

gage heights........................ 59

description.................'........ 60

discharge........................... 60-61

discharge, daily..................... 62

discharge, monthly................. 62

gage heights........................ 61

Roma, Tex.:

description......................... 71

discharge........................... 71-72

gage heights........................ 72
INDEX. 118

Rio Grande nearSan Mareial, N. Mex.:

description.........................

discharge...........................

discharge, daily.....................

discharge, monthly.................

gage heights........................

Rio Grande basin:

description............................

miscellaneous measurements..........

Rio Salado near 

Guerrero, Tamaulipas, Mexico:

description........................

discharge..........................

gage heights .......................

Rio San Juan nearSanta Rosalia Ranch, Tamaulipas

Mexico: 

description........................

discharge..........................

gage heights.......... ............

Riverside, Tex.,

Trinity River at:

description........................

discharge, monthly................

Roma, Tex.,

Rio Grande near'

description...............

discharge.................

gage heights..............

Roswell, N. Mex., 

Hondo River at:

description...............

discharge.................

discharge, daily...........

discharge, monthly.......

gage heights..............

Pecos River near:

description...............

discharge.................

discharge, monthly.......

gage heights..............

Run-off, definition of.............

computation of...............

"Run-off in inches," definition of.

52

53

54

55

54

47-49 

108

74 

74-75

75

75-7fi 

7fi

71

99

99

99

99

81

82

O*J 

O-j

10

19-22 

10

S.

Sabine River at and near 

Logansport, Tex.:

description......................... 24

discharge........................... 25

discharge, monthly. ................ 27

gage heights........................ 25-26

rating table......................... 27

Sabine River near 

Lougview, Tex.:

description......................... 22-23

discharge, monthly... 

gage heights..........

rating table...........

Sabine River basin:

description...............

8077 IRR 210 07-

San Antonio, Tex., Page. 

San Antonio River at:

description......................... 45

discharge........................... 45

San Antonio River basin:

description............................. 45

San Pelipe Creek at 

Pel Rio, Tex.:

description......................... 107

discharge........................... 107

San Marcos, Tex.,

San Marcos River at:

description......................... 44

discharge........................... 44

San Mareial, N. Mex., 

Rio Grande near:

description......................... 52

discharge........................... 53

discharge, daily..................... 54

discharge, monthly................. 55

gage heights........................ 54

San Saba, Tex.,

San Saba River at:

description......................... 40

gage heights........................ 40-41

Santa Rosa, N. Mex., 

Pecos River at:

description......................... 78

discharge........................... 78

discharge, daily..................... 79

discharge, monthly................. 79

gage heights........................ 78

Santa Rosalia Ranch, Tamaulipas, Mexico, 

Rio San Juan near:

description......................... 75-7H

discharge........................ .. 76

gage heights........................ 77

Second-feet per square mile, definition of... 10 

Second-foot, definition of................... 10.

Single-point method of measuring discharge,

description of................... 18

Slope method of measuring stream flow,

description of... ............... 13-14

Smith Branch at 

Fullis ranch:

discharge........................... 108

Stewart, J. E., work of..................... 7

Stream flow, measurement and computation of.......................... 13-22

papers on, list of ....................... 9

T.

Tables, explanation of...................... 10-12

Tamaulipas, Mexico. See Santa Rosalie 

Ranch.

Taylor, T. U., work in charge of........... 7

Trinity River at 

Dallas, Tex.:

description......................... 29

discharge........................... 30

discharge, monthly................. 32

gage heights........................ 30-31

rating table......................... 32
114 INDEX.

Trinity River at ('ontinued. 

Riverside, Tex.:

description...........

discharge, monthly... 

gage heights..........

Pag.'

IT.

Uvalde, Tex.,

Leona River at: 

description.. 

discharge....

Velocity method of measuring stream flow,

description of................... l.">-19

Page.

Vertical-integration method of measuring

discharge, description of........ 18

Vertical velocity-curve method of measuring discharge, description of.... 17

 \v.

Waco, Tex.,

Brazos River at:

description..................... ... 34

discharge, monthly................. 35

gage heights........................ 34

rating table......................... 35

Weir method of measuring stream flow, description of..................... 14-15
CLASSIFICATION OF THE PUBLICATIONS OF THE UNITED STATES GEOLOGICAL

SURVEY.

[Water-Supply Paper No. 210.]

The publications of the* United States Geological Survey consist of (1) Annual 

Reports; (2) Monographs; (3) Professional Papers; (4) Bulletins; (5) Mineral 

Resources; (C5) 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 lie 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, Water 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*.
8EEIES LIST.

1902. East of Mississippi River, Water-Supply Papers Nos. 82 and 88. 

West of Mississippi River, Water-Supply Papers Nos. 84 and 85.

1903. East of Mississippi River, Water-Supply Papers Nos. 97 and 98. 

West of Mississippi River, Water-Supply Papers Nos. 99 and 100.

1904. East of Mississippi River, Water-Supply Papers Nos. 124, 125, 126, 127, 128, and 129. 

West of Mississippi River, Water-Supply Papers Nos. 130, 131, 132,133, 134, and 135.

1905. East of Mississippi River, Water-Supply Papers Nos. 165*, 166*, 167, 168*, 169, 170, and 171.

West of Mississippi River, Water-Supply Papers Nos. 171, 172*, 173*, 174,175*, 176,177, and 178.

1906. East of Mississippi River, Water-Supply Papers Nos. 201, 202, 203, 204, 205, 206, and 207.

West of Mississippi River, Water-Supply Papers Nos. 207, 208, 209, 210, 211, 212, 213, and 214.

Correspondence should be addressed to

THK DIRECTOR,

UNITED STATES GEOLOGICAL SURVEY,

WASHINGTON, D. C. 

SEPTEMBER, 1907.

o