"Water-Supply and Irrigation Paper No. 132 Series P, Hydrographic Progress Reports, 37 

DEPAETMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

CHARLES D. WALCOTT, DIRECTOR

REPORT

OP

PROGRESS OF STREAM MEASUREMENTS

THE CALENDAR YEAR 1904

PREPARED UNDER THE DIRECTION OF F. H. NEWELL

BY

T. TJ. TAYLOR and JOHN C. HOYT

PART IX "Western Gulf of Mexico and Rio Grande Drainages

WASHINGTON

GOVERNMENT PRINTING OFFICE 

1905

CONTENTS.

Letter of transmittal...................................................... 7

Introduction............................................................. 9

Cooperation and acknowledgments ........................................ 18

Sabine River drainage basin .............................................. 19

Sabine Eiver near Longview, Tex ................................. 19

Neches Eiver at Evadale, Tex..................................... 23

Trinity River drainage basin .............................................. 25

Trinity River at Riverside, Tex ................................... 25

Brazos River drainage basin............................................... 28

Brazos River at Waco, Tex........................................ 28

Brazos River at Richmond, Tex................................... 32

Colorado River (of Texas) drainage basin.................................. 35

Colorado River at Austin, Tex .................................... 36

Colorado River at Columbus, Tex ................................. 40

Lipan Spring near San Angelo, Tex................................ 43

Kickapoo Spring near San Angelo, Tex ............................ 43

San Saba River near San Saba, Tex................................ 43

Bartons Springs near Austin, Tex ................................. 44

Mormon Springs near Austin, Tex................................. 45

Guadalupe River drainage basin._.................. ..-...-.-..........-... 45

Guadalupe River near Cuero, Tex................................. 45

Comal River at New Braunfels, Tex ............................... 49

San Antonio River drainage basin ..................-.....-...-----.-..----- 50

San Antonio River at San Antonio, Tex............................ 50

Nueces River drainage basin .............................................. 51

Leona River at Uvalde, Tex ...................................... 51

Rio Grande drainage basin............ .................................... 51

Rio Grande near Del Norte, Colo.................................. 52

Rio Grande near Lobatos, Colo.................................... 55

Rio Grande near San Ildefonzo, N. Mex ........................... 57

Rio Grande near San Mareial, N. Mex ............................. 62

Rio Grande near El Paso, Tex ...................... '.............. 67

Rio Grande above Presidio, Tex...-........-..--....-..-......-... 71

Rio Grande below Presidio, Tex. .__..._.._.._.. _..._........_..._ 75

Rio Grande near Langtry, Tex ......................-'............. 80

Rio Grande below mouth of Devils River, Texas ................... 84

Rio Grande near Eagle Pass, Tex.................................. 88

Conejos River near Mogote, Colo ................................^. 94

Pecos River at Santa Rosa, N. Mex................................ 97

Pecos River near Fort Sumner, N. Mex ............................ 98

Pecos River near Roswell. JST. Mex ................................ 101
4 CONTENTS.

Kio Graiide drainage basin Continued. Page.

Pecos Kiver at Carlsbad, N. Mex ................................... 10o

Pecos Kiver and Margueretta flume near Pecos, Tex ................ 104

Pecos Kiver near Moorhead, Tex.................................. 109

The Pecos flood of 1904........................................... 114

Gallinas Kiver near Las Vegas, N. Mex ............................ 116

Hondo Kiver at Koswell, N. Mex.................................. 118

Hondo Kiver at Hondo reservoir site, N. Mex...................... 119

Toyah Creek at Toyahvale, Tex................................... 121

Santa Kosa Spring near Fort Stockton, Tex ........................ 122

Comanche Creek near Fort Stockton, Tex.......................... 122

Devils Kiver at Devilsriver, Tex.....................^............ 122

San Felipe Creek at Delrio, Tex ................................... 126

Las Moras Creek near Brackettville, Tex........................... 126

Miscellaneous measurements...................................... 127

Index...---...-...-.--....-.-..-........--...-.......-.-......-.....-.-- 129
ILLUSTRATIONS.

Page. 

PLATE I. Map showing location of principal gaging stations in the United

States ....................................................... 10

II. Price current meters, with buzzers ..^........................... 12

FIG. 1. Cable stations, showing section of the river, car, gage, etc............ 11

5

LETTER OF TRANSMITTAL.

DEPARTMENT OF THE INTERIOR, 

UNITED STATES GEOLOGICAL, SURVEY,

HYDROGRAPHIC BRANCH, 

Washington, D. C., March 00, 1905.

SIR: I transmit herewith the manuscript of Part IX of a series of 

twelve papers which compose the Report of Progress of Stream Measurements for the Calendar Year 1904. Parts I to VI of this report 

contain the results of the data collected in the territory east of 

Mississippi River. Parts VII to XII are devoted to the data collected 

in the territory west of Mississippi River.

The larger part of the original data for this report was collected 

under the direction of district hydrographers T. U. Taylor and W. M. 

Reed, and by the International (Water) Boundary Commission. The 

assembling of the data and its preparation for publication were done 

under the direction of John C. Hoyt, who has been assisted by R. H. 

Bolster, Robert Follansbee, Willi/E. Hall, A. H. Horton, and H. T. 

Colvin.

I request that this manuscript be published as one of the series of 

Water-Supply and Irrigation Papers. 

Very respectfully,

F. H. NEWELL, Chief Engineer. 

Hon. CHARLES D. WALCOTT,

Director United States Geological Survey.

7

PROGRESS REPORT OF STREAM MEASUREMENTS 

FOR THE CALENDAR YEAR 1904.

IX.

By T. U. TAYLOR and JOHN C. HOTT.

INTRODUCTION.

The hydrographic work of the United States Geological Survey 

includes the collection of facts concerning and the study of conditions 

affecting the behavior of water from the time it reaches the earth as 

rain or snow until it joins the oceans or great navigable rivers. These 

investigations became a distinct feature of the work of the Survey in 

the fall of 1888, when an instruction camp was established at Embudo, 

N. Mex. Since that date the work has been continually and gradually 

extended as larger funds became available. The first distinctive 

appropriation for gaging streams was made by the act of August 18, 

1894, which contained an item of $12,500, "for gaging the streams 

and determining the water supph7 of the United States, including the 

investigation of underground currents and artesian wells in the arid 

and semiarid sections. 11 (Digest of Appropriations for 1895, p. 270.)

Since that time a similar act has been passed each year and the 

appropriations have gradually increased, as shown in the following 

table:

Annual appropriations for hydrographic surveys.

Year ending June 30, 1895 .............................................. $12, 500

Year ending June 30, 1896.............................................. 20, 000

Year ending June 30, 1897 .............................................. 50, 000

Year ending June 30, 1898 ............................................'.. 50, 000

Year ending June 30, 1899.. T........................................... 50, 000

Year ending June 30, 1900.............................................. 50,000

Year ending June 30, 1901.............................................. 100, 000

Year ending June 30, 1902 .............................................. 100, 000

Year ending June 30, 1903 .............................................. 200, 000

Year ending June 30, 1904 .............................................. 200, 000

Year ending June 30, 1905 .............................................. 200, 000

Year ending June 30, 1906.............................................. 200,000

9
10 STREAM MEASUREMENTS IN 1904, PART IX. [NO- 132.

The chief feature of the work of the hydrographic division is the 

systematic study of the flow of the surface waters and the conditions 

affecting the same. In this connection other information that may he 

of use to the engineer or others in hydrographic studies, such as river 

profiles, duration and extent of damage by floods, water-power data, 

etc., is collected. Furthermore, the work has been so directed that 

the information collected will be of direct value in the commercial and 

agricultural development of the country.

As a result of the increased appropriations since June 30, 1902, the 

work has been largely extended and thoroughly systemized. The 

various States have been grouped into districts, each of which is under 

the supervision of a district hydrographer who, with a corps of assistants, devotes his whole time to the study of the hydrographic, resources 

of his district.

The methods used in the collection of these data and in their preparation for publication are given in detail in Water-Supply Paper No. 

94:. (Hydrographic Manual, U. S. Geol. Survey.)

The general plan of stream gaging which has been developed is to 

obtain eventually data in regard to the flow of all the important streams 

in the United States. With this in view gaging stations are established at points where the data will be of greatest commercial value. 

At these stations discharge measurements are taken from time to time o

at typical river stages, and the daily surface fluctuation is obtained by 

means of gage readings. From these two factors it is possible to 

estimate both the total flow and its distribution through the period of 

 observations.

The selection of the site for a gaging station and the length of time 

the station is maintained depend largely upon the needs of each locality. If the stream is to be used for water power, special efforts are 

made to obtain information concerning the low-water flow. If water 

is to be stored, the high waters are given special attention. In all sections certain permanent stations are maintained for general statistical 

purposes, to show the conditions which exist through long periods. 

They also act as primary stations, and are used in connection with 

short series of measurements to determine the flow in particular portions of the drainage basin.

Gaging stations are divided into two general classes: First, currentmeter stations; and second, weir stations. The former class is subdivided as to location into bridge, cable, boat, and wading stations. 

Fig. 1 shows a cable station, with car, tag-line, inclined gage, etc. In 

addition to the bridge, cable, or boat, the equipment of a current-meter 

gaging station consists in a gage for determining the daily fluctuations 

of the water surface, bench marks to which the zero of the gage is 

referred, and permanent marks on the bridge, or a tagged line indicating the points of measurement. Where the current is swift some appli-
, S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 132 PL.

187° 185 123 121° 119 117° 115° 113° 111" 109° 107°" 105° 103° 101° 99° 97° 95° 93° 91° S9° 87° 85' 81° 79° 77° 75° 73* 71° 69° 67.° e6°

119° 117° 115° 113° 111" 109° 107° 105° 103° 101° 99° 87° 05° 83°______81° «9° ______87° 85°______83°______M°______79°______77

MAP OF THE UNITED STATES, SHOWING JLOCATION OF PBINCIPAI* BIVEK STATIONS MAINTAINED DURING 19O4.
I1I 4
TAYLOR AND 

HOYT. INTRODUCTION. 11

ance generally a secondary cable is necessary to hold the meter in 

position below the surface.

Gaging stations are generally located at bridges, if the channel conditions are satisfactory, as from them the meter can be easily manipulated, and the cost of the equipment is comparatively small. The stations are located, as far as possible, at points where the channel is 

straight, both above and below the gaging section, and where there 

are no cross currents, backwater, or boils. The bed of the stream 

should be as clear as possible from large projections and of a permanent character. The banks should be high, and should overflow at 

high stages only. Great care is taken in the selection and equipment 

of gaging stations, jn order that the data may have the required degree 

of accuracy.

On many of the larger rivers where water power is developed by 

dams, estimates of flow are obtained by observing the head on the 

crest and using a weir formula. On the smaller streams sharp-crested 

weirs are in some cases erected.

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

The principal instrument used in stream-measurement work is the 

current meter, by which the velocity of the flow of water is determined. After years of experience the Survey has adopted the Price 

current meter for general work. This meter, as is shown on PL II, 

is made in two sizes, known as the large and small Price. The small 

Price has been largely developed by the officers of the Survey, using 

the Price acoustic meter as a basis.

A discharge measurement is the determination of the quantity of 

water flowing past a certain point at a given time. This quantity is 

the product of two factors: (1) The mean velocity, which is the function of the cross section, surface slope, wetted perimeter, and roughness of bed; (2) the area, which depends upon the permanency of the 

bed and the fluctuations of the surface, which govern the depth.

In making the measurement an arbitrary number of points are laid 

off perpendicular to the thread of the stream (see fig. 1). These points 

are usually at regular intervals varying from 2 to 20 feet, depending
12 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132.

upon the size and conditions of the stream. They are known as measuring points, and at them the observed data, the velocities and soundings, are taken. The perpendiculars dropped from the measuring 

points divide the gaging section into strips, and for each strip or pair 

of strips the mean velocity, area, and discharge are determined independently; thus conditions existing in one part of the stream are not 

distributed to parts where they do not apply.

The methods of obtaining velocity with the current meters which 

are in general use may be grouped into three classes: Single point, 

multiple point, and integration.

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

depth of the thread of mean velocitj" 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 lies 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, and it is at this depth that the meter is held in the majority 

of the measurements, this being known as the six-tenth depth method. 

It is found by a large number of vertical velocity-curve measurements, 

taken on various streams and under various conditions, that the coefficient for reducing the velocitj^ obtained at six-tenths depth to mean 

velocity is practically unity, ranging, in a series of 910 measurements 

made at 39 gaging stations, between 0.91 and 1.01, with a mean for 

the 910 observations of 1.00. 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 action of the wind or other disturbing 

influences. This is known as the subsurface method. The coefficient 

for reducing the velocities taken at the subsurface has been found 

by repeated experiments with vertical-velocity curves to be from 

.85 to .95, depending upon the depth of the stream and velocity and 

channel conditions. 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 three principal multiple-point methods in general use are: The 

vertical velocity curve; top and bottom; and top, bottom, and mid 

depth. In the vertical velocity-curve method a series of velocity^ 

determinations are taken in the 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 through these 

points, the vertical velocity-curve is produced, which * shows the 

change in velocity from the surface to the bottom of the stream. The 

mean velocity in the vertical is then obtained by dividing the depth 

into the area bounded by this mean velocity-curve and the initial line. 

Owing to the length of time it takes to make these measurements, they
U. S. GEOLOGICAL SURVEY MO. 132 PL. II

PRICE ELECTRIC CURRENT METERS, WITH BUZZERS.

ND ] INTRODUCTION. 13

are seldom used except for determining coefficients for purposes of 

comparison, and for measurements under ice.

In the second multiple-point method the meter is held from 0.5 to 1 

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

mean of the velocities at these two points is taken as the mean velocity 

for that vertical. This method is not well adapted for general work, 

as the roughness of the bottom disturbs the velocity at that point. 

For shallow streams with comparatively smooth beds good results are 

obtained by this method. In the third multiple-point method the 

meter is held at mid depth, at 0.5 foot below the surf ace and at 0.5 foot 

above the bottom, and the mean velocity is determined by dividing the 

sum of the top velocity, twice the mid-depth velocity, and the bottom 

velocity, by 4.

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. The number of revolutions and the time taken in the 

operation is noted, and the mean velocity is found by dividing the 

number of revolutions by the number of seconds taken in the run. 

This method has the advantage in that the velocity at each point of 

the vertical is measured twice. It is well adapted for measurements 

under ice and as a check on the point methods.

The area, which is the other factor for determining the discharge of 

the stream, depends upon the stage of the river, which is taken on a 

gage, and the general contour of the bed of the stream, which is found 

by sounding. 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 stations 

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. The}7 are 

also used for 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 the various points of measurements 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 a single or double strip. The total discharge and 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 volume of water flowing in a stream is known as run-off. In 

expressing it various units are used, depending upon the kind -of work 

for which the data are needed. Those used in this report are "secondfeet," "acre-feet," "run-off per square mile," and "run-off in depth 

in inches," and may be defined as follows:
14 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132.

"Second-foot' 1 is an abbreviation for cubic foot per second, and is 

the body of water flowing1 in a stream 1 foot wide, 1 foot deep, at a 

rate of 1 foot per second.

The "acre-foot" is the unit of capacity used in connection with storage for irrigation work, and is equivalent to 43,560 cubic feet. It is 

the quantity required to cover an acre to a depth of 1 foot. There is a 

convenient relation between the second-foot and the acre-foot; 1 secondfoot flowing for twenty-four hours will deliver 86,400 cubic feet, which 

equals 1.9835 acre-feet, or, approximately, 2 acre-feet.

The expression "second-feet per square mile" means the average 

number of cubic feet of water flowing each second from every square 

mile of drainage area, on the assumption that the run-off is uniformly 

distributed.

"Depth in inches" means the depth of water in inches that would 

have covered the drainage area, uniformly distributed, if all the water 

could have accumulated on the surface. This quantity is used for 

comparing run-off with rainfall, which quantity is usually given in 

depth in inches.

It should be noticed that "acre-feet" and "depth in inches" represent the actual quantities of water which are produced during the 

periods in question, while "second-feet," on the contrary, is merely 

a rate of flow per second.

, The base data for computing the daily discharge of a stream are the 

daily gage heights and the various discharge measurements, of which 

there should be sufficient number to cover the range of stage. The 

fundamental laws upon which these computations are based are the 

following:

(1) The discharge will remain constant so long as the conditions at 

or near the gaging station remain constant;

(2) Neglecting the change of slope due to the rise and fall of the 

stream, the discharge will be the same whenever the stream is at a 

given stage; and

(3) The discharge is both a function of and increases gradually with 

the gage heights. (2 and 3 depend on 1.)

As the beds of many streams are changeable, the problem divides 

itself into two classes: (1) Those of streams with permanent or practically permanent beds, and (2) those of streams with changeable beds. 

The base data and methods of obtaining them are the same for either 

class, and it is only in the computation of the mean daily flow that 

different methods are necessary.

In determining the daily discharge of streams with permanent beds, 

the results of the discharge measurements are plotted on cross-section 

paper, with gage heights as ordinates and discharges as abscissas. 

Through these points a smooth curve is drawn, which shows the discharge for any gage height, and from which a rating table is prepared.
TAYLOR HOYT AND T TTSTTWOTmPTTmST 1 ^ I .KiVyJ^J U \j J_ Iv'o-N J_ t-J

The mean velocity and area determined for each discharge measurement are also plotted. Through these points the curves of mean 

velocity and of area are drawn, and the rating curve is largely determined by taking the product of the mean velocity and the area at 

various stages as determined by these curves. These curves of mean 

velocity and area are of special value in determining the location of 

the rating curve for stages at which actual discharge measurements 

are not available and for extending the discharge curve outside the 

limits of the measurements. In the preparation of the rating table 

the discharge for each tenth or half-tenth on the gage is found from 

the curve. The first and second differences of these discharges are 

then taken and adjusted according to the law that they shall either be 

constant or increasing, never decreasing. The discharges in the table 

are then changed in accordance with these adjusted differences. In 

making up the station-rating curve, the individual discharge measurements and the conditions under which they were taken are carefully 

studied, in order that proper weight shall be given to each measurement. Rating curves in general take the form of a parabola, and as 

a rule the high-water portion of the curve approaches a straight line. 

For stations of permanent character, the results of the measurements 

from year to year should be within 5 per cent of the curve, with the 

exception of those taken during high water, when the probable error 

may be as high as 10 per cent.

The determination of the daily discharge of streams with changeable 

beds is difficult, and unless frequent discharge measurements are made, 

the results obtained are only roughh7 approximate. For streams with 

continually shifting beds, such as Colorado River and the Rio Grande, 

discharge measurements are made every two or three days, and the 

discharges for the intervening days are obtained by interpolation, 

modified by the gage heights for these days. For stations with beds 

which shift slowly, or are only materially changed during floods, 

station-rating curves and tables can be prepared for the periods 

between changes, and satisfactory results can be obtained with two or 

three measurements a month, providing measurements are taken soon 

after the changes occur.

In determining the flow for periods when the streams are frozen, 

special rating curves and tables have to be prepared from measurements taken under these conditions. The methods of constructing 

these curves and tables are the same as for open sections. The discharge measurements, however, are taken either by integration in 

verticals or by the vertical velocity-curve method, as sufficient experiments have not been made on ice-covered streams to determine the 

laws which govern the position of the thread of mean velocit}T .

The Report of Progress of Stream Measurements for the Calendar 

Year 1904, of which this is Part IX, is published in a series of twelve
16 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132.

Water-Supply Papers, Nos. 124 135, inclusive, under the following 

subtitles:

Part 1. Atlantic coast of New England drainage.

Part 2. Hudson, Passaic, Raritan, and Delaware River drainages.

Part 3. Susquehanna, Patapsco, Potomac, James, Roanoke, Cape Fear, and Yadkin 

River drainages.

Part 4. San tee, Savannah, Ogeechee, Altamaha rivers, and Eastern Gulf of Mexico 

drainage.

Part 5. Eastern Mississippi River drainage.

Part 6. Great Lakes and St. Lawrence River drainage.

Part 7. Hudson Bay, Minnesota, Wapsipinicon, Iowa, Des Moines, and Missouri 

River drainages.

Part 8. Platte, Kansas, Meramec, Arkansas, and Red River drainages

Part 9. Western Gulf of Mexico drainage.

Part 10. Colorado River and the Great Basin drainage.

Part 11. The Great Basin and Pacific Ocean drainage in California.

Part 12. Columbia River and Puget Sound drainage.

The territory covered by each paper is given in the subtitle, and 

the larger drainages are, for convenience in arrangement, subdivided 

into smaller ones, under which the data are arranged, as far as practicable, geographical^.

These papers contain the data that have been collected at the regular 

gaging stations, the results of the computations based upon the observations and such other information that has been collected that has a 

direct bearing on these data, including, as far as practicable, descriptions of the drainage areas and the streams draining them.

For each regular 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 estimated monthly and yearly discharges and run-off.

The descriptions of stations give, as far as possible, such general 

facts about the locality and equipment as would enable the reader to 

find the station and use the same. 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. This includes the date, the 

hydrographer's name, the gage height, and the discharge in secondfeet.

The table of daily gage heights gives for each day the mean height 

of the surface of the river as found from the mean of the gage readings taken on that day. At most of the stations the gage is read in 

the morning and in the evening.
TAYHOYTANI> ] INTRODUCTION. 17

The rating1 table gives discharges in second-feet corresponding to 

each stage of the river as given by the gage heights.

In the table of estimated run-off the column headed " Maximum" gives 

the; mean flow for the day when the mean gage height was the 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'1 gives the 

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

computations for the three remaining columns which are defined on 

page 14 are based.

In the computations for the tables of this report, for stations maintained by the United States Geological Survey, the following general 

and special rules have been used:

Fundamental rulcnfor computation.

1. The highest degree of precision consistent with the rational use of time and 

money is imperative.

2. All items of computation should in general he expressed by at least two and by 

not more than four significant figures.

3. Any measurement in a vertical velocity, mean velocity, or discharge curve whose 

per cent of error is 5 times the average per cent error of all the other measurements 

should be rejected.

4. In reducing the number of significant figures, or the number of decimal places, 

by dropping the last figure, the following rules apply:

(a) When the figure in the place to be rejected is less than 5, drop it without changing the preceding figure. Example: 1,827.4 becomes 1,827.

(b) When the figure in the place to be rejected is greater than 5, drop it and increase 

the preceding figure by 1. Example: 1,827.6 becomes 1,828.

(c) When the figure in the place to be rejected is 5, and it is preceded by an "even 

figure, drop the 5. Example: 1,828.5 becomes 1,828.

(d) When the figure in the place to be rejected is 5, and it is preceded by an odd 

figure, drop the 5 and increase the preceding figure by 1. Example: 1,827.5 becomes 

1,828.

5. In constructing and applying rating tables a maximum limit of one-half per 

cent error should seldom be exceeded.

Special rules for computation.

1. Rating tables are to be constructed as close as the data upon which they are based 

will warrant. No decimals are to be used when the discharge is over 50 second-feet.

2. Daily discharges shall be applied directly to the gage heights as they are tabulated.

3. Monthly means are to be carried out to one decimal place when the quantities 

are below 100 second-feet. Between 100 and 10,000 second-feet, the last figure in the 

monthly mean shall be a significant figure. This also applies to the yearly mean.

4. Second-feet per square mile and depth in inches for the individual months shall 

be carried out at least to three significant figures, except in the case of decimals, where 

the first significant figure is preceded by one or more naughts (0), when the quantity 

shall be carried out to two significant figures. Example: 1.25; .125; .012; .0012. The 

yearly means for these quantities are always to be expressed in three significant figures 

and at least two decimal places.

IRR 132 05 2
18 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132.

The results of the stream measurements made during previous years 

by the United States Geological Survey can be found in the following 

Survey publications. A detailed index of these reports (from 1888- 

1903) is given in 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 to 39, inclusive; Twenty-first Annual 

Report, Part IV.

1900. Water-Supply Papers Nos. 47 to 52, inclusive; 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.

1902. East of Mississippi River, Water-Supply Papers Nos. 82 and 83. 

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 to 129, inclusive. 

West of Mississippi River, Water-Supply Papers Nos. 130 to 135, inclusive.

A liniited number of these are for free distribution, and as long as 

the suppl}7 lasts the}T may be obtained by application to the Director 

United States Geological Survey or to Members of Congress. Other 

copies are filed with the Superintendent of Public Documents, Washington, D. C., from whom they may be had at prices little above cost. 

Copies of Government publications are, as a rule, furnished to the 

public libraries in our large cities, where they may be consulted by 

those interested.

COOPERATION AND ACKNOWLEDGMENTS.

Most of the measurements presented in this paper have been obtained 

through local hydrographers. Acknowledgment is extended to other 

persons and corporations who have assisted local hydrographers or 

have cooperated in any way, either by furnishing records of the height 

of water or by assisting in transportation.

The following list, arranged alphabetically by States, gives the 

names of the resident hydrographers and others who have assisted in 

furnishing and preparing the data contained in this report:

Indian Territory. District hydrographers, M. C. Hinderlider« and (T. H. Matthes, 6 

assisted by W. G. Russell. Acknowledgments are due to the Atchison, Topeka and

"Office, Chamber of Commerce Building, Denver, Colo.

I'J. M. Giles has succeeded Q. H. Matthes. Office, Carlsbad, N. Mex.
TAYHOYTAND ] SABINE RIVER DRAINAGE BASIN. 19

Santa Fe, the Missouri, Kansas and Texas, and the Chicago, Rock Island and Pacific 

Railway companies for annual passes issued to W. G. Russell.

New Mexico. The work in northern New Mexico was carried on under the direction of M. C. Hinderlider, district hydrographer, assisted by W. G. Russell, G. B. 

Monk, and R. C. Prewitt. For many favors and courtesies in the form of free 

accommodations to hydrographers and for assistance in securing records of flow on 

Mora River, acknowledgments are due D. C. Duel, Hugh London, and J. J. Baer, 

of La Cueva, N. Mex.; also to J. D. Hand, of Los Alamos, N. Mex., for similar 

favors. Transportation in the form of an annual pass was furnished Mr. Monk by 

the Denver and Rio Grande Railroad, and to W. G. Russell by the Chicago, Rock 

Island and El Paso Railroad. For the purpose of collecting data in New Mexico 

during the latter part of the year an annual pass over the Atchison, Topeka and 

Santa Fe Railway was issued to G. B. Monk, for which acknowledgments are due.

The work in southern New Mexico was carried on by district hydrographer 

W. M. Reed,« assisted by F. S. Dobson.

Oklahoma. District hydrographers, M. C. Hinderlider and G. H. Matthew, assisted 

by W. G. Russell. Acknowledgments are due to the Atchison, Topeka and Santa 

Fe, the Missouri, Kansas and Texas, and the Chicago, Rock Island and Pacific Railway companies for annual passes issued to W. G. Russell.

Texas. District hydrographer, Thomas U. Taylor, 6 assisted byH. H. Fox, E. C. H. 

Bantel, and B. M. Haberer. Acknowledgments are due to the Missouri, Kansas and 

Texas, the International and Great Northern, the Houston and Texas Central, the 

Southern Pacific, the Texas Pacific, the Fort Worth and Denver, the Gulf, Colorado 

and Santa .Fe, the St. Louis and Southwestern (Cotton Belt), and the San Antonio 

and Aransas Pass railroads for transportation for the district hydrographers. Also 

to the army engineers for gage heights at Riverside and for maps of Brazos River 

from Gulf to Waco.

Special acknowledgment is due to Gen. Anson Mills, commissioner, and W. W. 

Follett, consulting engineer of the International (Water) Boundary Commission, for 

the results of the data collected at certain stations in the Rio Grande drainage basin.

SABINE RIVER DRAINAGE BASIN.

Sabine River has its headwaters in Collin and Hunt counties, 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 east 

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, by Thomas U. Taylor. 

It is located at the bridge of the International and Great Northern 

Railway, about 3 miles southwest of Longview Junction, Tex. A 

standard chain gage is attached to the guard rail of the bridge. The 

gage is read twice each day by John Wadsack. Discharge measurements are made from the bridge to which the gage is attached. 

The initial point for soundings is the east face of the west abutment.

a J. M. Giles has succeeded W. M. Reed. Office, Carlsbad, N. Mex. 

6 Office, Austin, Tex.
20 STEEAM MEASUREMENTS IN 1904, PART IX. [NO. 132.

The channel is straight for 150 feet above and 400 feet below the station. The current is sluggish. The right bank is low and cleared 

along the right of way of the railroad. The left bank is high, and 

composed in its lower half of sandstone. It is cleared above and 

wooded below the station. The bed of the stream is rocky and fairly 

permanent. Old piles left from the false work used in erecting the 

bridge give trouble in making measurements at low water. Bench 

mark No. 1 is the top of abutment northeast corner, marked "U. S. 

G. 8. 42.08 B. M. 1 ' Its elevation is 42.08 feet above the gage datum. 

Bench mark No. 2 is the top of an iron rod buried in a vertical position in the yard of the bridge watchman, 6 feet from the southeast 

corner of his house, 3 feet east of the second post from the gate, and 

8 inches from the wire fence. Its elevation is 47.00 feet above gage 

datum. Bench mark No. 3 is the top of tie at the gage. Its elevation is 45.00 feet above gage datum.

The observations at this station during 1904 have been made under 

the direction of Thomas U. Taylor, district hydrographer.

Discharge measurements of ftabine River near Longnew, Te.r., in 1904-

Date.

March 2 .......

June 8 .........

June 9... ......

June 10 ........

June 11... .....

June 1 1 ........

June 12. .......

June 13.. ......

June 15.... ....

June 17.... ....

June 18........

June 19........

June 20........

June 20........

June 21 ........

June 21........

June 21........

June 22........

June 22........

June 23........

June 24........

June 24.... ....

Aug. 31........

Hydrographer.

E.G. H. Bantel.......

II. H. Fox ...........

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Area of 

section.

Square feet.

543

763

1,006

1,334

1,505

1,593

1, 738

1,895

1,969

1,810

1,652

1,483

1,410

1,140

963

822

565

453

396

355

186

Mean 

velocity.

Ft. per sec.

1.51

1.83

1.90

1.90

1.84

1.89

1.92

1.95

1.97

1.84

1.74

1.63

1.63

1.52

1.47

1.47

1.38

1.24

1.22

1.10

1.14

.23

Gage 

height.

Feet. 

9.10

10.30

12. 25

14.23

16. 95

18.30

19.00

19.90

21.00

21.55

20.40

19.30

18.10

17.50

15.30

13.86

12.72

10.50

9.42

8.78

8.30

8.60

6.00

Discharge.

Second-feet. 

512

820

1,390

1,920

2,530

2,780

3,010

3,330

3,703

3,872

3,340

2,875

2,420

2,300

1,730

1,420

1,204

780

560

485

392

426

44
ND ] SABINE RIVER DRAINAGE BASIN. 21

Mean daily gage height, in feet, of Sablne River near Longview, Tex., for 1904-

Day.

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

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

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.

8.5

8.4

8.3

8.1

8.0

7.9

7.8 

7.8

7.7

7.6

7.7 

7.5

7.2

7.2

7.4

7.4

7.4 

7.4 

7.2

7.3

7.6

8.8 

9.4 

10.1 

10.6

11,6 

12.6

12.5

10.6

Feb.

9 7

9 1

8.6

8.0

7 9

7.8

7.8

8.1 

8.2

8.0

8.0

7.9

8.2

7.7

8.2

8.8

8.6

8.3 

9.2 

10.6

12.9 

14.3

13.8 

12.7 

11.6 

10.8

10.3 

9.6 

9 6

.......

Mar.

9 4

9 2

8.9

8.6

8.1

8.0 

7.9

7.8

7.8

7.7 

7.6

7.6

7.6

7.6

7.6

7.6 

7.6

9.5 

11.5

12.5 

12.4 

12.6 

13.8

14.5 

15.7

17.2

17.3

Apr.

17.7

16.9

14.0

12.5 

11 0

15.0'

18.9 

21.0

21.1

21.5

22.2 

23.0

24.0

24.9

26.8 

27.3 

27.4

27.3 

26.5

24.1 

20.5 

16.5 

12.7

10.4 

9.6 

9 S

10.8

May.

19 ft

12.8

12.1

10.7

12.1

J5.9 

17.0

18.0

18.4

18.8 

19 °

19 6

20.1

°0 9

21.3

21.5 

22.1

17. S

13.2 

9 4

8.5 

7.9 

7.7 

7.6

7.6 

7.5 

7.4

7.6

7.6

June.

7.4

7.3

7.2

7.4

7.7

8.8

10.1

10.8

17.7

19.5 

20.0

21.1

21.6

21.6 

21.0

1Q Q

14.3

1A 0

9.1

8.7 

8.6 

8.7

,s. 7 

8.9 

10.0

10.6

July.

11.8

TOR

13.7

13.1

12.5

11 9

10.8 

9 9

9 6

9 6

9.3

8.7

7 9

7.5

7.2

7.0

6.9 

6.7

6.7

6.7

7.0 

7.7 

9.2 

9.1

9.0

8.2

7.0

6.9

Aug.

6.7

6.7

6.6

6.5

6.7

0.9

7.0 

7.1

7.2

8.2

9.2 

9 4

9 0

8 *>

7.5

6.5

6.7

6.5 

6.4

6.3 

6.3 

6.2 

6.2

6.2 

6.1

6.1

6.0

Sept.

6.0

6.0

6.1

6.1

7.8

8.4 

8.5

8.6

8.1

7.6 

7.2

6 9

6.7

6.5

6.4 

6.3 

6.3

6.2 

6.2

6.4 

6.6 

6.6 

6.5

6.5 

6.4 

6.4

6.3

Oct.

6.2

6.2

6.1

6.1

6.0

6.0

6.0 

6.0

6.0

6.0

6.0 

6.0

6.0

6.0

6.0

6.0

6.0 

6.0 

6.0

6.0 

5.9

5.9 

5.9 

6.0 

6.1

6.0 

6,0 

6.0

6.0

6.2

Nov.

6.2

6.1

6.1

6.1

6.2

6.2

6.2 

6.2

6.2

6.2

6.2

6.2

6.2 

6.3

6.6 

6.6

6.5 

6.5 

6.6

6.5 

6.5 

6.5

Dec.

6.4

6.4

6.4

6.5 

6.5

6.5

6.5 

6.5

6.5

6.6

6.5 

6.5

6.5

6.5

6.5

6.5

6.5 

6.5

6.5

6.5

6.5

6.5 

6.6 

6.0

8.2

10.4 

10.8 

10.0

9 7

8.8
22 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

Rating table for Sabine River near Longview, Tex., from January 1 to December 31, 1904-

Gage 

height.

Feet.

5.90

6.00

6.10

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

7.50

7.60

7.70

7.80

Discharge.

Second-feet.

35

44

53

63

74

85

97

109

122

135

148

162

176

190

205

220

235

251

267

283

Gage 

height.

Feet.

7.90

8.00

8.10

8.20

8.30

8.40

8.50

8.60

8.70

8.80

8.90

9.00

9.10

9.20

9.40

9.60

9.80

10.00

10.20

10.40

Discharge.

Second-feet.

300

317

335

353

371

389

407

426

445

464

483

502

521

540

580

620

660

700

742

784

Gage 

height.

Feet.

10.60

10.80

11.00

11.20

11.40

11.60

11.80

12.00

12.20

12.40

12.60

12.80

13.00

13.20

13.40

13.60

13.80

14.00

14.50

15.00

Discharge.

Second-feet.

826

869

913

957

1,001

1,045

1,090

1,136

1,182

1,228

1,274

1,320

1,366

1,413

1,461

1,509

1,557

1,605

1,725

1, 850

Gage 

height.

Fed.

15.50

. 16.00

16.50

17.00

17.50

18.00

18.50

19.00

19. 50

20.00

20.50

21.00

21.50

22.00

22.50

23.00

24.00

25. 00

26.00

27.00

Discharge.

Second-feet.

1, 975

2, 103

2, 233

2, 366

2,501

2,640

2,785

2,938

3,100

3,269

3, 446

3, 630

3,824

4,030

4,244

4, 464

4,919

5, 386

5,863

6,348

The above table is based upon 23 discharge measurements made during 1904. It 

is well defined between gage heights 6 feet and 22 feet. The table has been extended 

beyond these limits.
TAYLOR 

HOYT.AND ] SABINE RIVER DRAINAGE BASIN. 23

Estimated monthly discharge of ftabhie River near Longvlew, Tex., for 1904.

Month.

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

March ...............................

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

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

August. ..............................

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

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

Discharge in second-feet.

Maximum.

1,366 

1,677 

2,447 

6,544 

4,072 

3,946 

1,533 

580 

426 

63 

109 

869

6,544

Minimum.

190 

267 

251 

620 

220 

190 

109 

44 

44 

36 

53 

44

36

Mean.

464 

613 

787 

3, 425 

1, 683 

1,571 

556 

166 

145 

46.2 

76.1 

199

811

Total in 

acre-feet.

28, 530 

35, 260 

48, 390 

203, 800 

103, 500 

93, 480 

34, 190 

10, 210 

8,628 

2,841 

4,528 

12, 240

585, 600

NECHES RIVER AT EVADALE, TEX.

A gaging station was established on Neches River at Evadale, July 1, 

1904, by Thomas U. Taylor. It is located at the bridge of the Gulf, 

Beaumont and Kansas City Railroad. Gage readings are made by 

reading down from the top of the tie to the water surface by means of 

a tape. The zero of the gage is 40.00 feet below the top of tie in the 

west arm of the draw span of the bridge. The observer is W. H. 

Whittemoie. The clear span or waterway under each arm of the draw 

span is 50 feet, and the bridge continues each way on trestles. The 

left bank is high, whence the name of the railroad station, Fords Bluff, 

but the right or west bank is low and the trestle work continues about 

half a mile from the river channel. At low water the current is very 

sluggish, and discharge measurements are made at shoals above or 

below the station.

The observations at this station during 1904 have been made under 

the direction of Thomas U. Taylor, district hydrographer.
24 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

Discharge measurements of Neches River at Eradale, Tex., in 1903 and 1904-

Date.

1902.

1904. 

July 16........

August 6 ......

August 15 « ....

October 23.....

Hydrographer.

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

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

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

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

E. 0. H. Bantel....

Width.

Feet. 

99

18

100

Area of 

section.

Square feet. 

15.6

1,800

1,590

18

1,360

Mean 

velocity.

ft. per sec. 

1.67

.63

.47

1.61

.203

Gage 

height.

Feet.

10.00

8.30

5.70

Discharge.

Second feet. 

26

1,140

740

29

278

"Two hundred yards below railway bridge, near Price, on the International and Great Northern 

Railroad.

Mean daily gage Iteigltt, in feet, of NecJies Ricer at Evadale, Tex., for 1904-

Day.

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

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

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

4........

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

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

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

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

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

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

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

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

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

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

17

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

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

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

90

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

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

 >r. 2 '--- ------------------

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

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

i)0

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

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

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

July.

10.3

10.3

10.2

10.2

10.1

10.1

10.1

10.0

10.0

9.8

9.0

9.3

9.5

9.6

9.7

 9.8

9.7

9.6

9.4

9.2

9.0

8.6

8.1

7.9

7.1

9.7

10.0

9.6

9.1

Aug.

8.3

8.0

8.1

8.1

8.1

8.3

7.9

8.6

9.7

10.0

10.2

11.3

11.9

11.7

11.6

11.2

12.3

9.3

8.6

7.5

7.4

7.1

7.1

7.3

6.7

G. 7

6.7

6.6

Sept.

6.5

6.4

6.2

6.2

6.6

7.8

7.7

7.2

7.1

6.9

0.7

0.6

0.6

6.7

6.8

6.1

6.1

6.9

6.8

7.3

7.7

7.4

Oct.

7.1

6.9

6.7

6.5

6.4

6.2

6.1

6.1

6.0

5.9

5.9

5.9

5.9

5.9

5.9

5.9

5.9

5.7

 5.6

5.6

5.6

5.5

5.4

5.4

5.3

5.3

5.3

ri i

5.3

5.3

5.2

Nov.

5.2

5.2

5.2

5.2

5.2

5.2

5.2

5.2

5 2

5.2

5.2

r> *>

5.2

5. 2

5.2

5.2

5.2

5.2

5.2

5.2

5.2

5.3

5.3

5.3

5.3

5.4

5.6

5.7

Dec.

5.8

5.9

5.9

5.9

5.9

5.9

5.9

5.9

6.0

6.0

5.9

5.9

5.9

5.9

6.0

6.1

6.1

6.1

0.1

0.1

6.1

0.1

0.1

6.1

6.1

10.0

11.4

14.1

16.8

17.7
TAYHOYTAND ] STEEAM MEAPUEEMENTS IN 1904, PAET IX. 25 

TRINITY RIVER DRAINAGE BASIN.

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

Montague, Wise, and Parker, but their combined capacity at Dallas 

is not sufficient to keep the bottom or bed of the stream moist. The 

United States Geological Survey maintained a station at Dallas for a 

time, but it was abandoned on account of the small discharge. Below 

Dallas the Trinity flows through a wooded country, and consequently 

it is not subject to the sudden floods with their quick run-offs.

TRINITY RIVER AT RIVERSIDE, TEX.

A gaging station was established on Trinity River at Riverside, 

Tex., in December, 1902, by Thomas U. Taylor. The zero of the 

gage is 66.00 feet below the top of the ties (or base of rail) in the 

north arm of the draw span of the International and Great Northern 

Railroad bridge. The elevation of the top of the pivot pier above 

gage datum is 56.50 feet, and that of the top of the channel of the lower 

chord of the arms of the draw span of the bridge is 62.90 feet. According to the survey of the United States Army engineers the elevation 

of the top of the tie with reference to mean low tide of Gulf is 148.70 

feet. The gage consists of a tagged plumber's chain, to which is 

attached a lead weight in the form of a frustum of a cone. The bottom of the lead weight is marked 66, and every foot above this is 

marked with a brass tag, giving its distance in feet above the bottom 

of the weight. The observer at Riverside is G. W. Higdon, who is 

in charge of the pumping plant of the International and Great 

Northern Railroad. In reading the gage it is only necessary to let 

the lead weight touch the water, and then read off the distance the 

mark or point is from the upper end or zero mark of the chain.

Measurements are made from the railroad bridge. The initial point 

for soundings is the north face of the south abutment for the south 

channel. For the north channel the north face of the pivot pier is the 

initial point. The channel is straight for 300 feet above and 1,000 

feet below the bridge, and the current is sluggish at low stages and 

swift at high stages. The right bank is high and rocky. The left 

bank is lower than the right, ,a trestle being used to measure the overflow at flood stages. The b?d of the stream consists of a tough mud 

or clay.

The observations at this station during 1904 have been made under 

the direction of Thomas U. Taylor, district hydrographer.
26 STREAM MEASUREMENTS IN 1904, PAKT IX. [NO. 132. 

Discharge measurements of Trinity River at Riverside, Tex., in 1902 and 1903,

Date.

1902.

September 10 . .

1903. 

March 18......

July 1 .........

July 2 .........

July 2 .........

July 3 .........

July 12........

July 13........

July 15 ........

July 17........

December 7 ....

December 12...

Hydrographer.

T. IT. Taylor...... ........................

T. TJ. Tavlor........ ......................

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

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

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

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

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

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

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

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

Gage 

height.

feet. 

6.00

43.30

13. 30

14.60

15. 20

18.30

22 20

22.80

23.60

10.20

8.30

9.30

Discharge.

Second-feet. 

160

24, 650

3,730

4,500

5,160

7,200

8,800

9,200

10, 800

980

420

500

Mean daily gage height, in feet, of Trinity River at Riverside, Tej-., for 1904-

Day.

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

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

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

y

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

9 4

9.4

9.2 

9.2 

9.2

9.0

8.9

8.9

9.0 

9.0

9.0 

9.0

8.9

8.8

8.6 

8.6 

8.6 

8.5

8.6 

8.6

8.8

8.9

9.0

8.9 

9.0 

10.0

10.7

10.6

Feb.

9.9

9.6 

9.4 

9.3

9.2 

9.2

10.0 

10 >

10.5 

10.2

10.1 

10.2 

10.6

10.7

10.2

10.0

12.1 

17.8 

20.1

20.5 

20.3

19.3

17.5

16.4

15.7 

14.3

Mar.

11 9

10 9

10.2 

9.9 

9.6

9.4

9.2

9.1

9.1 

9.0

8.9 

8.9

8.7

8.C

8,7 

8.6 

8.7 

9 1

9.1 

9 6

9.1

9.5

10.5

13.5 

15.5 

16.7

17.4

17.6

Apr.

19.5

20.8 

22.8

22.5

19.0 

17.0

15.2

14.7

15.5 

16.1

17.0

TO n

18.5 

18. 5 

18.5

19.1 

19 9

20. 1

18.1

17.1 

17.1 

16 9

16.2

May.

16.1

14.7 

23.7 

23.2

25. 0 

32.2

32.9

31.9 

29.9

27.7 

26.5

26.0 

26.5

°6 9

27.4 

27.8 

27.9

26.8

TO K

17.5

IQ 7

12.1

11.7 

13.6 

14.2

11.7

June.

11.1

11.5 

12.3 

12.0

11.5 

11.2

12,3 

14.8

16.5

19.2

19.8

20.9 

21.5

22. 5 

22.8 

23.1

23.0

22.6

21.4

19.4

16.7

14.2 

12.5 

11.5

July.

11.0

10.9

10.6 

10.6 

12.2

13.0 

13.2

13.5 

13.5

13.2 

12.7

12.0 

11.0 

10.2

9.6 

9 ''

9.1

8.8 

8.5 

8.5 

8.5

8.5 

9.4

9.2

9.2

8.7

8.5 

9.5

Q 0

9.5

Aug.

9.2

8.9 

8.5

8.2 

8.1

8.5

11.5 

10 9

10.9 

10.9 

11.1

11.0

10.0

9.0 

9.3 

9.3

Q Z.

9.4

8.7

8.4

8.2

8.1 

8.0

7.8

7.6

Sept.

7.3

7.2 

7.1 

7.2

7.4 

7.4

8.6 

12.5

13.9 

14.6

14.0 

13.0 

11.2

10.2 

9 '>

8.2

9.2 

8.9 

8.9

8

*7

8.5

Q a

9.9

9.5

9.5 

9.5 

9 5

9.4

Oct.

8.9

8.7 

8.3 

8.1

7.8

7.8

7, 7 

7.5

7.4 

7.3

7.2 

7.2

7.1

7.1 -'!

7.1

7.1 

7.0

7.0

7.0

7.0 

7.0 

7.0

7.0

7.0

Nov.

8.4

9.5

10.8 

10.2

9.5 

8.9

8.6

8.5

8.1 

7 9

7.8

7.5

7.5 

7.5

7.5

7.5

7.5

7.5 

7.5 

7.5

Dec.

7.7

7.6

7.6

7.6

7.6 

7.5

7.5

7 ^

7.5 

7.5 

7.4

7.4

7.4

7.4 

7.4 

7.4

7.4

7 *\

7.7

8.0

11.6

19.3 

19.5 

20.1

13.4
TAYLOR 

HOYT,AND ] TRINITY RIVER DRAINAGE BASIN, 27

Rating table for Trinity River at Riverside, Te.r., from January 1, 1903, to December

. 31, 1904.

Gage 

height.

Feet.

7.00

7.10

7.20

7.30

7.40

7.50

7.60

7.70

7.80

7.90

8.00

8.10

8.20

8.30

8.40

8.50

8.60

8.70

8.80

8.90

9.00

Discharge.

Seeund-feet.

160

170

180

195

210

225

245

265

285

310

335

360

390

420

455

490

530

575

620

670

725 1

Gage 

height.

Feet.

9.10

9.20

9.30

9.40

9.50

9.60

9.70

9.80

9.90

10.00

10.10

10.20

10.40

10.60

10.80

11.00

11.20

11.40

11.60

11.80

12.00

Discharge.

Second-feet,

780

840

900

965

1,030

1,095

1,160

1,230

1,300

1,370

1,440

1,510

1,650

1,790

1,930

2,070

2,210

2,350

2,490

2,630

2,770

Gage 

height.

Feet.

12.20

12.40

12.60

12.80

13.00

13.20

13.40

13.60

13.80

14.00

14.20

14.40

14.60

14.80

15.00

15.50

16.00

16.50

17.00

17.50

18.00

Discharge.

Second-feet.

2,910

3,050

3,190

3, 330

3,470

3,610

3,750

3,890

4,030

4,170

4,310

4,450

4, 590

4,730

4,870

5, 220

5, 570

5, 920

6,270

6,620

6,970

Gage 

height.

Feet.

18.50

19.00

19.50

20.00

20. 50

21.00

22.00

23.00

24.00

25. 00

26.00

27.00

* 28. 00

30. 00

32.00

34.00

36.00

38.00

40.00

44.00

47. 00

Discharge.

Second-feet.

7, 320

7, 670

8,020

8,370

8,720

9,070

9,770

10, 470

11,170

11, 870

12, 570

13, 270

13, 970

15, 370

16,770

18,170

19, 570

20, 970

22, 370

25, 170

27, 270

The above table is based upon discharge measurements made during 1903. It is 

not well denned.
28 STREAM MEASUREMENTS IN 1904, PART IX.

Estimated monthly discharge of Trinity River at Riverside, Tex., for 1904. 

[Drainage area, 16,000 square miles.]

[NO. 132.

Month.

Januar y ............

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

March..............

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

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

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

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

September ..........

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

November ..........

December ..........

The year .....

Discharge in second-feet.

Maximum.

1,860 

8,720 

6, 690 

10,330 

17,610 

10, 540 

3,820 

2,420 

4,590 

670 

1,930 

8,440

17,610

Minimum.

490 

840 

530 

4,660 

2,560 

1,790 

490 

245 

170 

160 

225 

210

160

Mean.

779 

3,232 

1,724 

7,185 

10, 090 

6,272 

1,648 

973 

1,244 

240 

462 

1,389

2,936

Total in

acre-feet.

47, 900 

185, 900 

106, 000 

427, 500 

620, 400 

373, 200 

101, 300 

59, 830 

74, 030 

14, 760 

27, 490 

85, 410

2, 124, 000

Run-off.

Second-feet 

per square 

mile.

0.049 

.202 

.108 

.449 

.631 

.392 

.103 

.061 

.078 

.015 

.029 

.087

.184

Depth in 

inches.

0. 056 

.218 

.124 

.501 

.728 

.437 

.119 

.070 

.087 

.017 

.032 

.100

2.49

BRAZOS RIVER DRAINAGE BASIN.

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

Texas and has a general southeasterly course, emptying into the Gulf 

of Mexico south of the mouth of Trinity River. Its drainage basin 

is entirely within the State of Texas.

Under the direction of Thomas U. Taylor the United States Geological Survey is maintaining stations in this basin at Waco and Richmond, Tex.

BRAZOS RIVER AT WACO, TEX.

On September 1-4, 1898, a gage was established on the southwest 

bank of Brazos River at Waco. It consists of an inclined iron bar, 3 

inches by 1 inch, reading from 0 to 4.3 feet, bolted to a hard-pine 

stick, 16 feet long, embedded in cement in the sloping limestone of 

the bank, flush with the surface, on which are painted the graduations 

above 4.3 feet.

This part of the gage is inclined to the horizontal at a slope of 27 

horizontal to 5 vertical. In the summer of 1903 another section was 

added, with its lower end connected to the upper end of the first gage. 

It is similar to the,first gage in construction, but is inclined at a slope 

of 9 horizontal to 4 vertical. It reads from 4.4 to 12 feet.

Three bench marks have been established. The first is on the lowest water table on the southwest pier of the suspension bridge and is
TAYHOYTAND ] BRAZOS EIVEE DRAINAGE BASIN. 29

marked " U. S. G. S. ±±.33 B. M." It is about on the level of the 

floor of the suspension bridge.

The hydrant at the corner of First and Austin streets is at an elevation (by gage) of 43.32 feet, while the top of the rail of the San 

Antonio and Aransas Pass Railroad a few feet from the hydrant is at 

an elevation of 41.12 feet. The bed of the river is shifting sand, and 

nearly every freshet modifies the cross section, so that at the same 

gage heights the river sometimes flows in one and sometimes in two 

channels under the suspension bridge from which the measurements 

are made.

At high water the gage reading is obtained by measuring to the 

water surface from the top rail of the stiffening truss of the suspension bridge at a certain point when there is no load upon the bridge 

and by taking this distance from 47.80 feet.

In the early part of 1902 a new camel-back truss bridge of one span 

was erected across the Brazos at Waco a few hundred feet above the 

suspension bridge. This new bridge crosses the river at an angle of 

76°. It has a footway on the east or downstream side that affords 

excellent facilities for measuring the flow of the stream, and there are 

no midstream piers to render measurements troublesome or doubtful.

At the north end these bridges are 280 feet apart, and at the south 

end they are 380 feet apart. When the river is rising and drift prevents the use of the meter, good float measurements can be made by 

timing the drift as it passes from the upper to the lower bridge at the 

different panel points.

On the north pier of the new bridge a gage has been marked off by 

the city engineer to agree with the United States Geological Survey 

gage at the suspension bridge. The top of the cement floor of the new 

bridge at the southeast batter brace is at an elevation of 45.40 feet with 

respect to the United States Geological Survey gage. High-watergage heights can be read directly from the gage on the north pier, or 

the distance of the water surface can be measured from the cement 

floor, and this subtracted from 45.40 feet will give the height of the 

river referred to the gage.

The channel is straight for several hundred feet above and below 

the station and has a width at low stages of about 175 feet without 

piers. The bed is composed of firm sand, subject to some change. 

The current is rapid.

The observations at this station during 1904 have been made under 

the direction of Thomas U. Taylor, district Irydrographer.
30 STREAM MEASUREMENTS I1ST 1904, PART IX. [NO. 132. 

Discharge measurements of Brazos River at Waco, Tex., in 1904.

Date.

February 5 .....

February 12. ...

March 8 .......

March 19 ......

May 7 .........

May 7 .........

June 21 .......

July 7 .........

July 7 .........

July 8 .........

July 8.........

July 9 .........

July 9 ...... .

July 10 ........

Hydrographer.

T. IT. Taylor. ........

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

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

E. C. H. Bantel......

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

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

 ---*" -------

H. H. Fox...........

.....do .__._.._>. ..

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

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

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

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

Area of 

section.

Square feet. 

189

1,216

1,140

1,026

912

874

798

Mean 

velocity.

Ft. per sec. 

1.00

0 fi4

2. 43

f> 95

2.14

1.99

1.86

1.81

Gage 

height.

Feet. 

2.50

2.85

2.10

2.05

10. 50

8.60

3. 90

5.70

5.50

5.28

5.00

" 4.74

1 ftf)

4.38

Discharge.

Second-feet.

188

240

73

80

12,300 

7,200 

1,013 

3,190 

2,960 

2, 564 

2, 198 

1,812 

1,626 

1,436

Mean daily gage heiglit, in feet, of Brazos River at Waco, Tex., for 1904.

Bay. Jan.

1 .............. 2. 30

2.............. 2.30

3...... ........ 2.30

 1.............. 2.30

n. ............. 2.30

6.............. 2.30

7............... 2.30

K. ............. 2.30

9.............. 2.30

10.............. 2.30

11.............. 2.30

12.............. 2.30

13.............. 2.30

14.............. 2.30

15.............. 2.20

1>^. ............. 2.20

17.............. 2.20

IX.............. 2.20

19............ 2.20

20.............. 2.20

21..............' 2.20

22.............. 2.20

23.............. 2.20

24.............. 2.20

25.............. 2.20

26.............. 2.20

27.............. 2.20

28.............. 2.20

29.............. 2.20

30.............. 2.20

31.............. 2.20

Feb.

2.20

2.20

2.20

2. 20

2. 55

3.35

3.95

3.70

3.50

3.40

3.25

3., SO

2.70

2.70

2.60

2. 55

2.50

2.45

2.40

') 5Q

2.60

2.55

2. 50

2. 50

2.45

2.40

2.40

2.40

2.40

Mar.

*> ^PJ ~. ou

2.30

2.20

2.20

2.20

2.20

2.20

2.10

2.10

2.10

2.10

2.10

2.10

2.10

2.10

2.10

2.10

2.10

2. 05

2.10

2.15

2. 20

2.20

2.20

3.20

5. 25

4.15

4.95

4.50

4.05

3.80

Apr.

3 . iUn 

3.30

3.20

3.10

3.10

3.20

3.65

4.05

3. 55

3.55

3.50

3.20

3.10

3.00

2.95

2.75

2.80

3.05

2.85

2. 80

2.70

3.20

4.00

4.55

3.60

3.16

3.05

3.00

3.00

2.85

May.

2. 80

3.45

5.00

8.20

6.50

11.90

9.40

6.55

5.50

5.00

4. 60

4.10

3.90

3.75

3.75

3.85

3.75

3.60

4.10

4.80

4. 25

4.10

3.95

3.70

3.65

3.45

3.35

3.50

5.90

3.90

3.60

June.

3 50

3 40

3.30

3.35

10.10

8.30

7. 55

6.50

6.70

7.45

6.90

8.00

6.70

6.10

5.30

5.05

5.60

5.00

4.70

4.05

4.00

3.80

3.95

3.65

3.50

4.10

3.85

3.65

8.25

12. 75

July.

8. 90

7.40

7.05

6. 95

6.75

6.45

5.76

5.50

5.65

A OF: 4. iO

4. 90

3.95

3.75

3.55

3.40

3.35

3.25

3.20

3.15

9 <£. QPi ao

2.90

2. 85

2. 95

3. 25

3.20

3. 15

2. 95

2.70

2.60

3.15

4.45

Aug.

3.90

3. 65

3.55

0 rri O. OU

3.55

4.05

3.95

9.95

6.90

6.70

6.35

6.75

6.15

5.85

5.50

5.05

4.60

4.15

3.95

Q O, 7PL (O

3.70

3.70

3.60

3.40

3. 25

3.10

3.10

3.30

3.10

3.00

2 90

Sept.

i) s;o Z. OU

2. 80

2.70

2.75

4.50

4.55

3.80

4.55

4.96

4.45

4.20

4.35

5.20

5.70

5.80

5.15

4.95

4. .50

3.85

3

(3C 

. DO

3.65

3.60

3

Rf\ 

. OU

3.40

3.40

2.95

2.90

2.90

2.80

4.25

Oct.

5.05

4.60

4.10

3. 90

3.65

3.55

3.40

3.25

3.20

3 O^ 

. Ufj

3.00

3.95

2.90

2.85

2.80

2.75

2.75

3.35

4.60

4.80

4.40

4.30

4.25

4.25

4.55

9.75

10.30

8.90

6.70

5.20

4 60

Nov.

4.25

4.05

3. <!5

3. SO

3. SO

3.65

3. 50

3.45

3.35

3 on 

. oU

3.20

3.15

3.10

3.10

3.00

3.00

3.00

3.00

2.90

2. 90

2.90

2.90

2. 90

2. 90

2.90

2.85

2.80

2.80

2.80

2.80

Dec.

'} £., oV

2.8

2.8

 > *:. ow1 2.8

2. 8(

2.«

2.8(

2.7,

2.7(

2.7(

2.7

2.7(

2.7(

2.7(

2.7C

2.6,

2. 6C

2.6(

2.6C

2.6C

2. 6C

2. 6(

2.6C

2.6C

2.6C

2.6C

2.5C

2.5C

2.5C

2.50
TAYLOR 

HOYT,AND ] BKAZOS KIVER DRAINAGE BASIN. 31

Rating table for Brazos River at Waco, Tex., from January 1 to December 31, 1904.

Gage 

height.

Feet.

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3. 30

3.40

Discharge.

Kecond-fcet.

62

82

104

128

155

184

215

248

284

323

365

410

460

520

590

Gage 

height.

Feet.

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

Discharge.

Second-feet.

665

740

820

900

980

1,065

1,150

1,235

4. 30 1, 320

4.40

4.50

4.60

4.70

4.80

4.90

1,410

1, 500

1, 595

1, 695

1,795

1,900

Gage 

height.

Feet.

5.00

5.10

5.20

5.30

Discharge.

Second-feet.

2, 005

2,115

2,225

2,340

5.40 2,455

5.50

5.60

5.70

5.80

5. 9*0

6,00

6.20

6.40

6.60

6.80

2, 575

2,700

2,825

2, 955

3,085

3, 220

3, 490

3,770

4, 055

4, 345

1 

Gage 

i height.

I

Feet.

7.00

Discharge.

Second-feet.

4,645

7. 20 4, 955

7.40

7.60

7.80

8.00

8.50

9.00

9.50

10.00

11.00

12.00

5, 275

5, 605

5,945

6,300

7,225

8, 200

9,230

10, 320

12, 640

15, 130

The above table, is based upon discharge measurements made during 1900 to 1904, 

and is well denned. There was, however, a very slight change in the bed during 

1904.

Estimated monthly discharge of -Brazos River at Waco, Tex., for 1904. 

[Drainage ar^a, 30,750 square miles.]

Month.

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

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

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

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

September ..........

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

November ..........

December

The year .....

'

Discharge in second-feet.

Maximum.

128 

1,022 

2, 282 

1,548 

14, 880 

17,180 

8,000 

10, 200 

2,955 

11,010 

1,278 

284

17, 180

Minimum.

104 

104 

72 

248 

284 

520 

215 

323 

248 

266 

284 

184

72

Mean.

115 

305 

376 

528 

2,245 

3, 341 

1,697 

1,757 

1,128 

1,922 

508 

238

1,180

Total in 

acre-feet.

7,010 

17, 540 

23, 120 

31, 420 

138,000 

198, 800 

104, 400 

108,000 

67, 120 

118, 200 

30, 230 

14,630

858, 500

Second-feet 

per square 

mile.

0. 0037

.0099

.012

.017

.073

.109

.055

.057

.037

.063

.017

.0077

.038

Depth in 

inches.

0. 0043

.011

.014

.019

.084

.122

.063

.066

.041

.073

.019

.0089

.525
32 STKEAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

BRAZOS RIVER AT RICHMOND, TEX.

This station was established January 1,1903, by Thomas LJ. Taylor. 

It is located at the bridge of the Southern Pacific Railway Company. 

During 1903 the elevations of the water surface were determined by 

measuring- down from a reference point on the bridge by means of 

a plumber's chain. During 1904 gage heights have been taken by 

means of a standard chain gage attached to the bridge. The gage 

is read once each day by A. O. Blum. Discharge measurements are 

made from the bridge to which the gage is attached. The initial point 

for soundings is the east face of the pier under the west end of the 

middle span. The channel is straight for 200 feet above and 900 feet 

below the station; has a width of about 175 feet at low water, without 

piers, and about 500 feet at ordinary high water, broken ~by three 

piers. During very high floods the left bank overflows and the width 

of the stream is 900 feet. The bed of the stream is sandy except 

around the piers, where it is stony, and is slightly shifting. The current is obstructed somewhat by old piles. The zero of the gage is 50 

feet below the top of the guard rail in the middle of the sixth panel of 

the midspan on the downstream side of the bridge. Bench mark N.o. 1 

is a point marked " R. F.," on the southeast corner of the tie seat of 

west abutment. Its elevation is 49.28 feet above the datum of the gage. 

Bench mark No. 2 is the top of the north bolt in flange of hydrant at 

corner of Railroad and First streets, 6 inches below the top of the 

hydrant. Its elevation is 47.26 feet above the datum of the gage. 

Bench mark No. 3 is the top of the northeast corner of base stone of 

"Our Heroes" monument in the court-house square. Its elevation is 

53.52 feet above gage datum. The lowest gage height yet recorded is 

1.80 feet above gage datum, or 45 feet above mean low sea level.

Above and at Waco the river rises rapidly, and when it gets above 

the gage height of 30 feet overflows the bottom lands below the town. 

When the floods spread out over the bottom lands, as they do from 

Waco to Richmond, the river staj^s up longer in its lower stretches 

than it does in the upper sections, as the bottoms and the lowlands 

serve as storage reservoirs for the backwater and are drained slowly 

as the river recedes. Above Waco the surface water rushes off into 

the stream more rapidly, and the river rises more suddenly and falls 

almost as suddenly. For this reason it is possible for the maximum 

discharge at Waco to be greater than it is at Richmond.

At Hearne and below the river in 1899 was several miles in width. 

Its maximum height at Richmond occurred on July 7, 1899, when it 

stood 4 feet below the top of the guard rail, or at a gage height of 46 

feet. The water was out over the bottoms above, and in Richmond 

it covered the tracks of the Southern Pacific Railway.
TAYLOE AND 

HOYT. BEAZOS EIVEE DRAINAGE BASIN. 33

The observations at this station during 1904 have been made under 

the direction of Thomas IT. Taylor, district h3T drographer.

Discharge measurements of Brazos River at Richmond, Tex., in 1904-

Date.

February 4 .....

March 1 ........

June 15 ........

June 24 ........

August 5 .......

August 9 .......

Hydrographer.

 

H. H. Fox ...............................

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

T. II. Taylor .............................

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

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

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

Gage 

height.

Feet. 

1.50

2.76

7.70

4.30

2.30

2.70

Discharge.

Second-feet. 

820

1,750

7,500

3,090

1,520

1,950

Mean daily gagf height, in feet, of Brazos River at Richmond, Te.r., for 1904.

Day.

i........ :.....

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

28........

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

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

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

Jan.

2.60 

2.60 

2.40

1.80

1.80

1.80

1 80

1.80

1 RO

1.80 

1 90

1.90 

1.90 

1.80

1 80

1.80

1.80 

1.80

1.70 

1.80 

1.80

1.80 

1 80

1.60 

1.50

Feb.

1.50 

1. 50 

1.50 

1.50

1.50 

1.50

1.50

1.50

1.50

2.00 

2.40

2.60 

2.50 

2.40

2.30

9.60 

4.60

4.80 

3.40 

3.80 

3.50

3.30 

3.00

3.00

Mar.

2. SO 

2.90 ' 

2.70 

2.60

2.50

2.30

1 90

1.70 

1.60

1.60 

1.60 

1.60

1.60

1.60

1.60 

1.60 

1.50

1.50 

1.50 

1.50 

1.50

1.50 

1 50

1 50

1 50

1.50 

1.50

Apr.

3.00 

3.90 

5.40

5.00 

5.00

5.20

4.90

4 50

4.10

4.00 

3.70

3.60 

3.40 

3.00

2.90

2.80

2.70 

2.60 

o 60

2. .50 

2. .50 

2.70 

2.70

2. 50 

2.50

2.70

3.00

3.10

May.

3. 20 

3.30 

3.50 

3.60

6.70 

15. 30

18.80

O1 fid

25.50

23. 00 

19.40

14.30 

11.80 

11.00

10.40

Q 00

9.80 

9.10

8.50

8.00 

6.90 

6.50 

7.00

5.70 

4.40

4.30

3.90

3.70 

4.60

June.

4.20 

5. 20 

5.10

4.40 

4.10

3.80

Q 3ft

9.00 

8.40

8.60 

7.30 

6.90

5.90 

5. 20

5.00 

4.70 

4.40 

4.10

4.10 

4.10

4.00

3.90

3.70

Jtily.

3.60 

3.60 

11.70

8. 50 

8.10

7.50

7.70

5.70

5.10 

4.70

4.20 

4.00 

3.70

3.90

3.30

3.10 

3.00 

2.70

2.60 

2.60 

2.70 

2.60

2.90 

3.10

3.00

2.80

Aug.

2.60 

2.60 

2.60 

2.50

2.40 

3.10

3.10

8.70

7.40

6.50 

6.10 

6.10

5.60

5.10

4.60 

3.00 

3.80

3.50 

3.30 

2.90 

2.70

2.50 

2.40

2.30

2.00

1.90 

1.80

Sept.

1.80 

l.hO 

1.60

1.50

1.80

1.70

3.20 

3.20

4.10 

4.40 

4.10

3.50

3.20

4.40 

4.20 

4.10

3. .50 

3.20 

3.10 

3.30

3.70 

3.30

3.10

2.50

2.60

Oct.

2. 60 

2.60 

1.90 

1. 60

1.60 

1.60

2.40

2.20

1.90

1.70

1.60 

1.50 

1.50

1.50

1.50

1.50 

1.50 

1.50

1.50 

1.50 

1.50 

1.60

3.60 

3.60

3.10

8.30

10.30 

8.00

Nov.

6.40 

5.50 

5.50

4.70 

4.60

4.50

4.20

4.10

4.00

3.90 

3.80

3.80 

3.60 

3.40

3.20

3.10 

3.00

2.80 

2.00 

1.90 

1.80

1.70

1.70

1.70

1.70

1.70

Dec.

1.70 

1.80 

1.90 

9 fin

1.80 

1.70

1 60

i ^n

2.10

1.80

1 60

1.50 

1 60

1.60 

1.70

1.50

1.50 

1.70 

1.50

1.50 

1.60 

1.60 

1.60

1.60 

2.20

6.20

3.00

3.40 

2.00

IRK 132 05-
34 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

Rating table for Brazos Paver at Richmond, Tex.,from January 1 to December 31, 1904-

Gage 

height.

Feet.

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

Discharge.

Second-feet.

820

870

920

980

1,040

1, 100

1,160

1,220

Gage 

height.

Feet.

3.40

3. 50

3.60

3.70

3.80

3.90

4.00

4.10

1, 290 4. 20

1,360 ' 4.30

2.50 1,430 4.40

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

1,500

1,580

1,660

1,740

1,820

1,910

2,000

2,090

4.60

4.80

5.00

5.20

5.40

5.60

5.80

H. 00

Discharge.

Second-feet.

2, 180

2, 270

2,370

2,470

2, 570

2,670

2,770

2,870

2,980

3, 090

3, 200

3,420

3, 640

3,880

4, 120

4,360

4,600

4,860

5,120

Gage 

height.

Feet.

6.20

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

8.50

9.00

9.50

10.00

10.50

11.00

11.50

12.00

Discharge.

Secrmd-feet.

5, 380

5,660

5,940

6, 220

6,500

6,780

7, 060

7,350

7, 650

7,950

8,700

9,480

10, 280

11, 120

12, 020

13, 020

14, 120

15, 270

12. 50 16, 420

Gage 

height.

Fett.

13. 00

13. 50

14.00

15. 00

16.00

17.00

18.00

19. 00

20. 00

21.00

22. 00

23. 00

24.00

26.00

28. 00

30.00

33. 00

Discharge.

Second-feet.

17, 590

18, 790

19, 990

22, 390

24, 790

27, 190

29, 590

31, 990

34, 390

36, 790

39, 190

41, 590

43, 990

48, 790

53, 590

58, 390

65, 590

The above table is based upon 27 discharge measurements made during 1902 to 

1904, inclusive, and is well denned. Above gage height 13 feet tlie rating curve is a 

tangent, the difference being 240 per tenth. Above gage height 10 feet this table is 

the same as that for 1903.
TAYLOB A: 

HOYT. BRAZOS EIVEE DRAINAGE BASIN. 35

Estimated monthly discharge of Brazos River at Richmond, Tex., for 1904. 

[Drainage area, 44,000 square miles.]

Month.

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

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

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

Discharge in second-feet.

Maximum.

1,500 

10, 440 

1,740 

4,360 

47, 590 

11, 660 

14, 580 

9,000 

3,200 

11, 660 

5, 660 

5, 380

47, 590

Minimum.

820 

820 

820 

1,430 

2,000 

2,470 

1,500 

980 

820 

820 

920 

820

820

Mean.

1,017 

1,914 

1,024 

2,399 

15, 040 

5,056 

4, 052 

2, 645 

1,891 

1,932 

2,424 

1, 135

3,377

Total in 

acre-feet.

62, 530 

110, 100 

62, 960 

142, 800 

924, 800 

300, 900 

249, 100 

162, 600 

112, 500 

118,800 

144, 200 

69, 790

2, 461, 000

Run-off.

Second-feet 

per square 

mile.

0.023 

.044 

.023 

.055 

.342 

. 115 

.092 

.060 

.043 

.044 

.055 

.026

.077

Depth in 

inches.

0.026 

.047 

.026 

.061 

.394 

.128 

.106 

.069 

.048 

.051 

.061 

.030

1.05

COLORADO RIVER (OF TEXAS) DRAINAGE BASIN.

Colorado River rises in the extreme western portion of the State, 

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

in a general southeasterly direction, emptying 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, and it extends 

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

the San Saba, and the Llano. The Concho has a reliable flow above 

its junction with the Colorado, and if the stream below the junction 

were to receive its name from the one that contributed the most water 

the river below the junction would be known as the Concho instead of 

the Colorado. The Concho furnishes water for irrigation and water 

power, and supports in Irion and Tom Green counties soine 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, and its waters are utilized 

for many power plants: 60,000 acres of rice were sowed during the 

season of 1902 in the counties of Colorado, Wharton, and Matagorda, 

under canals that obtained their water from the Colorado.

Under the direction of Thomas U. Taylor the United States Geological Survey is maintaining gaging stations in this basin at Columbus and Austin, Tex,
36 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

COLORADO RIVER AT AUSTIN, TEX.

The flood of April 7, 1900, carried awa}^ the great masonry dam at 

Austin. This flood was general over southwest Texas, but its only 

disaster was limited to the demolition of that structure. A full discussion of this failure will be found in Water-Supply Paper No. 40.

Prior to the flood of April 7, 1900, the discharge of the river at the 

station below the dam was at low stages absolutely under the control 

of the turbines at the power house at the dam; and measurements 

made opposite the city, at the station between the two bridges, did 

not give the unobstructed flow of the river.

Gage heights were first taken on the crest of the Austin dam on 

August 13, 1895, and were continued from that date until the failure 

of the dam occurred in April, 1900. The first discharge measurement 

was made on December 21, 1897. In February, 1899, the gage was 

placed on Congress Avenue Bridge, south of the city. This gage 

consisted of a plain staff attached to a bath house. During 1904 a 

standard chain gage was attached to the bridge at the same elevation 

as the old one. The gage is read twice each day by W. Peterson. 

A gage is also marked off on the first pier from the north. Discharge measurements are made by means of a cable and car 3 miles 

above Congress Avenue Bridge, to which the gage is attached, and 

about one-eighth mile above the ruins of the Austin darn and power 

house. The cable has a span of about 730 feet, but the width of the 

river at low water is less than half this distance. The channel is 

straight for 400 feet above and below the station. The velocity is 

moderately rapid. Neither bank has overflowed since the dam was 

washed away. The bed of the stream is composed of sand and is 

slightly shifting. Bench mark No. 1 is a United States Coast and 

Geodetic Survey copper bolt on the top of the west end of the south 

pier of Congress Avenue Bridge, -175 feet above mean sea level. Its 

elevation is 48.00 feet above the datum of the gage. Bench mark No. 

2 is a similar bolt in the southwest wall of the post-office at Austin, 

508 feet above mean sea level, about 4 feet above the walk. Its elevation is 81.00 feet above the datum of the gage. Bench mark No. 3 is on 

the first flange above the cribwork of the north pier of the bridge, 

marked "U. S. G. S. B. M. 4. 78." Its elevation is 4.78 feet above 

gage datum and 431.78 feet above mean sea level.

The observations at this station during 1904 have been made under 

the direction of Thomas U. Taylor, district hydrographer.
TAYHOYTAND ] COLORADO RIVER (OF TEXAS) DRAIKAGE BASIN. #7

Discharge measurements of Colorado River at Austin, Tex., in 1904.

Date.

May 5 ..........

May 5 ..........

May 5 ..........

May 5 ..........

May 6 ..........

May 6 ..........

May 6 ...... ....

Mav 6 ..........

May 7 ..........

Mav 7 ..........

May 7 ..........

May 10 .........

December 23 ....

Hydrographer

E. C. H. Bantel ..........

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

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

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

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

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

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

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

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

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

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

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

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

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

H. H. Fox...............

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

Area of 

section.

&HMre fret.

2, 554 

2 322 

2,394 

2,327 

3,107 

2,796 

2, 660 

2,608 

2, 075 

2,116 

2,008 

2,019 

278 

271 

256

Mean 

velocity.

Ft.prr src.

4.08 

3.94 

3.79 

3. 80 

4.26 

4.20 

4. 05 

3. 85 

3.60 

3.47 

3.51 

3.58 

1.62 

1.60 

1.23

Gage 

height.

Feet. 

1.22 

5. 50 

5.30 

5.20 

5. 20 

6.00 

5.70 

5.60 

5. 30 

4.90 

4.90 

4.80 

4.80 

1.45 

1.32 

1.20

Discharge.

fifcmifl-feet. 

358 

10,520 

9, 150 

9,073 

8,853 

13,230 

11,640 

10, 780 

10, 060 

7,492 

7, 350 

7,180 

7,239 

452 

429 

325
38 STREAM MEASUREMENTS IN 1904, PART IX. [wo. 182.

Mean daily gage height, infest, of Colorado River at Austin, Tex., for 1904.

Day.

I..............

o

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

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

6......,.,...-.

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

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

9... .......

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

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

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

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

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

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

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

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

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

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

22

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

2G..............

27

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

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

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

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

Jan.

1.20

1.20

1.20 

1.20 

1.20

1.20

1.20

1.20 

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20 

1.20

1.20

1.20

1.20

1.20

1.20

1 °0

1.20

1.20 

1.20

Feb.

1.20

1.20

1.20 

1.20 

1.20

1.20

2.00

2. 45

2. 35

 MO

1.85

1.70

1.55

1.50

1.40

1.40

1.50

1.50

1.50

1 SO

1.85

1.65

1 ^9

1.50

1.40

Mar.

1.40

1.38

1.30 

1.30 

1.20

1 *>5

1.20

1.20 

1.20

1.20

1.15

1.15

1.15

1.15

1 00

1.10

1.17

1.10

1.10 

1.10

1.70

1.75

1.55

1 45

1 °7

1 00

1. 55

Apr.

1.50

1.45

1.30 

1.35 

1 55

1.45

1.30

1.20

1.10

1.10

1.05

1.00

90

90

90

.90 

.90

90

1.75

2.70

2.10

i w\

1.70

May.

1.80

1.70

5.00 

2.80

5.30

5. 05 

4. SO

3. 80

1 90

1 OK

1 Q^

1.85

1.70

o (J5

2.45

o 3Q

0 05

O AA

'* 00

-1 QA

3. 55 

o 95

June.

5.75

3. 55

3.10 

2.75

10. 35 H

S

AP;

6.20

5.40

4.25

3.15

3.55

o 95

2.40

2.35

2.25

2.20

o 05

3.05

o 55

o 30

2. 15

3.90

July.

7.10

5.25

4.75 

5.90 

3.80

3.80

2. 85

' 2.50 

2. 25

2. 15

2.10

1.80

1.75

1.70

1.70

1 40

1.20 

1.10

1.10

1.10

1.10

1 f\f\

1.30

1.40

1 ^

1 F^

1.90

Aug.

2.00

1.90

1.60 

2.15 

2.05

1.75

1.90

4.95

2.70

2. 25

1.85

1.75

1.60

1.95

1.80

1.75

1.70

1. 55 

1.50

1.55

1.65

1 40

1.25

1.05

1.00

.90

.85 

.80

Sept.

0.80

.70

.70 

.70 

5. 95

4.60

3.05

3.00 

2. 85

2.00

2.00

4.45

2.80

4.45

3.60

3.00

2.40

2.40 

2.00

1.90

1.80

1.70

1.70

3.55

4 05

3 10

o 90

2.90

2.60

Oct.

2.40

2.30

2.15 

1.95 

1.75

1.70

1.55

1.50 

1 50

1.40

1.40

1.30

1.20

1.20

1.10

1.50

1 °0

1.10

2.10

2.10

2. 45

5

0 r%

4.10

3 1 ^

3.15 

2.75

Nov.

2.35

2.00

1.95 

1.75 

1.70

1.70

1.65

1.60 

i Kn

1.50

1.40

1.40

1.40

1.40

1.40

1.30

1.30

1.30

1 30

1 30

1.30

1 30

1 QA

1.30

Dec.

1.30

1.30

1.30 

1.30 

1.30

1.40

1.40

1. 50

1.50

1.40

1.30

1.30

1.30

1.20 

1 °0

1. 25

1. 25

1 °0

1.20

1.20
YHOYTAND ] COLORADO RIVER (OF TEXAS) DRAINAGE BASIN. 3

(it'mtj tdlile for Colorado River itt Austin, Te.c.,from January 1 to December 31, 1904

Gage 

height.

Feet.

0.70

.80

.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

Discharge.

Second-feet.

200

223

hefjht. D^charge.

Feet.

2.00

2.10

248 2. 20

275 2. 30

305 2.40

339

377

419

465

515

568

625

688

Second-feet.

760

840

930

1,030

1,140

2.50 1,260

2. fiO

2.70

2.80

2.90

3.00

; 3. 10

3.20

1,390

1, 530

1,680

1,840

2,020

2,220

2,430

Gage 

height.

Fee'.

3.30

3.40

3.50

Discharge.

freco ii<i-feet.

2,650

2,880

Gage 

height.

Feet.

5.20

5.40

3, 120 5. 60

3. 60 3, 365

3. 70 3, 615

3.80

3.90

4.00

4.20

4.40

4.60

4.80

5.00

3,870

4,130

4, 395

4, 955

5,595

6,315

7,090

7,930

Discharge.

Second-feet.

8, 850

9, 850

10, 920

5.80 i 12,050

6.00

6.50

7.00

8.00

9.00

10.00

13, 220

16, 320

19, 670

27, 000

34, 900

43,170

The above table is based upon 30 discharge measurements made during 1903 and 

1904. It is well defined between gage heights 1.20 feet and 6 feet. The table has 

been extended beyond these limits. Between gage heights 2 feet and 4.7 feet the 

table is the same as that for 1903.

Estimated monthly disdtarge of Colorado Ricer at Austin, Tex.,for 1904. 

[Drainage area, 37,000 square miles.]

Month.

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

February ..-.....---

March ..............

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

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

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

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

September ..........

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

November ..........

December ..--...-..

Discharge in second-feet.

Maximum.

339 

1, 460 

724 

4, 130 

13, 220 

46, 140 

20, 370 

7, 715 

12,920 

9, 095 

1, 085 

465

46, 140

Minimum.

339 

339 

275 

248 

568 

800 

305 

223 

200 

275 

339 

339

200

Mean.

339 

558 

394 

661 

2,900 

6,904 

2,311 

843 

2, 254 

1,129 

466 

376

1, 595

Total in 

acre-feet.

20, 840 

32, 100 

24, 230 

39, 330 

178, 300 

410, 800 

142, 100 

51, 830 

134, 100 

69, 420 

27, 730 

23, 120

1, 154, 000

Run-off.

Second-feet 

per square 

mile.

0. 0092 

.015 

.011 

.018 

.078 

.187 

.062 

.023 

.061 

.031 

. 013 

.010

.043

Depth in

inches.

0.011 

.016 

.013 

.020 

.090 

.209 

.072 

.026 

.068 

.036 

.014 

.012

.587
40 STEEAM MEASUREMENTS IN 1904, PAET IX. [NO. 132.

COLORADO RIVEE AT COLUMBUS, TEX.

This station was established in December, 1902, by Thomas U. Taylor. There is a gage marked on the downstream side of the pier on 

the west side of the river. Gage datum is taken as 50 feet below the 

top of this pier, and the observer, W. E. Bridge, measures down from 

this point with a tagged chain and lead weight. Discharge measurements are made from the 3-span highway bridge at which the gage is 

located. The channel is straight for 200 feet above and 600 feet below 

the stream and has a width of 140 feet at low water, unobstructed by 

piers, and a width of 450 feet at ordinary high water, broken by two 

piers. At very high stages the left bank overflows for several hundred feet, but the water passes under the iron trestle approach to the 

bridge. The bed is composed of gravel and sand and is fairly permanent. Bench mark No. 1 is the top of pier at west end of mid span of 

bridge. Its elevation is 50.00 feet above the zero of the gage. Bench 

mark No. 2 is the east end of top of the top stone step at south door of 

Columbus jail. Its elevation is 53.22 feet above gage datum. Bench 

mark No. 3 is the north end of top stone step at east door of Columbus 

court-house. Its elevation is 53.91 feet above the datum of the gage. 

Bench mark No. 4 is the top of rail over the extreme west pier of 

Southern Railway Bridge crossing the river above the gaging station. 

Its elevation is 51.13 feet above gage datum.

The observations at this station during 1904 have been made under 

the dh'ection of Thomas U. Taylor, district hydrographer.

IHsrliarye measurements of Colorado Rirer at Columbus, Te.f., in J904-

Date.

February 5. .....

February 5 ......

March 1 ........

Mav 6 ..........

May 7 ..........

Mav 8 ..........

May 8 ..........

Mav 8 ..........

Mav 9 ..........

May 11.........

May 12 .........

May 12 .........

May 13.........

Hyrtrographer.

H. H. Fox ...............

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

E. C. Murphy ............

H. H. Fox ...............

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

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

. 

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

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

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

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

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

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

Area of 

section.

Square feet. 

306

387

1,208

Mean 

velocity.

Ft. per sec. 

1.48

2.10

2.45

Gage 

height.

Feet. 

5. 50

5. 50

6.05

25. 80

22.20

19.90

17.80

16. 50

14.55

13.30

11.90

11.10

9.60

Discharge.

Second-feet. 

454

450

820

23, 800

17, 230

13, 710

10, 900

8, 956

7, 135

6,172

4,940

4,112

2,963
TAYL01J AND 

HOY AND ] COLOEADO EIVEE (OF TEXAS) DEAIKAGE BASIK. 41

Mean da Hi/ gage lieiglit, in feet, of Colorado River at Columbus, Te.r., for 1904.

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.

6.00

6.00

6.00

6.00

6.00

6.00

6.00

6.00

6.00

6.00

6.00

5.80

5.80

5. 50

5.50

5.50

5.50

5.50

5. 50

5.50

5.50

5. 50

5.50

6.00

6.00

6.00

6.00

6.00

6.00

6.00

6.00^

Feb.

6.00

F v f\t\ UU

6.00

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5. 95

7.35

7.40

7.00

6.40

6.30

C.20

6.75

6.45

6.25

6.25

6. 00

6.00

6.00

6.00

6.00

6.00

6.00

6.25

-------

Mar.

6.10

6. 00

5. 80

5.70

5.70

5.60

5.60

5.45

5.45

5. 50

5. 50

5. 50

5. 35

5. 50

5.40

5.40

5. 50

5.50

5.40

5.40

5.40

5.40

5.60

5.40

5.40

5.85

6.10

5.90

5.75

5.50

5.60

Apr.

5. 55

5.55

8.20

7.90

7.70

7.60

6.10

5.95

5.80

5.70

5.70

5.70

5. 60

5.60

5. 55

5.50

5.40

5.40

5.40

5.40

5.40

5.40

5.50

5. 50

5.50

6.00

10.65

9. 10

9.60

7.75

May.

7.40

7. 65

8.00

20. 15

28. 50

26. 15

23. 00

19.00

14. 95

14.30

14.60

11. 75

10.10

9.25

8.75

8.30

10.10

9.75

9.40

8.65

7.70

7.50

9.25

8.70

8.20

8.05

8.05

7.65

7.40

7.30

7.65

June.

7.50

10.20

13.45

11. 85

10.45

9. 85

9.20

21.40

24.60

25. 50

20. 35

17.00

14. 95

12.90

11.40

10.60

10.10

9.60

9.40

8.45

8.40

8.35

8.60

9.80

9.70

8.75

8.70

9.15

9.85

8.85

July.

8.70

10. 05

16. 85

14. 55

13. 35

12. 05

10.50

10.60

8.90

8.55

8.20

8.00

7.70

7.45

7.35

7.25

6.95

6.90

6.90

6.70

7.50

6.95

6.90

9.05

9.15

8.10

7.05

6.75

6. .55

6.50

6.50

Aug.

6.40

6 50

7.05

7.35

7.35

6.90

6.85

14.65

13.00

11.95

12. 20

10.35

9.25

8.35

7.95

7.75

7.20

7.15

7.50

7.30

7.25

7.20

7.05

6.55

6.45

6.45

6.40

6.35

6.30

6.00

6.00

Sept.

6.00

6.00

5.90

5.90

5.80

6.15

8.90

12.75

11. 55

10.35

10.20

9.05

8.40

8.10

9.50

10. 85

10.50

11.45

10. 25

9.25

8.50

11.00

10.80

8.60

7.80

7.30

7.10

11. 65

11.60

10.00

Oct.

9.15

9. 05

8.85

8.15

7.95

7.70

7. 55

7.20

7.10

6.80

6.70

6.55

6.50

6.40

6.30

6.30

6.15

6.10

6.10

6.05

6.00

6.00

6.00

6.00

8.10

12.25

11.05

8.85

15.75

14.30

12. 25

Nov.

11.10

9 MO

9.05

8.40

8.05

7.75

7.60

7.45

7.20

6.95

6.90

6.75

6.60

6.60

6.50

6.50

6.50

6.40

6.40

6.40

6.50

6.60

6.50

6.40

6.40

6.40

6.30

6.30

6.30

6.30

Dec.

6.60

6.60

6.60

6. 05

6.05

5.90

5.90

5.90

5.90

6.00

6.00

6.30

6.20

6.10

6.00

6.00

6.00

6.00

6.00

6.00

6.00

6.00

6.00

6.00

6.05

22.00

15. 00

9.00

7.35

6. 95

6.60
42 STREAM MEASUREMENTS IN 1904, PART IX. [>-o. 132. 

Rating table for Colorado Rher at Columbus, Tex., from January 1 to December 31, 1904.

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

6.60

6. 70

' 6. 80

6.90

7.00

Discharge.

Secund-feft.

510

550

590

630

680

730

780

830

880

930

980

1, 030

1,080

1, 130

1,180

1,230

1,280

Gage 

height.

Feet.

7.10

7.20

7. 30

7.40

7. 50

7.60

7.70

7. 80

7.90

8.00

8. 10

8.20

8.30

K.40

8.60

8.80

9.00

Discharge.

^ccnnd-feet.

1, 340

1,400

1, 460

1,520

1,580

1,640

1, 700

1,760

1, 820

3,880

1,940

2, 010

2, 080

2,150

2, 290

2,430

2, 570

Gage 

height. Discharge.

Feet. ttecnnd-feft.

9. 20 2, 710

9. 40 2, 8-r>0

9. 60 2, 990

9.80 ' 3,130

10.00

10. 20

10.40

10. 60

10. 80

11.00

11.20

11.40

11. 60

3, 270

3, 410

3, 570

3, 730

3, 890

4, 050

4,210

4,370

4, 530

11.80 4,690

12.00

12. 50

13.00

4, 850

5, 260

5, 710

, G^e, Discharge, henghi. fr

Feet.

13. 50

14. 00

14. 50

15. 00

16.00

17.00

18.00

19.00

20.00

21.00

22. 00

23.00

24. 00

25. 00

26.00

27.00

28. 00

Second -fret.

6,160

6,610

7, 090

7, 590

8, 660

9, 860

11,140

12, 520

13, 970

15, 470

17, 030

18, 700

20, 420

22, 200

24, 070

25, 980

27, 920

The above table is based upon 24 discharge measurements made during 1902 to 1904, 

inclusive. It is fairly well denned.

Estimated monthly discharge of Colorado River at Columbus, Tex.,ft>r ]904- 

[Drainage area, 40,000 square miles.]

Mouth.

May

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

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

December .... 

The vear ......

Discharge in seeuiMl-feet,

Maximum.

780 

1,520 

830 

3, 770 

28, 900 

23, 140 

9, 675 

7,240 

5, 485 

8,390 

4,130 

17,030

28. 900

Minimum.

550 

550 

390 

510 

1,460 

1, 580 

1, 030 

 780 

680 

780 

930 

730

390

Mean.

699 

840 

587 

1, 046 

5, 572 

5,627 

2,494 

1, 965 

2, 705 

2,102 

1, 396 

1,664

2. 225

Total in 

acre-feet.

42, 980 

48, 320 

36, 090 

62, 240 

342, 600 

234, 800 

153, 400 

120, 800 

161, 000 

129, 200 

83, 070 

102, 300

Run-,*.

Second-feet 

per square 

mile.

0. 017 

.021 

.015 

.026 

.139 

.141 

.062 

.049 

.068 

.053 

.035 

.042

1. 517. 000 . 056

Depth in 

Inches.

0. 020 

.023 

.017 

. 029 

.160 

.157 

.071 

.056 

.076 

.061 

.039 

.048

.757
N1> ] COLORADO RIVER (OF TEXAS) DRAINAGE BASIN. 43 

LIPAN SPRING NEAR SAN ANGELO, TEX.

Lipan Spring is 18 miles from San Angelo in southeasterly direction. Its discharge in the latter part of December, 1904, was 1 

second-foot. The water is used for irrigation purposes on a few small 

farms.

KICKAPOO .SPRING NEAR SAN ANGELO, TEX.

Kickapoo Spring is located in Tom Green County, Tex., about 20 

miles in a southeast direction from San Angelo. This spring forms 

the headwaters of Kickapoo Creek and the waters are used for stock 

and irrigation purposes. The creek flows in a northeast direction for 

30 miles to its junction with Concho River, 2 miles above Paint Rock. 

The discharge was measured at the head spring December 20, 1904, 

by O. Li. Sims and a flow of 4 second-feet was found.

SAN SABA RIVER AT SAN SABA, TEX.

San Saba River rises in two springs near Fort McKavett, in the western part of Menard County, Tex., and flows in an easterly direction 

for over 100 miles to its junction with Colorado (of Texas) River. It 

is fed by many springs between Fort McKavett and Menardville, the 

largest of which is the one that feeds or is the source of Clear Creek.

A gaging station was established on San Saba River at the suspension bridge 1 mile northwest of the town of San Saba, Tex., December 

30, 1904, by E. C. H. Bantel. The elevations of the water surface 

are determined by measuring down b}^ means of a tape from a certain casting on the upstream face in the flooring of the bridge, the 

zero elevation being 40.00 feet below the same. Discharge measurements are made from the single-span bridge at which the gage is 

located. The initial point for soundings is the north face of the 

south pier. The channel is straight for 150 feet above and 1,000 feet 

below the station. The current is swift at high and sluggish at low 

stages. Both banks are high and liable to overflow at high stages. 

The bed of the stream is composed of sand and gravel. There is 

but one channel at all stages. Bench mark No. 1 is a large wire nail 

driven into a tree 50 feet from the south end of the bridge. Its elevation is 37.63 feet above the zero of the °'ap'e. Bench mark No. 2 is a o c

wire nail driven into a water elm 70 feet from the north end of the 

bridge, on the east side of the road. Its elevation is 37.16 feet above 

the zero of the gage. Bench mark No. 3 is a wire nail driven into a 

live oak tree 200 feet from the south end of the bridge and 50 feet 

from the edge of the south bank of the stream. Its elevation is 37.16 

feet above the zero of the gage.

The observations at this station during 1904 have been made under 

the direction of Thomas U. Ta}T lor, district hydrographer.
44 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

Discharge measurements of flan Saba River at San Saba, Tex., in 1902 and 1904-

1902. 

August....

1904. 

December 20 &

Hydrographer.

T. IT. Tavlor.

O. L. Sims.

Discharge.

«26

a One mile below Fort McKavett.

&The measurement of December 20, 1904, can be regarded as the probable minimum flow, as all the 

streams in the northern part of the Edwards Plateau were at very low stages at this period of the 

year 1904.

BARTONS SPRINGS NEAR AUSTIN, TEX.

These springs are located about 2 miles southwest of Austin, Tex., 

and are similar in behavior and in flow to the Comal, San Felipe, and 

San Marcos. They respond in increased flow to the rainfall in the 

Edwards Plateau, but this response is always delayed some months. 

About a quarter of a mile from the head spring, the Walsh Spring 

formerly was active and operated a small mill, but it went dry several 

years ago, but revived in the wet season of 1900 and continued flowing 

till the early part of 1901, when it again ceased flowing. It continued 

dry till the early part of 1903 when it again revived. On June 6,1903, 

the flow of the Walsh Spring was 8.5 second-feet, but it stopped flowing in the latter part of 1903 and has since remained dry.

Discharge measurements of Bartons Springs, near Austin, Tex., 1894-1904-

Date.

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

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

March, 1898....

May, 1898 ......

August, 1900. ...

December 1900. .

June, 1902 ......

August, 1902 ....

June, 1904......

Hydrographer.

C. C. Babb ........................................

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

T. IT. Taylor. ......................................

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

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

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

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

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

A. A. Cother ......................................

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

Discharge.

Second-feet.

17

25

20

30

69

33

19

19

fiQ

43
TAYLOR 

HOYT, n-TAND ] GUADALUPE RIVER DRAINAGE BASIN. 45

MORMON SPRINGS NEAR AUSTIN, TEX.

About 1 mile above the Austin dam on the left or east bank of the 

river are some springs known from some former campers as Mormon 

Springs. These springs were in the lake formed by the backwater 

from the Austin dam. At present they break out in several places, 

and the only way to get their total flow is to follow along the river 

edge and measure the discharge of each as it enters Colorado River. 

The flow of these spring's as they existed in August, 190-4, was measured by Thomas U. Taylor, and the full capacity of the three outlets 

was 8 second-feet.

GUADALUPE RIVER DRAINAGE BASIN.

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

southeast, 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 Brauufels, 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.

Under the direction of Thomas U. Taylor the United States Geological Survey is maintaining a station in this basin near Cuero, Tex.

GUADALUPE RIVER NEAR CUERO, TEX.

The Guadalupe, while 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 canal at New Brauufels. Below New 

Braunfels the largest tributary is San Marcos River.

This station was established by Thomas U. Taylor December 26, 

1902. The original location of the gage was at the dam at Carl 

BuchelVj power house, 3 miles north of Cuero, Tex. This gage is a 

vertical staff mounted on the wall of the power house near the dam, 

and was read twice each day by Carl Buchel.

For the old station the initial point for soundings was on the left 

bank. The channel is straight for about one-fourth of a mile above 

and 400 feet below the station. The right bank is low and liable to 

overflow; the left bank is high and rocky. The bed of the stream is 

of clay. The bench mark is on the crest of the dam. Its elevation 

is the same as the zero of the gage.

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. A standard 

chain gage is attached to the bridge. The gage is read twice each day 

by Rjobert Miller. Discharge measurements are made from the highway bridge, 200 feet below the railway bridge, when the gage is above
STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132.

7 feet, but at lower stages the discharge is measured on the crest of 

the Buchel dam, 3 miles upstream. The crest of this dam is 110 feet 

long and 4 feet wide. The initial point for soundings at the bridge 

is the east face of the tubular pier under the west end of the highway 

bridge. The channel is straight and has a width of 125 feet at low 

stages. The right bank is low and overflows for several hundred feet 

at high stages. The section is deep and the flow is sluggish. The 

bed is composed of soft material and may change somewhat. Bench 

mark No. 1 is the top of the tie in the third panel from the east end 

of the bridge. Its elevation is 50.00 feet above the datum of the gage. 

Bench mark No. 2 is the seat of the valve, about 100 feet from the 

pump house, on the line of pipe that leads from the pump to the water 

tank. Its elevation is 14.85 feet above the datum of the gage. Bench 

mark No. 3 is the top of a vertical iron rod buried, in the ground 4 

feet east of mulberry tree near the left end of the bridge. Its elevation is 42. IS feet above the datum of the gage.

The observations at this station during 1904 have been made under 

the direction of Thomas IT. Taylor, district hydrographer.

Discharge tncasurfmetttH of Chiadahtpe JRiwr near Cttero, Tc.t:, in 190,$..

Date.

March 2 ........

August 4 '' ......

October 23......

Hydrographer.

H. H. Fox...............................

T. U. Tavlor. ............................

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

Gage 

height.

Feet. 

6.60

6.10

6.10

Discharge.

fircoml-fert. 

640

540

407

a At San Antonio and Aransas Pass Railroad.
OYTAND ] GUADALUPE KIVEK DKAIJSTAGE BASIN. 47

Mean daily y<ige height, in feel, of Guadalupe River near Cuero, Te.c., for 1904.

Day.

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

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

5.........

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

T. .............

,s

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

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

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

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

-t o

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

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

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

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

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

21 _

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

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

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

29

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

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

Jan.

6.70

6.70

6.75

6.70

6.80

6. 70

6.70

6.70

6. 80

6.70

6.70

6. 75

6.70

6.70

6.70

6.60

6.70

6.70

6.80

6.70

6.70

6.60

6.70

6.70

6.70

6.60

Feb.

6.60

6.60

6.00

6. 70

6.60

6.65

6.65

6.60

6.60

6. 65

6.70

6. 65

6.70

6.70

6.70

6.70

6.70

0. 70

6.80

6.70

0.70

6.70

6.70

6.60

Mar.

6.50

6.60

6. 55

6.50

6.50

6. 55

6.50

6.50

6.50

6.50

6.40

6. 40

6. 55

6.45

6.45

6.40

6.45

6.50

6. 50

6.50

6.45

6.45

6.45

0.35

0.30

6.45

Apr.

6.45

8.75

8.20

7.00

6.80

6.65

6.58

6.48

6.48

6.43

6. 43

6.33

6.35

6.25

6. 53

6.33

6.28

6.33

6.18

6.43

6.33

May.

9.98

7.63

8.80

IX. 60

20. 78

14.18

11. 3S

9.38

8.20

7.50

7

00

7.40

7.38

9. 65

7.78

7.20

7. 05

6.90

" 00

6.85

6. 75

7.10

7.75

June.

7.65

6.75

6. 95

7.22

7.15

7. 75

7.57

7.30

7.50

7. 05

6.88

6. 55

S. 55

6.58

6.55

6. 55

6.60

7.30

9 °0

7.40

6.75

6.48

July.

6.18

6.70

6.85

6. 85

6.75

6.20

0.05

6.20

5.95

6.00

5.80

6.05

5. 95

0.15

6.05

6.00

5. 95

6.05

6.10

5. 90

5. 85

Aug.

6.05

6.00

6.05

5.80

5. 85

6.00

7. 85

7.20

6.50

6. 25

6.15

6.20

6.25

6.15

6.35

6. 25

6.30

6. 25

6.20

6.15

6.05

6.00

6.60

6.30

Sept.

6.43

6.05

6. 22

6.32

6.40

6.10

7. 55

7.40

6. 75

6.57

6.47

6. 52

10.90

16.95

11.10

11.25

y Q7

7 37

7.37

8.10

8.35

7.85

0. 55

6.67

Oft.

6.52

6.62

6.67

6. 55

6.40

6.45

6.40

6.62

6.15

6.37

6.05

6.37

6.30

6.15

6.37

6.37

6.62

6.62

6. 52

6.47

6. 25

6. 35

14. 35

10. 15

7.50

7.15

Nov.

6.70

6.60

6. 45

6.45

6.30

6. 20

6.20

6.15

6.05

6.10

6.10

6.10

6.10

6.10

6.10

6.10

6.10

0.10

6.10

0. 20

6.20

6.20

6.20

6 -0

6. 20

Dec.

6.20

6.20

0.20

6. 50

6.50

6. 55

6.40

6.20

6. 35

6. 20

6.20

6.20

6. 20

6.20

6.20

0. 20

6.20

6.10

6.10

6.10

6.20

6.20

20. 15

11.80

9.00

16. 66
48 STEEAM MEASUREMENTS IN 1904, PART IX [NO. 132. 

Rating table for f-fuadalupe River near Cuero, Tex.,from January 1 to December 31, 1904.

Gage 

height.

Feet.

5.80

5.90

6.00

6.10

6.20

6.30

6.40

6.50

6.60 

6.70

H. 80

6.90

7.00

7.10

7.20

7.30

7.40

7.50

Discharge.

Second-feet.

Gage 

height.

Feet.

465 8. 10

490

515

540

566

592

619

646

673 

701

8.20

8. 30

8.40

8.50

8.60

8.70

8.80

Discharge. height. ^^ ^sc&arge. r>i«nVip ro-a

Second-fat. Feet. Second-feet.

1, 13C

1,166

1,199

1,232

1, 265

1,298

1,332

1,366

8. 90 1, 400 

9.00 1,434

729 9.20 1,502

758

787

817

847

878

909

940

7. 60 972

7.70 1,004

7.80

7.90

8.00

1,036

1,068

1,100

9.40 1,570

9.60 1,640

9.80 1,710

10.00 1,780

11.80 2,426

12.00

12.20

12. 40

12.60

12.80

13.00

13. 20

13.40 

13.60

13. 80

14.00

14.50

15. 00

15. 50

10.20* 1,850 16.00

10.40 1,920 16.50

10. 60 1, 992 17. 00

10.80 2,064 17.50

11. 00 2, 136 18. 00

11. 20 2, 208 18. 50

11.40 2,280

11.60 2,352

19.00

19. 50

2, 500

2, 574

2, 650

2,726

2,803

2,881

2, 959

3, 038 

3,118

3,198

3, 280

Gage 

height.

Feet.

20.00

21.00

22.00

23. 00

24.00

25.00

26.00

27.00

Discharge.

Second-feei .

6, 340

7,040

7,840

8,680

9,630

10, 690

11,840

13,070

28. 00 14, 370 

29. 00 15, 730

30. 00 17, 200

31. 00 18, 950

3,487 32.00 21,000

3,700

3,920

4, 150

4,400

4, 650

4,900

5, 150

5, 440

33. 00

34. 00

35. 00

36. 00

38. 00

40.00

43. 00

5, 740

6,040

23, 320

26, 000

29, 690

34, 200

44, 800

55, 400

71, 300

The above table is based upon 21 discharge measurements made during 1903 and 

3 low-water measurements made in 1904. It is well defined.

NOTE. There has been a slight change in stream 1>ed, beginning the latter part of 

1903 and extending over low-water periods in 1904. The 1903 curve below gage 

height, 17 feet, has been changed to conform to the 1904 measurements.
TAYLOR A 

HOYT. GUADALUPE RIVER DRAINAGE BASIN.

Estimated monthly disrharyc <>f Gmtdalupe Rirer near Cucro, Tex.,for 1904. 

[Drainage area, 5,100 square miles.]

Month.

March ..............

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

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

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

Deceml >er ..........

Discharge in second-feet.

Maximum.

729 

729

67:;

1, 349 

6,886 

1, 502 

972 

1, 052 

4, 625 

3, 424 

701 

6, 445

6,886

Minimum.

673 

. 673 

592 

560 

715 

641 

465 

465 

527 

527 

527 

540

465

Mean.

700 

691 

639 

671 

1,639 

794 

569 

585 

1,032 

839 

570 

1, 095

819

Total in 

acre-feet.

43, 040 

39, 750 

39, 290 

39, 930 

100, 800 

47, 250 

34, 990 

35, 970 

61,410 

51,590 

33, 920 

67, 330

595, 300

Run-off.

Second-feet 

per square 

mile.

0. 137 

.135 

.125 

.132 

.321 

. 156 

.112 

.115 

.202 

.165 

.112 

.215

.161

Depth in 

inches.

0.158 

.146 

.144 

.147 

.370 

.174 

. 129 

.133 

.225 

.190 

.125 

.248

2.20

COMAL RIVER AT NEW BRAUNFELS, TEX.

Comal Eiver has been fully described in Water-Supply Papers Nos. 

71 and 105. It is formed by numerous big- springs that issue from 

the foothills west of the town of New Braunfels, Tex., and the joint 

discharge of these form Comal River, which is formed by 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 flow into the Landa mill race. These waters again join 

about a fourth of a mile above the highway bridge north of the courthouse, forming Comal River. The following table shows the result of 

current meter measurements on Comal River at various times. 

IRR 132 05 4
50 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132.

DiscJtarge measurements of Comal River at New Braunfeh, Tex., 1895-1904.

Date.

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

1898............

1899............

1900............

1901............

1902............

1903............

1904............

Hydrographer.

C, C. Babb ..........

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

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

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

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

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

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

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

Discharge.

Second-feet. 

328

320

310

374

.343

412

375

Remarks.

At highway bridge.

Do.

In park.

Do.

Do.

Do.

In park (recent rains).

In park.

SAN ANTONIO RIVER DRAINAGE BASIN. 

SAN ANTONIO RIVER AT SAN ANTONIO, TEX.

San Antonio River began failing in 1885, and by 1895 the flow above 

the city in the park had entirely ceased. But like many of the other 

big springs of the Edwards Plateau it has gone through experience. 

There is no doubt about the river and the artesian wells having the 

same underground source, but the river regained its former efficienc}^ 

in 1900, shortly after the celebrated flood (Water-Supply Paper No. 

105), but in two years the discharge had dropped to a depth .of the 

discharge of 1900.

The following table shows the list of discharge measurements that 

have been made on this stream:

Discharge measurements of San Antonio River at San Antonio, Te.r., 1895-1904-

Date.

December, 1 895 .........

November, 1896... ......

December, 1897 .........

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

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

June, 1899 ..............

June, 1899 ..............

September, 1900. ........

September, 1900. ........

October, 1901 ...... ....

March, 1904 ............

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

Hydrographer.

0. C. Babb .................

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

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

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

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

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

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

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

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

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

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

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

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

Discharge

Second-feet. 

49

41

0

11

0

9

10

0

125

103

41

65

61

Remarks.

Upper canal.

Do.

Lower canal.

Hot wells.

Lower canal.

Do.

Lower canal.

Hot wells.

Lower canal.

Hot yells.

Do.

Do.
TAYHOYTfND ] STREAM MEASUREMENTS IN 1904, PART IX. 51

NUECES RIVER DRAINAGE BASIN.

LEONA EIVER AT UVALDE, TEX.

The flow of the Leona at Uvalde is a very variable factor, and it has 

often occurred that it has stopped flowing altogether near Uvalde. It 

was dry in 1885, but soon revived and continued flowing till. 1893, 

when jt again ceased flowing for a time. Its history at the brickyard 

crossing, 1-g- miles below town on the road to Pearsall, is given in the 

following table:

DiscJtarge 'measurements of Leona Hirer at Uvalde, Tex., 1885-1904.

Bate.

1885....................

1893....................

December, 1895 .........

June, 1899 ..............

September, 1900 ........

March, 1904 ............

Hydrographer.

C. C. Babb ................

T. U. Tavlor...............

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

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

Discharge.

Second-feet.

11

5

^'2

Remarks.

Had flow.

No flow.

Do.

RIO GRANDE DRAINAGE BASIN.

The Rio Grande rises in southern Colorado, in the Rocky Mountains, flows south through New Mexico and thence southeast, forming 

the boundary between Texas and Mexico. Pecos River, which rises 

in northern New Mexico and flows south across eastern New Mexico 

and western Texas, is its longest tributary from the north, although 

Devils River delivers to the Rio Grande about the same amount of 

water as does the Pecos. Conchos River is its principal tributary from 

the Mexican side. 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 are maintained 

by the International (Water) Boundary Commission. The data are 

collected by W. W. Follett, consulting engineer for the commission, 

and have been furnished through the courtesy of Gen. Anson Mills, 

commissioner. 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.
52 STEEAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

RIO GRANDE NEAR DEL NORTE, COLO.

Measurements and observations were first begun in the vicinity of 

Del Norte in 1889 by George T. Quinby. The object of the measurements was to obtain the flow of the river before water was diverted 

for the agricultural region of San Luis Valley, and by a comparison of 

this 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 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 on June 25 a station was established above the branches. 

Later a locality about 2 miles farther up was chosen.

The station is about 2 miles west of the town of Del Norte, above 

the main canal, taking water from the Rio Grande, and is above all 

the irrigating ditches of importance. The river flows in one channel, 

about 175 feet wide and of very regular section. The banks on each 

side are steep, and the water is reported never to overflow. The 

course of the stream is straight for 100 yards both above and below 

the section. The old inclined gage was set at an angle of about 30 ; to 

the horizontal on the right bank. On April 1, 1001, a new gage was 

placed in the same position and at the same datum as the old gage. 

As noted on October 10, 1801, bench mark No. 1 is a large nail in the 

root of a tree 15 feet northwest of the end of the cable on right bank 

of river. Bench mark No. 2 is a large nail in the root of a tree 25 feet 

southwest of the end of the inclined gage. Both bench marks are 7.51 

feet above the datum of the gage.

On June 10, 1900. the gage rod was connected with an iron bench ' J O O

mark of the U. S. Geological Survey set in the ground about 25 feet 

south of the rod; the zero of the rod is 8.25 feet below the bench mark.

Gagings were first made from a flat-boat, 1 feet wide and 14 feet 

long, attached by rope and tackle to a f-inch wire cable fastened to a 

large cottonwood tree on the left bank and to a sand anchor on the 

right bank. They are now made by means of a car which travels 

across the river along a steel cable, the distance being marked on a 

tag wire. The channel is excellent, the wrater, although falling rapidly, 

seldom scouring, and the bed therefore remaining practical!}7 the same 

from year to year. The bed of the channel is covered with small 

bowlders, and the sides, although not high, have never been known to 

overflow. The observer is Richard Adams.

The observations at this station during 1001 have been made under 

the direction of M. C. Hinderlider, district hydrographer.
XD ] RIO GRANDE DRAINAGE BASIN. 53

Discharge measurement of Rio Grande near Del Norfe, Colo., in 1904.

Date.

April 1 ........

May 5 .........

June 20 .......

June 25 .......

July 14........

July 20........

July 30 ........

August 22. . . . . .

August 22......

August 23......

Hydrographer.

(T. B. Monk .........

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

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

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

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

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

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

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

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

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

Area of 

section.

Sijiutnfict. 

93

175

196

188

111

10S

141

179

179

164

170

Mean 

velocity.

Ft. per sfc. 

2.25

3. 51

3. 29

2. 3.",

2 27

2.99

3.27

3. 12

2.98

3. 53

Gage 

height.

Frrt. 

1.15

1.80

1.90

1.85

1.40

1 . 30

1.70

1.99

1.98

1.90

1.90

Discharge.

f<t'Cund-fcct. 

209

584

687

618

259

245

420

585

558

488

598

Mean daily gage height, infect, of Rio Grande near Del Norte, Colo., for !!>(>'.

Day.

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

0

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

!1 ....................

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

7. ......................................... v

X.. ..................

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

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

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

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

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

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

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

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

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

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

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

1!!.. ............................... ... ......

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

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

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

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

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

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

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

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

Apr.

1.15

1.25

1.26

1.25

1.31

1.35

1.35

1.31

1.31

1.50

1.91

2.50

2.20

 2.40

2.45

2. 55

2. 35

1. 95

1. 85

1.75

2. 65

2.94

2.75

2.40

May.

2. 25

2.25

o 5o

1.85

1.80

1. SO

2.10

2.40

2.30

2.50

2.70

3.00

3.35

3.40

2. 95

2. 85

2. 05

3. 25

3. 50

2. 75

2.70

2.75

2. 75

2. 65

2.50

2.40

2.30

2.30

2.30

June.

2.20

2.20

2.50

2.00

2.00

2.00

2.20

2.25

2.20

2.10

2.10

2.00

2.00

2.10

2.10

2. 50

1 Q"i

2.00

1. 95

1.85

1.75

1.80

1.80

1.75

1.70

July.

1.70

1.70

1.60

1.5S

1.51

1.50

1.49

1.46

1.45

1.46

1.41

1.40

1.35

1.32

1.35

1.39

1.33

1.30

1.31

1 -JO

1.48

1.39

1.50

1.50

1.52

1.50

1.49

1.70

1.72

Aug.

1.80

1.90

1.88

1.95

1.80

1.75

1.80

1.85

1.75

1 SO

1.85

1.90

1.90

1.90

1.85

2 30

2.35

f> OA

2.50

2.00

1.95

2.00

2.00

2.20

2.25

2.20

2.15

2.50

2.50

Sept.

2.00

2.50

2.35

2. 20

2.10

2.10

2.00

1.95

1.90

1 90

1.86

1.85

1.80

1.75

1.80

1. 75

1.70

1.70

1.70

1.90

2.10

1.95

1.90

1.90

1.90

2.50

2.90

3.00

3.10

2.90

2.70

2.60

2.70

3.60

4.00

4.35

3. 85

3. 00

3. 50

3.30

3.25

3.15

3.00

2.90

2.80

2.70

2.60

2. 60

2.50

2.40

2. 35

2.35

2.20

2.15

2.10

2. 50

2.00

2.00
54 STREAM MEASUREMENTS IN 1004, PART IX. [NO. 132. 

Rating table far Rio Grande near Del Norte, Oolo., from January 1 to December 31, 1904.

Gage 

height.

Feet.

1.15

1.20

1.30

1.40

1.50

1.60

1.70

1.80

Discharge.

Second-fett.

195

210

245

290

345

405

465

535

Gage 

height.

Feet.

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

Discharge.

Second-feet.

605

675

745

815

890

970

1, 050

1, 135

Gage 

height.

Feet.

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

Discharge.

Second-feet.

1,225

1, 315

1,410

1, 510

1,610

1,710

1,810

1,920

Gage 

height.

Feet.

3.50

3.60

3.70

3.80

3..90

4.00

-

Discharge.

Second-feet.

2,040

2,160

2, 280

2, 400

2,520

2, 640

The above table is applicable only for open-channel conditions. It is based upon 

discharge measurements made during 1903 and 1904. It is not well defined.

Estimated monthly discharge of Rio Grande near Del Norte, Colo., for 1904. 

[Drainage area, 1,400 square miles.]

Month.

May

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

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

The period . . .

Discharge in second-feet.

Maximum.

1, 450 

2,040 

1,050 

479 

1, 050 

1,410 

3,100

Minimum.

195 

535 

465 

245 

500 

465 

675

Mean.

652 

1,158 

716 

336 

689 

692 

1,449

Total in 

acre-feet.

38, 800 

71, 200 

42, 600 

20, 660 

42, 360 

41, 180 

89, 090

345, 900

Run-off.

Second-feet 

per square 

mile.

0.466 

.827 

.511 

.240 

.492 

.494 

1.04

Depth in 

inches.

0. 520 

.953 

.570 

.277 

.567 

.551 

1.20
sr J,OR AND "I

HOYT. J RIO GRANDE DRAIN AC4E BASIN". 55

RIO GRANDE NEAR LOBATOS, COLO.

This station was located on June 28, 1899, by A. L. Fellows. It is 

at the State bridge across the Rio Grande, at a point near the Colorado-New Mexico State line and about 10 miles east of Lobatos, Colo. 

The station is favorably located for the purpose, the cross section 

being fairly uniform, the channel regular and not liable to overflow. 

There are two gages, one for high water and the other for low water. 

The high-water gage is a scale graduated to feet and tenths marked 

with white paint on the central downsteam cylinder of the bridge. 

The low-water gage is a scale, marked in feet and tenths, on the perpendicular face of a large bowlder about a hundred yards below the 

bridge." The channel is in most respects an excellent one. The bed 

consists of bowlders and rock, and is subject to- little change; the 

banks are high and are not subject to overflow; one channel except 

at very low stages. Gagings can be made at the bridge, but during 

low water they are usually made by wading. On June 22, 1900, both 

gages were referred to a bench mark consisting of a chiseled point 

marked "B. M." on the face of the lava bluff under the west end of 

the bridge 7.^2 feet above gage datum. The station is an extremely 

important one, giving, as it does, the discharge of the river at the 

Colorado State line, including practically all of the Colorado drainage. 

Roman Mondragon, a storekeeper at the west end of the bridge, has 

kept the records during the last year.

The observations at this station during 190-4 have been made under 

the direction of M. C. Hinderlider, district hydrographer.

Discharge measurements of Rio Grande near Lobatos, Colo., in 1904-

Date.

May 4 .........

May 13

Hydrographer.

G. B. Monk..........

. _ do ___._.._____._

May 26. - do .. ______

June 18........

June 27

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

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

...-.do ___._____.....

July 21.. .'-__ .do _________-_-.

July 29 ........ .....do ..............

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

Width.

Feet. 

42 

42 

41 

41 

47 

41 

41 

38 

60

Area of 

section.

Square ft. 

26 

25 

20 

20 

27 

20 

20 

20 

51

Mean 

velocity.

Ft. per sec. 

0.92 

1.00 

.70 

.75 

1.04 

.80 

.70 

.70 

2.37

Gage 

height.

Feet. 

0.80 

.80 

.70 

.70 

.80 

.70 

.70 

.70 

1.20

Discharge.

Second-Jt. 

24 

25 

14 

16 

28 

16 

14 

.14 

121
56 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

Mean daily gage height, In feet, of Rio C-iranrle near Lobalox, C'olo., far 1904-

Day.

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

a ..............

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

ri. .............

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

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

K. .............

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

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

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

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

-t q

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

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

1C..............

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

IK..............

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

09

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

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

2,H

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

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

Jan.

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.00

1.00

1.60

1.00

1.60

1.60

1.00

1.60

1.60

1.60

1.60

1.60

1.60

1. 60

1.60

1.60

1.00

1.60

1.60

Feb.

1.60

1.60

1.60

1. 00

1.60

1.60

1.60

1.70

1.50

1.60

1.60

1.00

1.60

1.00

1.00

1.90

1.90

2.00

2.10

2.10

2.10

2.10

2.00

1.90

1.70

Mar.

1.60

1.60

1.50

1.40

1.40

1.30

1.20

1. 20

1.20

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.20

1.20

1.20

1.20

1.20

1.00

.90

Apr.

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.80

.SO

.90

.90

.90

2. 00

2.00

2.20

.90

.SO

u(l

.so

.70

May.

.70

.70

.80

.SO

.SO

.80

.80

.so

.so

.so

.SO

.SO

.SO

.80

.90

.80

.85

.80

.80

.70

.70

.70

.70

.70

.70

.70

June.

0.70

.70

.70

.70

.70

.75

.70

.75

.85

.80

.SO

.SO

.80

.80

.80

.80

.80

.SO

.80

.80

.SO

.70

.70

.70

.70

.70

July.

0.70

.70

.70

.70

.70

.70

.70

.70

.70

.70

.90

.90

.80

.70

.70

.70

.70

.70

.70

.70

.70

.70

.90

.70

.70

.70

.70

.70

.70

.70

.70

Aug.

0.70

.70

.70

.75

.80

.90

.90

.90

1.55

2.20

.90

.90

.90

.90

.90

.90

.90

1.90

1.90

2. 05

1.00

1.00

1.00

1.10

1.20

1.15

1.20

1.20

1.15

1.40

Sept.

1.40

1.40

1.60

1.80

1.85

1.80

1.75

1.70

1. 55

1.50

1.50

1.35

1.30

1.30

1.20

1.20

1.20

1.20

1.20

1.20

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.20

1. 50

*

Oct.

2.90

3.00

2.95

3. 00

a. 90

2.70

2. 60

2.90

3.30

3. 75

3.95

3 ^5

3.70

3. f>0

3. 20

3.20

3.00

3.00

2. 90

2. NO

2. Oil

2. 00

2.50

2. 50

 2. 40

2.20

2.20

2.10

2.10

2.10

2.10

Nov.

2.10

2.00

2. 00

.90

.90

.90

.90

.90

.90

.90

1.45

1. 45

2. 00

2. 00

2. 00

2.00

2. 00

2.00

2. 00

2. 00

2.00

2.00

2.00

2.00

2. 00

2.00

2.00

2.00

.90

Dec.

0. 90

.90

.90

2. 00

2. 00

2. 00

2.00

2.00

2.00

2.10

2.10

2.20

2.20

2. 35

2. 40

2.45

2. 50

2. tiO

2. 60

2.(iO

2. 60

2. GO

2. CO

2. (0

2. <;o

2. 60

2. (10

2. 60

2. 60

2.60

Rating table for Rio Grande near Lobdtox, Cola., from January 1 to December 31, 1904.

Gage 

height.

Feft. _

0.70

.80

.90

1.00

1.10

1.20

1.30

1.40

1.50

Discharge.

Ueconrl-fcct.

14

26

42

62

88

121

159

203

252

Gage 

height.

Feet.

1.60

1.70

1.80

1.90

2. 00

2.10

2. 20

2.30

2.40

Discharge.

^..n.l-Jfct.

306

366

432

503

580

662

751

847

951

Gage 

height.

Feet.

2. 50

2. 60

2.70

2.80

2.90

3. 00

3. 10

3. 20

3.30

Discharge.

Xrcond-fret.

1,062

1,181

height.

Fa t.

3. 40

3. 50

1,308 3.60

] , 443

1, 585

1,732

1,882

2, 035

2, 190

3.70

3. 80

3. 90

4.00

Discharge.

tfrcond-fcct.

2, 345

2, 500

2, 655

2, 810

2, 965

3, 120

3, 275

The above table is applicable only for open-channel conditions. It is based upon 

discharge measurements made during 1900 to 1904, inclusive. It is well denned 

between gage heights 0.70 foot and 2.00 feet. Above gage height 2.00 feet the curveis not well defined. Above gage height 3.20 feet the rating curve is a tangent, the 

difference being 155 per tenth.
TAYLOK AND 

HOYT. EIO GKANDE DEAINAGE BASIN.

Estimated monthly discharge of Rio Grande near Lobatos, Colo., fur 1904- 

[Drainage area, 7,695 square miles.]

Mouth.

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

Fel wuarv ...........

March..............

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

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

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

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

August .............

September ..........

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

November .'.........

The vear .....

Discharge in second-feet.

Maximum.

306 

662 

306 

751 

42 

34 

42 

751 

468 

3, 198 

662 

1,181

3,198

Minimum.

306 

252 

42 

14 

14 

14 

14 

14 

88 

662 

42 

42

14

Mean.

306 

417 

123 

153 

21.5 

20.3 

17.5 

140 

196 

1, 590 

416 

867

356

Total in 

acre-feet.

18, 820 

23, 990 

7, 563 

9,104 

1,322 

1,208 

1,076 

8,608 

11, 660 

97, 770 

24, 750 

53,310

259, 200

Run-off.

Second-feet 

per square 

mile.

0. 040 

.054 

.016 

.020 

. 0028 

.0026 

.0023 

.018 

.025 

.207 

.054 

.113

.046

Depth in 

inches.

0. 046 

.058 

.018 

.022 

.0032 

.0029 

. 0027 

.021 

.028 

.239 

.060 

.130

.631

BIO GRANDE NEAR SAN ILDEFONZO, N. MEX.

Three miles below Euibudo the Rio Grande emerges into Espanola 

Valley, through which it continues for a few miles and then enters 

White Rock Canyon, flowing through that canyon for 30 miles. At 

the lower end of this canyon the river emerges into Albuquerque Valle}T , and so continues down to about Socorro. This valley averages 

from 1 to 3 miles in width, and has been irrigated for a great many 

3Tears by the Mexican settlers. Their primitive methods of irrigation 

are very wasteful of the waters, so that the duty of water in this section about 17 acres per second-foot is not as high as it might be. 

During the last few years, however, a number of important and modern irrigation systems have been planned and built in the vicinity of 

Albuquerque. The gaging station, established February 3, 1895, is 

located on the Denver and Rio Grande Railroad bridge over the Rio 

Grande, about 9 miles below Espanola. It was established by A. P. 

Davis and P. E. Harroun. It has been called by the following names: 

Rio Grande, Buckman, and Water Tank. The original gage at this 

station was located on the left bank, 180 feet above the bridge. It 

was made in two sections and graduated to feet and tenths. The 

inclined portion read from 1 to 10 feet and the vertical portion from 

10 to 16 feet. It was found that this gage was not well located, 

and on March 30, 1904, a vertical rod was established by M. C. Hinderlider on the downstream side of the north pier of the bridge. This
58 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132,

is known as the new gage, and all the discharge measurements made in 

1904 are referred to it. During the flood of September, 1904, this rod 

was cut off from the water by the filling in of the channel. On October 529,1904, a standard chain gage was established by George B. Monk 

on the downstream running-board of the bridge, at the same datum as 

the new rod gage. Length of chain from marker to lower end of 

weight is 23.28 feet. The gage is read twice each day by A. L. Martinez. During 1904 the changes in the channel made it necessary for 

him to use first the old rod and then the new rod at irregular intervals. 

The 1903 rating table should be applied to all the observations on the 

old gage. The 1904 table should be used on all observations on the 

new gage. The discharge measurements are made from a cable 200 

feet above the bridge, except during very high water, when the bridge 

is used. The initial point for soundings is at the end of the cable on 

the left bank, where it is fastened to two small trees. The channel is 

straight for 150 feet above and for 300 feet below the station. The 

current is swift, anckthere is but one channel at high and low water. 

The right bank is low and wooded. The left bank is high, rocky, and 

wooded. Neither bank is subject to overflow. The cable has a span 

of 220 feet. The bed of the stream is sandy and free from vegetation, 

with a few bowlders near the left bank. The bed of the stream shifts 

rapidly from day to day, but the relation between area, velocity, and 

gage height is believed to be nearly constant except under very unusual conditions.

The bench mark for the new gage is a United States Geological 

Survey tablet set in the top of a granite bowlder 5 feet square and 2 

feet high, located in a clump of cedars on the right bank of the river 

about 75 feet from the west end of the north pier of the railroad 

bridge. The bench mark is 11.37 feet above the zero of the new 

gage. The zero of the old gage is 2.019 feet lower than the zero of 

the new gage.

The observations at this station during 1904 have been made under 

the direction of M. C. Hinderlider, district hydrographer. .
TAYI

IIOYT ioYTAND ] EI° GRANDE DRAINAGE BASIN. 59

Discharge measurements of Rio Grande near San Ildefonzo, N. Men:, in 1904-

Date.

April 30 ........

May 7 ..........

May 18 .........

May 28 .........

June 14 ........

June 29 ........

July 16 .........

July 23 .........

August 27.......

August 27 . ......

October 7 .......

October 7 .......

October 28......

Hydrographer.

G. B. Monk........

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

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

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

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

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

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

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

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

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

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

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

.....do ........'....

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

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

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

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

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

Width.

Ffft. 

54

50

55

50

49

46

47

42

70

115

115

120

120

128

128

126

96

92

Area of 

section.

Sq.fect. 

165

147

152

140

119

111

117

52

1W

197

397

436

445

471

518

314

221

Mean

velocity.

Fed per sec. 

3.19

2.84

2.72

2.84

2.77

1.66

1.74

1.48

3.57

3.67

3. 25

6.54

5.83

5.57

5. 39

5. 63

4.07

3.47

Gage 

height. «

Feet. 

2.30

2.00

2.05

1.90

1.50

1.40

1.50

1.20

2.55

3.10

3.04

4.00

4.00

3.90

4.10

4.50

3.30

2.80

Discharge.

Second ft. 

526

418

413

398

330

184

203

77

621

723

640

2,596

2,541

2,478

2,540

2,916

1,281

767

a Gage heights refer to new rod.
60 STREAM MEASUREMENTS IN 1904, PART IX. wo. 182.]

Mean daily gage height, in feet, of Rio Grande near A'tm lidefonzo, N. Mex., for 1904-

Da}.

1

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

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

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

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

6..

7 '--------------

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

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

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

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

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

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

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

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

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

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

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

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

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

21

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

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

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

25

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

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

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

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

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

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

Jan.

3. 85

3.95

3.85 

3.85

3.95

3.95

3.85

3.85

3.95

3.95

4.05

4.10

4.15 

4.05

3.90 

4.10 

4.10

4.10

4.10

4.05

q QF;

3 OK

3.95

3.85

3.80

3.90

3.80

3.80

3.90

Feb.

3. 85

3.95

4.15

4.10

3 95

4 05

4 05

4.15 

4.10

4.10 

4.10

4.35

4.35

4.30

4 30

4.25

4.35

4 45

4 55

4 55

4.55

""«""

Mar.

4. 55

4. 55

4 35

4.25

4. 25

4.15

3.95

4.00

3.90 

3.85

3.60

3.70

3

7K

3.80

3.80

3 7^

3.60

3.75

Apr.

3

QA

3

*7^

3.80

q on

3

Qf\

3 7h

3

K.Z.

3.40

3.40

3

°n

3.30

3.35 

3.70

5.00 

5.20

5 1 ^

6 in

5

1 A

5.15

A OP;

4.45

4

QA

4.30

4.40

4.45

4.4W

May.

4 °5

4.25

4.05 

4.05

4.05

4.00

4.05

4. 25

4.35

4 '7 5

i or^

4.20 

4.15

4. 25 

4.25 

4 ''5

4.25

 > i^

2.00

 > n^

2 (IK

2. 05

i &P,

1 OF,

1.80

1.65

1.65

June.

i ^

1.50

i F.n

1.45

1 40

1.45

1.40

1. 45

1.40

1.45

1. 55 

1.60

1.60 

1.75 

1 95

o Q5

1 90

2

1 ^

o 3Q

1

QX

1.70

*> o^

2.05

1.65

1.75

July.

1.45 

1.40

1.40

i "(\

1 90

1.10

1.20

2. 05 

1.30

1.30

1.70

1.45

2.60

9 S1^

5 on

3.80

3.50

3. 45

3.75

Aug.

5.15

C.15 

5.40

5. 05

5.40

5 45

4. 55

4 °5

4.10

6. 05

5.95 

6.00

7. 45

7.45

C.45

6

Q^

5.20

4.95

4 95

5 95

C.25

5.55

5.30

4.80

6.00

Sept.

5.30

5. 15 

4.95

5. 25

5.60

5.75

5.70

5.65

5.40

5 °5

5.10

5. 15 

5.00

5.00 

4.95 

4.85

4.70

4.75

7.35

5. 45

6.10

7.75

10. 45

10.70

10.70

12.10

9.95

Oct.

18.20

6.15

4.70 

4.15

4.05

3.95

4.75

8.25

6.90

5. 75

5.50

5.50

5. 45 

5.15

5.45 

4.75 

4.50

4.35

4.15

4.00

3.85

3.80

3.65

3.50

3.40

3.30

3.35

3.35

3.10

Nov.

3.05

3.00

2.90 

2.90

2.80

2.80

2.75

2.70

2.80

2.80

2.80

2.70 

2.65

2.70 

2.80 

2.80

2.90

2.90

2. 80

2.75

2.80

2.70

2. 75

2.80

2.80

o 7p; ..:.:.

Dec.

2.70

2.70

2.70 

2.70

2.60

2.60

2.35

2.20

2.35

2.35

2.35

2.25

2.20 

2.25

2.35 

2. 35 

2.25

2. 35

2.40

2.40

2.40

2.45

2.45

2.45

2. 35

2.30

2.15

2.05

2.15

2.25

NOTE. Gage heights referred to new gage May 19 to July 24 and October 2 to 

December 31. Gage heights referred to old gage January 1 to May 18 and July 25 

to October 1.
TAYLOR 

HOYT

AND ~1 

' J

RIO GRANDE DRAINAGE BASIN. 61

Rating table for Rio f-irande near Ran Ildefonxo, N. Hex., from Anauxt 1, 1903, to May 

18, 1904, und July 25 to October 1, 1904-

Gage 

height.

Feet.

3.30

3.40

3. 50

3.60

3.70

3.80

3.90

Discharge.

Second-feet.

190

210

230

250

275

300

325

4. 00 355

4. 10 385

4. 20 415

4.30 450

Gage 

height.

Feet.

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5. 30

5.40

Discharge.

Second-feet.

485

520

560

Gage 

height.

Feet.

5.50

5.60

5.70

600 | 5. 80

645

695

755

825

905

995

1 , 095

5.90

6.00

6.10

6.20

6.30

6.40

6.50

Discharge.

Second-fed.

1,210

1,340

1,470'

1,600

1,730

1,860

1,990

2,120

2,250

2, 380

2, 510

Gage 

height.

Feet.

6.60

6.70

6. 80

6.90

7.00

7.20

7.40

7.60

7.80

8.00

Discharge.

Second-feet.

2,640

2,770

2,900

3, 030

3,160

3,420

3,680

3, 940

4,200

4,460

The table is fairly well denned above 4.00 feet gage height. The table nan been 

extended below 4.00 feet. The upper portion of the curve is determined by July 

discharge measurements made by the International (Water) Boundary Commission. 

Above gage height 5.50 feet the rating curve is a tangent, the difference being 130 

per tenth. The table applies only between the dates given above.

Rating table for Rio Grnnde near Ran lldefonso, N. Mex., from May 19 to July 24, and 

October 2 to December 31, 1904.

Gage 

height.

Fed.

1.10

1.20

Discharge.

Seeond-fiet.

65

94

1.30 129

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

165

202

240

278

317

357

398

440

Gage 

height.

Fed.

2.20

2.30

2.40

2. 50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

Discharge.

Second-fed.

484

530

579

633

693

759

831

909

994

1, 085

1, 183

Gage 

height.

Feet.

3. 30

3.40

3. 50

3. 60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

Discharge.

Second-feet.

1,288

1,400

1, 520

1, 650

1,800

1,970

2, 150

2,340

2, 535

2,730

2, 930

Gage 

height.

Feet.

4.40

Discharge.

Second-feet.

3, 135

4. 50 3, 340

4.60

4.70

4.80

4.90

5.00

6.00

3, 550

3,760

3,970

4, 180

4,400

6,800

The above table is applicable only for open-channel conditions. It is based upon 

13 discharge measurements made during 1904. It is based on rather doubtful measurements, the channel shifting rapidly and is not well denned. It applies only to 

observations on the new rod between the dates given above.
62 STREAM MEASUREMENTS IN 1904, PART IX, [NO. 132.

Estimated monthly discharge of Bio Orande near San lldefonso, -A7. Mex., for 1904- 

[Drainage area. 14,050 square miles.]

Month.

March ..............

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

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

Discharge in second-feet.

Maximum.

400 

560 

560 

905 

465 

530 

870 

3, 745 

9,790 

17, 700 

1,040 

759

17, 700

Minimum.

300 

310 

250 

190 

25<> 

165 

62 

385 

600 

1, 085 

726 

419

62

Mean.

340 

421 

347 

459 

393 

286 

246 

1,496 

2, 493 

4,111 

831 

576

1,000

Total in 

acre-feet.

20, 910 

24, 220 

21,340 

27, 310 

24, 160 

17, 020 

15,130 

91,990 

148, 300 

252, 800 

49, 450 

35, 420

728, 000

Run-off.

Second-feet 

per square 

mile.

0.024 

.030 

.025 

. 033 

.028 

.020 

.018 

.106 

. 177 

.293 

.059 

.041

.071

Depth in 

inches.

0.028 

.032 

.029 

.037 

. 032 

.022 

.021 

.122 

.198 

.338 

. 066 

.047

.972

RIO ORANDE NEAR SAN MARCIAL, N. MEX.

This station is located about one-half mile south of San Marcial, 

N. Mex., at the bridge of the Atchison, Topeka and Santa Fe Railway. 

The original gage was established by Arthur P. Davis on January 29, 

1895. The observer was Bert Halseth, San Marcial, N. Mex., who 

lives about one-half mile distant. The gage was of hard pine timber, 9 by 5 inches by 35 feet, anchored and bolted to the east end 

of the second pier from the south. It was inclined and painted white. 

The distance between the footmarks wras 1.6 feet. The 13-foot mark 

was level with the extension of the pier, to which the gage was 

anchored. The 15-foot mark was level with the top of the capstone 

on which the bridge truss rests. Measurements were made from the 

same bridge. On August 8, 1889, a station was established near San 

Marcial, and a measurement wT as made which gave a discharge of 19 

second-feet. Soon after this date, however, the river gage was 

destroyed and the locality was abandoned until 1895.

In 1896 the inclined gage was carried away and a wire gage was put 

in its place. The wire gage was attached to the guard rail of the 

bridge in the south span on the lower side. Bench mark No. 1 is the 

top of the capstone on which the bridge truss rests, and is at an elevation of 15.00 feet above gage datum; bench mark No. 2 is the top of 

the extension of the pier to which the old vertical gage was fastened,
TAYLOB AND! 

HOYT. J

RIO GRANDE DRAINAGE BASIN. 63

and is at an elevation of 13.00 feet above gage datum. The wire gage 

has been abandoned and the gage heights are now measured with a 

graduated rod from the deck of the bridge, but using the old gage 

datum. The channel is sandy and shifting. A number of bridge 

piers interfere with the current to a certain extent, but not with theobserved gage heights. They sometimes affect the discharge measurements.

Since January 1, 1901, this station has been maintained under the 

charge of the International (Water) Boundary Commission.

Discharge measurements of Kin Granfle near firm Marrlal, N. Mex., in 1904-

Date.

Fel truary 1 2 ...

March 4 .......

March 7 .......

March 1 0 ......

March 13 ......

March 16......

March 19 ......

July 23 ........

July 23........

July 25........

July 25........

July 28........

July 31........

August 2 ......

August 7 ......

Auarust 16

Hydrographer.

J. R. Nisbet .........

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

G. B. Monk.... ......

J. R. Nisbet..........

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

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

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

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

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

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

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

Area o£ 

section.

tiquarc feet . 

127

116

110

124

too

135

168

163

153

1S3

144

149

110

59

49

°,9

27

.'567

1,116

140

138

230

84

210

429

351

242

83

32

Mean 

velocity.

Ft. per sec. 

2.46

2.57

2.30

2.46

2.27

2. 32

2.16

2. 03

2.06

1.91

2.06

2.01

1.84

1.56

1.57

1.56

0.96

2. 54

2.55

2.51

2.11

2.15

2.15

2.91

3.86

3.87

2.69

2.27

1.59

Gage 

height.

Feet.

7.8

8.0

8.0

7.8

7.8

8.0

7.9

7.8

7.8

7.8-

7.9

7.9

7.4

7.2

6.9

6.4

8.75

10. 65

7.9

7.8

8.2

7.3

7.85

9.4

9.2

8.2

7.2

6.6

Discharge,

Second-feet. 

313

298

253

305

302

313

363

331

315

350

296

300

202

92

77

61

26

932

2,841

352

291

495

181

612

1,656

1,357

651

188

51

«River full of floating ice.
64 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

Disdiarge measurements of Rio (-frantic near San Afarcial, A'. Me.r., in 1904 Continued.

Date.

Octobers......

October 10.....

October 13.....

October 21.....

Oftribpr '^R

October 29.....

November 12 . .

November 30 . .

December 5. ...

December 11- - -

December 17. ..

December 28 « .

Hydrographer.

C. E. Mead...........

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

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

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

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

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

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

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

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

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

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

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

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

U. B. Monk..........

G. E.Mead...........

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

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

(Ifi

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Area of 

section.

f^qunre-ffft. 

153

129

440

1,270

Q 049

840

2, 645

3, 612

470

404

367

311

308

268

267

220

274

242

241

187

218

216

196

207

211

241

250

265

222

228

219

241

198

167

Mean 

velocity.

Ft. per Kef. 

3.99

3. 50

5. 75

6.89

4.00

3. 48

8. 16

6.10

3.41

4.29

3. 73

4.64

4.92

3.70

3.81

3.62

3.60

3. 23

3.68

3.28

3.79

3. 61

3.36

3.10

2.74

3.78

3. 09

4.44

3. 50

2.40

2.38

2.08

2.14

Gage 

height.

Fret. 

9.5

8.6

10.2

12.0

11.75

9.0

12.6

9.55

8.7

8.2

8.2

8.1

8.1

8.1

8.0

7.9

7.9

7.9

7.9

7.8

7.9

8.0

8.0

8.0

8.0

8.0

8.1

8.0

7.9

7.8

7.8

7.9

7.8

Discharge.

Sccond-fcrt. 

610

452

2, 529

8, 753

13, 368

2,920

21,584

22, 048

1,602

1, 734

1, 422

i, K;O

i,4:;o

1,318

989

S3S

991

872

778

689

716

818

708

696

654

661

946

820

986

79.S

525

574

411

357

«Ice in river.
E PKAHSTAGTE BASIN". 65

Mean ilaili/ ijatje heiyJit, in feet, of Itio Gmncle near San MarciaJ, N. Mex.,for 1904-

J>ay.

9

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

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

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

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

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

14

1)0

°5

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

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

29 ........

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

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

Jan.

7.7

7. 55

7.8

7.7

7.85

8.0

7.8

7.8

7 9

8.0

7 95

7.95

7 95

8.05

8.2

8 fit;

8.0

7.9

7.9

7.25

Feb.

7.7

7.8

7.9

7.8

7.95

8.0

8.0

8.0

8.0

8.0

7 9

7.8

7.8

7.8

7.85

7.8

7.85

7.8

7.85

7.8

Mar.

7.9

7.9

7.9

7 9

7 9

7 95

7 9

7.4

7.5

7.4

7 >

6.9

6.6

(")

Apr.

.......

May. June. July.

(«)

e Q

si ft^

8.1

8.45

8

O

7.45

Aug.

7.35

7.65

8.35

8.65

9.7

9.2

9.15

8.9

8.35

8.35

8.25

8.0

7.3

6.6

7.45

9 0

8.1

a n^

Q ^

8 9

8.8

8.95

9 8

8.5

8. 45

Sept.

8.8

9.0

8.3

8.3

7.8

7.15

6.75

7 95

9 1

9 0

9.35

8.6

9 1

11.7

Oct.

11.95

13.1

9.5

9 1

n

KC

12. 85

13.75

10.6

9 45

9.0

8 9

8.75

8.65

8.65

o KfC

8.2

0 0

S OP;

8 1

8.15

8.25

8.1

8

-1

8.1

8.25

Nov.

8.2

8.1

8.1

8.0

8.0

7 9

7 9

8.0

7.9

7 9

7 9

7.8

7.8

7 9

7.8

7.8

7.8

7 9

8.0

8 (\

8.0

8 (\

8 (\

8.0

8.0

8.1

8

-1

8.0

Dec.

8.0

8.0

8.0

8.0

8.1

8.25

8.1

8.0

8.1

8.1

7.9

7.8

7.8

7.8

7 9

7.9

7.8

7.9

7 9

7 9

7.85

7.8

7 9

7 9

7.8

7.8

7.8

7 ft

> No flow from March 19 to July 23.

IKK 132 05-
66 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

Mean daily discliarye, in second-feet, of Rio Grande near San Martial,, N. Mex., for 1904.

Day.

'>

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

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

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

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

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

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

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

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

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

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

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

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

19

'JO

03

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

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

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

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

°9

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

Jan.

300 

300 

300 

o300

270 

310 

290 

270 

280 

280

290 

o300 

260 

250

0250 

250 

260 

270 

310 

370 

315 

300 

290 

280

280 

260

115

270

o305 .......

Feb.

270 

300 

330 

0300 

310 

315 

315 

o315 

360

375 

o365 

350 

350 

350

350 

(-330 

320 

310 

300 

(-315 

335 

335 

355

350 

320

305 

o ''91}

Mar.

330 

320 

310 

0300 

265 

245 

('200 

200 

180

110 

95

o85 

75

' 60 

55 

40

(-25

Apr.nr^ May. a

.......

.......

June. a July. 6

cl,070 

1, 020 

( 490 

680 

990 

o500 

230 

150 

olSO

Aug.

t'450 

950 

1, 150 

o2, 110 

1,360 

d,320 

1,150 

760 

(-760 

680 

560 

o330 

240 

110 

o50 

20 

310 

830 

1,220 

600 

1,280 

1,580 

1', 150 

1, 080 

1,180 

1,730 

2,260 

1,080 

870 

830

Sept.

950

970 

1,050 

630 

630 

380 

200 

140 

80 

40 

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

300 

300 

('530 

510 

580 

<-4,50 

950 

03, 030 

3,280 

7, 550

Oct.

08, 550 

18, 400 

o!9, 070 

5, 000 

3,200 

2,600 

03,000 

2,880 

12,000 

<-24, 000 

33, 000 

24, 800 

( 21, 750 

15, 900 

11,100 

6,250 

ol,550 

1,710 

1,770 

1,780 

( 1,730 

1, 750 

1,620 

1,390 

ol,370 

1,430 

1,240 

1, 200 

ol.lGO 

1, 120 

1 -130

Nov.

1,330 

ol, 430 

1,330 

1,230 

(-990 

990 

o840 

890 

1,040 

o990 

930 

('870 

740 

710 

o780 

690 

0690 

690 

(-720 

820 

820 

o820 

770 

o710 

700 

o700 

790 

780 

660 

0650

Dec.

660 

(-660 

660 

660 

o94fi 

1,130 

945 

o820 

1, 010 

1,100 

o990 

880 

840 

oSOO 

810 

720 

o525 

620 

610 

600 

550 

500 

( 575 

565 

455 

440 

425 

o410 

410 

380 

( 355

«No flow during this month. 

SNo flow previous to the 22d.

o Meter measurements.
TAYLOR A 

HOYT. BI° GRANDE DRAINAGE BASIN. 67

Estimated monthly discharge of Bio Grande near Ran Martial, N. Me.?., for 1904-

Month.

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

March .................................

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

August. ................................

November. .-.....---.-......--.. ......

Discharge in second-feet.

Maximum.

370 

375 

330 

0 

0 

0 

1,070 

2,260 

7,550 

33, 000 

1,430 

1, 130

33, 000

Minimum.

115

270 

0 

0 

0 

0 

0 

20 

0 

1,120 

650 

355

0

Mean.

274 

329 

99 

0 

0 

0 

171 

910 

752 

7, 534 

£70 

679

968

Total in 

acre-feet.

16, 840 

18, 902 

6,060 

0 

0 

0 

10, 532 

55, 974 

44, 727 

463, 240 

51, 769 

41, 752

709, 796

EIO C4RANDE 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 here is 

composed of mud, 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 Courchesne's limekiln. The 

river heights were measured at the masonry pump foundation pier, 

150 feet above the kiln. The top of the downstream chisel draft on 

this pier was assumed to be at a gage height of 15.00 feet, and the distance of the surface of the water below it was measured with a carefully graduated rod. This pier was torn down in October, 1902, and 

an inclined wooden gage established some 60 feet upstream. This is a 

2 by 4 inch timber bolted to li-inch steel bars set with cement in holes 

drilled in solid rock. The graduations are notches cut in the scantling. The bench mark is a i-inch iron bolt set in solid rock at the 

head of the gage. Its elevation is 13.00 feet above the zero of the 

gage. The left bank of the river is formed by the loose rock fill of 

the Atchison, Topeka and Santa Fe Railway embankment, and will 

not overflow. The right bank, however, is not so good, being made 

ground and subject to overflow. The bottom of the river here has 

also proved unstable, scouring on a rise and filling on a falling river. 

It is probably the best site for a station in the vicinity of El Paso, 

however, as the entire river bed is constantly shifting for many miles
8TKEAM MEASUREMENTS IN 1004, PART IX. [NO. 132.

above and below. On account of this shifting- character of the stream, 

the only accurate method of estimating the daily discharges is by 

taking a large number of measurements.

The observations at this station during 1904 have been made under 

the direction of International (Water) Boundary Commission.

Date.

August 12

Bydrngrapher.

T. M. Gourchesne .... 

do

September 3 . .. .do ..............

September 26 . .

September 30 ......_.

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

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

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

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

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

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

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

October 3..... . .... .do ..

October 5. ..... -do ..---_.-_.---.-

October 10.....

October 12.....

Novemlter 12 . .

November 14 ..

November 17 . .

November 24 . .

December 3....

December 12

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

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

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

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

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

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

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

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

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

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

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

Valmore Gourchesiie . 

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

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

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

Area of Mean 

section. velocity.

221 

175 

137 

8H 

35 

18 

59 

172 

136 

185 

35 

174 

44 

46 

44 

137 

199 

1,478 

1,630 

1,725 

2,272 

2,289 

398 

381 

384 

348 

320 

248 

254 

300 

303 

393 

402 

377

2.62 

1.78 

1.57 

1.26 

.97 

.83 

1.25 

1.75 

1.48 

1.51 

1.06 

1.68 i.o1.04 

1.09 

1.53 

2.15 

3.77 

4.27 

4.62 

5.01 

5.25 

2.49 

2.03 

2.35 

2.24 

2.31 

2.23 

2.29 

1.97 

2.05 

2.56 

2.28 

2.22

Gage 

height.

5.8 

5.2 

4.9 

4.4 

0 9 

3.6 

4.2 

5.4 

5.0 

5.2 

4.2 

5.5 

4.4 

4.4 

4.4 

5.2 

5.9. 

10. 95 

12.2 

12.7 

13.3 

13.4 

7.4 

7.0 

7.0 

7.0 

6.9 

6.6 

6.7 

6.8 

6.8 

7.65 

7.5 

7.2

Discharge.

57 

31 

21 

11 

3 

1 

7 

30 

20 

20 

3 

29 

4 

4 

4 

21 

42 

5,57 

6,96 

7,96 

11,37 

12,01 

99 

77 

«90 

77 

73 

55 

5@ 

5f 

PS 

1,OC 

91 

8S

oToo large; not used in computing daily discharge.
] RIO GRANDS DRAINAGE BASIN. 69

Discharge weamrements of Rio drantle near El Paso, Tex., in 1904 Continued.

Date.

December 15... 

December 18... 

December 21... 

December 24... 

December 28... 

December 31...

Hydrographer.

Valmore Courchesne . 

.....do .......:......

.do 

.do 

.do 

.do

Area of 

section.

Square feet.

301

242

253

250

243

242

Mean

velocity.

Feet per sec.

2.06

1.94

1. 93

1.96

1.72

1.79

Gage 

height.

Feet.

6.8

6.6

6.6

6.5

6.4

6.4

Discharge.

Second-feet.

620

469

489

491

417

432

Mean daily gage JteigJtt, tnfeet, of Rio f-frande near El Paso, Tex., for 1904.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

99

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

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

Jan.

4.1

4.3

4.1

3. 95

Q 7 P.

3.6

3.6

3.6 

3.5

3.4 

3.4

3.4

3.4

3.4 

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4 

3.4 

3.4

3.4

3.5 

3.6 

3.6

3.G 

3.6

Feb.

3.6

3.6

3.G

3. 5

3.4

3.4 

3.4

3.4 

3.4

3.4

3.4 

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4 

3.4 

3.4

3.4 

3.4 

3.4 

3.4

Mar."

-------

Apr. n May." June, o July. « Aug. a

(«) 

4. 35

5.6 

5.4

5.35

5. 15

4.85 

4. 65

4.35

4.1

3.85

3.65

3. 55

3.4

3.25

3.2 

3.6 

4.3

4.8 

5. 35 

5.0 

5.0

5.1 

5. 35

Sept.

5.55

5. 35

5.2

5. 35

(i.l

5. f>5

4.9

4.8

4.7 

4. 35

4 2

4.2

5.3 

5.25

4.5

4. 35

4.05

3.9

3.7

3.6

3.6

4.3 

4.6 

4.4

4.4 

4.7

5. 35

6. 05

Oct.

7.45

9 55

10.8

11.55

12. 75

11.5

11.1 

12. 55

13.3 

13.15

13.4

13.9 

13. 95

11. 35

10. 35

9.85

9. 55

9.25

9. 05

8.8

8.65

8.5 

8.65

8.35 

8. 15 

8.0

8.0 

7.9

Nov.

7.9

7.8

7. 65

7. 45

7.4

7.4

7.3 

7.2

7.1

7.0

7.0

7.0

7.0 

6.95

6.9

6.9

6.95

6.9

6.8

6. 65

6.6

6.65 

6.7 

6.8

6.9 

6.9 

6.9 

6.9

6.8

"No flow March 1 to August 8.
70 STEEAM MEASUREMENTS IN 1904, PAET IX. [NO. 132. 

Mean daily discharge, in second-feet, of Rio Gnmde near El Paao, Tex.,for 1904.

Day.

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

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

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

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

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

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

9

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

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

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

1 K

16........-.---.

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

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

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

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

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

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

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

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

09

30......--.--...

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

Jan.

75

75

70

45

15

15

15

15

10

5

5

5

5

5

 5

5

5

5

5

5

5

5

10

15

15

15

15

Feb.

15

15

15

15

10

10

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

Mar.a Apr." May." June." July." Aug.

105

6480

390

6370

290

6205

165

6105

65

630

20

615

10

5

5

15

690

170

6285

200

200

6225

285

Sept.

380

280

6205

280

455

655

380

140

120

100

55

635

35

245

6230

65

645

30

25

15

10

10

40

680

50

650

110

6280

500

6620

Oct.

1,730

1,040

65,410

6,230

66,850

6 8, 170

6,180

5,740

7,670

6 11, 370

10,550

6 12, 010

13, 800

16, 200

17, 100

9,300

6,300

5, 050

4,300

3,550

3,150

2,700

2,460

2,250

2,460

2,040

1,800

1,620

1,620

1,620

1,500

Nov.

1,490

1,390

1, 240

1,190

1,040

990

6990

920

860

810

6770

770

780

6780

760

740

6740

740

700

640

6570

550

570

6580

620

660

650

640

630

6590

Dec.

600

610

6620

620

620

6890

980

980

6950

920

870

6840

730

730

6620

550

510

&470

475

480

6490

500

480

6490

480

470

475

6415

475

480

6430

i No How. 6 Meter measurement.
TtND ] EI° GBANDE DKAINAGE BASIN. 71

Estimated monthly discharge of Rio Grande near El Paso, Te.i'., for 1904-

Month.

January................................ 75

February .............................. 15

March ................................. 0

April .................................. 0

May................................... 0

June................................... 0

July................................... 0

August ................................ 480

September ............................. 655

October................................ 17,100

November ............................. 1,490

December............................ . 980

Discharge in second-feet.

Maximum. > Minimum. Mean.

The year.........................' 17,100

5

5

0

0

0

0

0

0

10

1,500

550

415

0

16

7

0

0

0

0

0

120

184

5, 960

813

621

Total in 

acre-feet.

643

972

387

0

0

0

0

0

7,398

10,959

366,486

48,397

38,182

472,781

RIO GRANDE ABOVE PRESIDIO, TEX.

This station was established April 4, 1900, by the International 

(Water) Boundary Commission. It is 7 miles above Presidio and 

above the mouth of Conchos River, one of the principal tributaries of 

the Rio Grande, and is about 200 miles below El Paso. Its location 

is far enough above the mouth of Conchos River to be free from the 

effects of backwater from that stream.

The observations at this station during 1904 have been made under 

the direction of International (Water) Boundary Commission.
72 STREAM MEASUREMENTS IN 1904, PART IX. [NO. is 

Discharge measurement..? of Rio Grande ahore Presidio, Tex.', in 1904.

Date.

June 19 .......

June 24 .......

June 27 .......

June 30 ........

September 5 ...

September 7 ...

October 8......

October 10.....

October 12.....

October 14.....

October 18.....

October 20.....

October 22.....

October 25.....

October 26.....

October 28.....

November I ...

November 3 ...

November 6 ...

November 9 ...

November 11 ..

November 16 . .

November 18 . .

November 21 . .

November 23 . .

November 26 . .

November 29 . .

December 2. ...

December 5. . ..

December 1 ....

December 9. ...

December 12 . . .

December 15 . . .

December 18.. .

December 21 ...

December 27. . .

December 29. ..

December 31 ...

Hydr< >grapher.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

..,.. do ..............

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Area of 

section.

Square feet. 

183

29

473

49

420

232

341

506

549

603

693

632

619

500

487

452

411

382

335

269

257

251

241

203

196

187

172

160

164

191

191

174

172

149

171

207

190

184

180

176

Mean 

velocity.

Feet per sec. 

1.43

0.31

3. 90

0.41

3.84

3. 35

3.53

4.28

4.47

5.01

5.21

5. 27

5. 25

4.71

4.60

4.45

3.82

3.87

3. 76

3.21

3.19

2.80

2.79

3.16

3.10

2.91

2.96

2.77

2. 59

2.72

2.84

2.65

2.70

2. 53

2. 65

2.98

2. 35

2. 16

2.14

2.10

(rage 

height.

Feet. 

2.6

1.5

6. 75

1.8

6.1

4.6

5.2

7.3 "

7.6

7. 65

8.2

8.0

8.2

7.5

7.0

6.1

5.9

5.7

4.9

4.6

4.3

4.2

4.0

3.9

3.8

3.6

3.5

3.5

3. 7

3. 8

3.6

3. 6

3. 5

3.6

3.9

3.8

3.8

3.8

3. 75

Discharge.

Second-fed. 

261

9

1,845

20

1,614

778

1, 205

2, 166

a 9 454

«3, 024

" 3, 610

« 3, 331

« 3, 251

2, 357

2 ^42

2,012

1, 570

1,478

1 , 258

864

821

704

672

641

607

545

509

443

424

520

543

461

464

451)

616

446

398

386

369

« Measurement in channel only: bottom overflowed.
TAY LOR AND 

HOYT. ] BIO GBANDE DRAINAGE BASIN. ' 78

Mean duili/ gage height, hi feel, of Ilio (Imnrte above Presidio, Tej~.,for 1904-

Day.

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

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

q

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

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

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

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

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

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

oo

 2'A. .............

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

2G..............

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

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

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

30....-..-.-....

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

Jan." Fol).« Mar. « Apr. « May. " June.

,(«)

(")

(«)

(«)

(°)

(")

(")

(«)

(")

(«)

(«)

(")

(«)

(«)

(«)

(«)

(«)

(«)

2.9

1.7

1. 95

(«)

5.15

(«)

7.25

6. 55

2.6

2.5

1.75

July.

(a)

(«)

(a)

(«) 

(a)

1.7 

.9

(«)

(a)

Aug.

(a)

(a)

(a ) 

(a)

(«) 

1.2

Sept.

(a)

( a )

(«)

2. 25

3.75

7.25

6. 2

4.9

4. 15

3.5

2.95

2.55

2.2

2.2

2.4

1.5

.85

2. 25

2. 05

2.C

4. 05

'2. 55

2. 5

2. 05

1.0

2. 25

1.95

. 5

I")

COCci.

(«)

(a)

(«)

(«)

(«)

(«)

2.7

5. 45

0.4

7.15

7. 55

7. 05

7.7

7.65

7.6

7.9

8. 25

8.2

S. 2

8.0

8.0

8.2

7.95

2.05

7.5

7.3

7.3

7.0

0. 65

7. 05

7.3

Nov.

0.15

6.0

5.9

5. 45

7. 85

0.0

5.2

5.1

4. 95

4.8

4.65

4.5

4.4

4.3

4.3

4.2

 4.1

4.0

4.0

4.0

3.9

3.9

3.8

3.8

3.7

3.0

3.0

3.0

3.5

3.5

Dec.

3.5 

3.5 

3.5 

3.8 

3.75 

3.8 

3.8 

3.7 

3.65 

3.6 

3.6 

3.6 

3.6 

3.6 

3.5 

3.5 t 

3.45 

3.6 

3.95 

3.95 

3.9 

4.1 

4.0 

3.95 

3.9 

3.55 

3.7 

3.75 

3.8 

3.8 

' 3. 75

e No flow.
74 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 13-2. 

Mean daily discharge, in second-feet, of Rio (-frande above Presidio, Tcx.,for 1904.

Day.

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

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

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

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

9

12

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

01

Jan.«

.......

Feb."

:

.......

Mar.a Apr." May.« June.

(a)

(°)

(«)

(«)

00

(«)

(«)

09

00

(a )

00

00

(a)

(a)

00

(a)

00

(a)

6340

40

(«)

1,180

65

00

2,100

61, 760

260

230

620

July.

(«)

00

00

(")

(a)

00

00

00

00

 00

00

(a)

00

(°)

(a)

00

(«)

00

00

(»)

(»)

(«)

(a)

40

10

(")

(«)

(«)

(«)

(a)

(a)

Aug

fa)

(«)

(°)

(")

(«)

(«)

(«)

f«)

(")

(«)

(")

( a )

(n)

(«)

(")

(«)

(«)

(«)

(«)

(«)

(a)

(a)

(«)

(«)

20

(")

(«>

(«)

(«)

(a)

(a)

Sept.

(«)

(«)

(«)

85

6 525

2,140

61, 660

930

645

450

285

165

75

75

125

10

10

85

195

180

615

165

150

45

10

85

35

5

00(«)

Oct.

(«)

(«)

(«)

(«)

(«)

(«)

310

61,310

1,750

62, 090

2,600

63, 540

4,200

64,000

3, 630

6, 180

9, 360

68, 910

8,910

67,000

7,000

68,550

6, 350

3,540

62, 410

62, 240

2,240

62, 010

1,800

3,540

2, 010

Nov.

61, 590

1,520

61, 480

1, 260

2, 780

61,530

1,010

965

6890

850

6830

7SO

740

6705

705

6670

655

6640

640

640

6605

605

6545

545

530

6510

500

490

6445

445

Dec.

435

6 425

42,r

550

6 535

550

6 54E

500

648C

46E

46E

6465

450

43C

637E

38E

37C

645E

64C

64C

6 61E

67E

58J

6 52C

48C

29C

635C

36E

638E

38E

637C

aKo flow. 6 Meter measurements.
TAYHOYTANB ] RI° GKANDE DRAINAGE BASIN. 75

Estimated monthly discharge of Rio Graii.de above Presidio, TCJ:, for 1H04-

Month.

January a ...... ........................

March ^ ................................

April <t .................................

May ^.......... ........................

June ..........._-...-_.--.--.........__

July ......__-_.---....------_..---...-.

August ..._..-.-...---.-------._-------.

October .........--....-.----__...-...__

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

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

Discharge in second-feet.

Maximum.

0 

0 

0 

0 

0 

2,100 

40 

20 

2,140 

9,360 

2, 780 

675

9, 360

Minimum.

0 

0 

0 

0 

0 

0 

0 

0 

0 

0 

445 

290

0

Mean.

0 

0 

0 

0 

0 

198 

2

1 

292 

3,403

870 

471

436

Total in 

acre-feet.

0

0 

0 

0 

0 

11, 812 

100 

40 

17, 355 

209, 216 

51, 769 

28, 969

319, 261

« No flow. 

RIO GKANDE BELOW PKESIDIO, TEX.

This station was established April 8, 1900, by the International 

(Water) Boundary Commission. It is 6 miles below Presidio; also 

below the mouth of Conchos River and about 215 miles below El 

Paso. It is at the western end of the canyon section of the Rio 

Grande. The discharge at this station, minus the discharge at the 

station above Presidio, Tex., gives the discharge of the Conchos, 

except at rare intervals, when some rain water enters the Rio Grande 

from the north.

The observations at this station during 1904 have been made under 

the direction of International (Water) Boundary Commission.

Discharge measurements of Rio Craitde t>el<nr Presidio, Te.c., 'in 1904-

Date.

January 19. ....

January 22.....

January 25 .....

January 28. ....

January 30.....

February 2.....

February 5.. . ..

Hydrographer.

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

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

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

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

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

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

Area of 

section.

Square feet.

185

185

195

181

179

165

161

Mean 

velocity.

Feet per sec. 

0.89

.88

.89

.89

.86

.75

Gage 

height.

Feet.

4.5

4.5

4.5

4.5

4.5

4.4

4.4

Discharge.

Second-feet. 

165

163

174

161

. 154

125

120
76 STREAM MEASUREMENTS IN 1904, PART IX. INO. 132. 

Discharge measurements of Rio Grande belotc Presidio, Te.<*., in 1904 Continued.

Date.

FeDruary 14

March 2 .......

March 8 .......

March 12 ......

March 16

March 20 ......

March 23 ......

March 26 ......

March 28 ......

March 31 ......

April 3 ........

April 7 ........

April 10.......

April 13 .......

April 16 .......

April 19 .......

April 22 .......

April 25 .......

April 29 .......

May 3.........

Mav 7.. .......

Mav 11 ........

May 14........

May 19.........

May 21. .......

May 25........

Mav 27........

May 30........

June 1 .........

June 11. .......

Hydrographer.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

.... .'do ..............

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

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

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

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

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

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

.....do ......:.......

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Area of 

section.

Square feet. 

156

155

157

152

150

138

130

130

118

111

100

99

93

94

71

70

63

76

71

65

52

52

54

47

45

44

39

34

34

23

117

80

242

174

116

164

245

168

386

499

Mean, 

velocity.

Feet per sec. 

0.75

.74

.74

.79

.84

.82

.82

.79

.73

.96

.83

.83

.78

.81

.72

.71

.70

.53

.55

.48

.38

.38

. 35

.38

.31

.30

.15

.15

.15

.13

1.03

.80

.99

.79

1.03

.79

.98

.82

.39

1.03

Gage 

height.

Ffft. 

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.3

4.3

4.3

4.2

4.15

4.1

4.1

3.9

3.9

3. 85

3.8

3.8

3.7

3.6

3.6

3.6

3.6

3.5

3. 5

3.4

3.4

3.4

3.3

4 3

4.0

4.8

4.5

4.3

4.5

4.8

4.5

5.6

7.05

Discharge.

Second-feet. 

117

114

116

120

126

113

106

103

86

107

83

82

73

76

51

50

44

40

39

31

20

20

19

18

14

13

6

5

5

3

120

64

239

138

120

130

241

137

152

512
TAYLOR A 

HOYTAND ] RIO GRANDE DRAINAGE BASIN. . 77

Discharge measurements of Rio Grande below Presidio, 7>.r., in 1904 Continued.

Date.

June 18........

June 20........

June 23. .......

June 26,. ......

Tnnp 2Q

July 2. ........

July 6.........

July 8.........

July 10........

July 13........

July 16.. ......

July 19........

July 22........

July 25........

July 28. .......

July 31........

August 18 .....

August 24 .....

September 3

November 7 ...

November 10 . .

November 12 . .

November 15

November 1 7 . .

November 20 . .

November 22 . .

November 25 . .

November 28 , ,

Hydrographer.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

..,,-clo ..............

Area of 

section.

Square feet. 

268

236

147

800

851

1,755

287

339

159

184

189

351

938

938

563

557

540

659

467

460

295

210

298

288

629

969

832

622

593

2,179

1, 623

1,592

1,340

1,346

1,262

1,145

1,141

1,120

1,072

1,092

1,061

Mean 

velocity.

Feet per sec. 

1.16

1.18

1.24

2.12

2.23

2.70

1.34

1.30

1.38

1.30

1.30

1.62

1.64

1.68

1.63

1.62

1.62

1.74

1.76

1.76

1.49

1.51

1.47

1.42

1.59

2 22

1.94

1.60

1.57

4.56

3.28

3.10

2.25

2.28

2.06

2.02

1.98

1.58

1.63

1.59

1.52

Gage 

height.

Feet. 

6.3

6.1

5.85

7.85

8.1

11.1

6.5

6.5

5.4

5.5

5.5

6.3

8.7

8.7

7.4

7.35

7.3

7.6

7.0

7.0

6.15

5.8

6.2

6.15

7.5

8.95

8.1

7. 5

7. 3

11.95

9.0

8.9

8.4

8.35

7.9

7.7

7.65

7.4

7.3

7.3

7.2

Discharge.

Second -Jeet. 

311

278

182

1,696

1,900

4,737

385

441

220

239

245

567

1,537

1, 573

917

903

875

1,149

821

808

439

317

438

409

1,003

2, 156

1,614

997

933

9,936

5,319

4, 936

3,016

3, 070

2,602

2, 316

2,260

1,765

1,745

1,740

1,615
78 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

Discharge measurements of Rio Grande below Presidio, Te.r., in 1904 Continued.

Date.

December 1 ....

December 3.... 

December 6 ....

December 13...

December 19 ...

December 28. ..

December 30 ...

Hydrographer.

Jas. P. Hague.. ......

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

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

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

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

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

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

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

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

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

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

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

Area of 

section.

Square feet. 

1,045

1,033 

1,008

966

964

972

930

876

855

847

854

825

Mean 

velocity.

Feet, per sec. 

1.57

1.51 

3.27

3.10

3.21

3.16

3.19

2.90

2.81

1.70

1.74

1.65

Gage 

height.

Feet. 

7.1

7.1

8.1

7.9

8.0

7.95

7.9

7.55

7.45

7.05

7.1

7.0

Discharge.

Second-feet. 

1,637

1,558 

3-, 301

2,995

3,099

3,068

2,963

2,542

2,399

1,441

1,484

1,364

Mean daily gage height, in feet, of Rio Grande below Presidio, Te.r., for 1904-

Day.

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

'2 .............

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

4.6

4.6

4.6

4.6

4.6

4.6

4.6

4.6

4.6

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

Feb.

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4

Mar.

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.25

4, 2

4.2

4.2

4.15

4.15

4.1,1

4.15

4.15

4.15

4.1

4.1

4.1

3. 95

3.9

3.9

3.9

3.9

3.9

3.85

3.85

Apr.

3.85

3.85

3.8

3.8

3.8

3.8

3.8

3.8

3.8

3.7

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.5

3.5

3.5

3.5

3.5

3.5

3.5

May.

3.5

3.5

3.45

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3 4

3.4

3.4

3.4

3.9

4.3

3.9

4.65

4

0

4.0

4.1

5.5

5.0

4.8

4.55

4.55

4.5

4.35

4.3

June.

4.65

5.35

5.15

4.9

4.8

4.55

4.45

6.6

7 9

10.2

6.8

6.65

6.85

6.45

6.4

6.15

c QE:

5.85

8.1

9 1

6.25

7.4

6.6

6.6

11.3

10. 05

7.85

6. 75

6.5

July.

6.5

6.45

6.25

6.2

5.9

5.5

5.4

5. 55

5.45

5.45

C Q

5.35

5.9

5.95

8.05

9.0

8.7

7.65

9.0

7.4

7.55

7.45

7.35

7.35

7.3

7.3

7.3

7.4

7.5

7.6

Aug.

7.45

7.25

7.05

7.0

7.0

7.0

6.4

6.1

6.0

5.8

5.8

6.15

6.15

6.2

6.15

6.55

6.9

7 £>

7.65

7.7

7.65

8.95

9.0

8.7

8.25

7.95

7.85

7.6

7.5

Sept.

7.35

7.25

7.15

7.6

7.45

12.05

13.35

16.3

20.8

24.0

23. 35

18. 05

14.2

12.75

12.05

11.0

11.2

11. 75

12.0

11.0

9.95

in ^

9.95

9.65

9.45

9.4

9.6

9.4

9.1

Oct.

9.7

9. 25

8.6 '

8.65

8.75

8.55

8.8

9.65

9.75

9.5

11.1

12.2

12.3

12.6

12. 75

12.65

12.4

12.0

11.45

11.05

10.6

9.85

9.45

9.25

9.05

9.5

9.8

10.1

9.4

Nov.

9.2

9.0

8.7

8.4

8.75

8.6

8.45

8.3

8 2

8.3

7.95

7.9

7.85

7.75

7.7

7. 55

7.45

7.4

7.4

7.3

7.3

7.3

7.3

7.2

7.2

7.1

7.1

Dec.

7.1

7.1

7.1

7.65

8.35

8.15

8.05

7.95

7.9

8.0

8.0

8.0

7.95

7.9

7.9

7.9

7.8

7.7

7. 55

7.5

7. 45

7.35

7.2

7.05

7.1

7.1

7.1

7.0

7.0
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Oi 
80 STREAM MEASUREMENTS IN 1004, PART IX. [NO. 132.

RIO GRANDE NEAR LANGTRY, TEX.

This station was established in April, 1UOO, by the International 

(Water) Boundary Commission. It is located one-half mile pouth of 

Langtry station, on the Southern Pacific Railway, and is about 440 

miles below El Paao, Tex., at the eastern 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 observations at this station during 1904 have been made under 

the direction of International (Water) Boundary Commission.

Date.

March 5 .......

March 10.*....

March 15 ......

March 21 ......

March 26 ......

March 31 ......

April 5 ........

April 9 ........

April 15 .......

April 20 .......

April 25 .......

April 30 .......

May 5.........

May 9.........

May 14........

May 18........

Mav 23........

Mav 27 ........

Hydrographer.

J. D. Dillard.........

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

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

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

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

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

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

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

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

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

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

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

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

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

... .du ........ .....

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Area of 

section.

Sgwarc/fef. 

412

410

408

401

393

396

388

390

392

390

384

384

374

374

367

355

353

349

344

344

563

332

324

327

327

318

341

328

780

912

Mean 

velocity.

_F(. 2?f r ace. 

1.39

1.38

1.38

1.34

1.31

1.25

1.26

1.23

1.23

1.22

1.21

1.18

1.13

1.13

1.11

1.09

1.06

1.08

.98

.99

2.47

.96

.93

.92

.90

.84

.97

.92

3.34

3.67

Gage 

height.

J"«(. 

0.9

.9

.9

.86

.8

.8

.8

. .8

.8

.8

.75

.75

.7

.7

.05

.6

.55

.55

. 5

.5

l.M

. 5

.45

.45

.45

.4

.5

.45

2.6

3.1

Discharge.

iSfCOM (?;/«?.

573

567

564

538

513

495

487

478

482

477

465

453

421

424

406

380

375

377

388

339

1,390

318

300

302

294

268

332

302

2,606

3,344
B ] RI° GRANDE DRAINAGE BASIN. 81

Discharge measurements of Rio Grande near Langlry, Tex., in 1904 Continued.

Date.

Mav 31 ........

June 14.... ....

June 30........

July 3.........

July 13........

July 15........

July 19........

July 24........

July 29........

August 8 .......

August 12 ......

August 22......

August 26 ......

September 2 ...

September 8 ...

November 2 . . .

November 6

November 10 . .

November 15 . .

November 17 ..

November 21 . .

November 25 . .

November 29 . .

December 4

December 8. ...

December 12. ..

December 16. ..

December 20. ..

Hydrographer.

J. D. Dillard.........

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

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

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

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

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

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

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

E. E. Winter ........

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Area of 

section.

Square feet. 

623

407

494

1,306

590

382

571

909

490

351

366

441

501

472

465

504

439

407

392

508

662

561

9 4.83

1,614

1,347

1, 156

919

834

870

921

817

754

1, 062

797

797

962

590

L

Mean 

velocity.

feet per sec. 

3.09

1.58

2.19

4.81

2.89

1.64

2.81

4.37

1.57

1.55

1.62

1.68

1.96

1.86

1.55

1.60

1.61

. 1.48

1.64

1.93

2.80

2.42

9.12

5.87

4.33

3.67

3.54

3.49

3.25

2.35

2.33

2.17

3.61

3.06

2.92

2.86

2.11

Gage 

height.

Feet. 

2.1

1.0

1.5

4.8

2.0

1.0

1.95

3.5

1.8

.9

1.0

1.4

1.8

1.6

1.3

1.4

1.2

1.0

1.1

1.6

2.4

2.0

9.4

5.0

4.1

3.5

2.7

2.6

2.3

9 9

1.9

1.7

3.0

2.5

2.6

2.7

1.8

Discharge.

Second-feet. 

1,927

644

1,080

6,284

1, 703

628

1,604

3, 972

768

543

594

740

981

880

722

808

706

602

642

980

1,852

1,358

22, 657

9,467

5, 835

4,245

3,253

2,907

2,827

2,166

1,904

1,638

3,836

2,435

2,329

2, 755

1,247

IKR 132 05-
82 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

Mean daily gage height, in feet, of Rio Grande near Langtry, Tex., for 1904.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

0.9 

g

.9

.9

.9 

.9

.9

.9

.9

.9

.9

.9

.85 

.85 

.85 

.85

.8

.8

.8

.8

.8

.8 

8

Feb.

0.8

.8

.8

.8 

.8

.8

.8

.8

.8

.8

.8

.8

.8 

.8

.8

. .75

.75

7K

.75

7FL

.75

Mar.

0.75

nc.

.75

.75 

.75

.7

.7

.7

.7

.7

.7

65

.65

.65 

.6 

.6 

.6 

.65

.55

.55

.55

.55 

55

.55

.65 

.55

Apr.

0. 55

KE

.55

.55 

.55

.6

n

1.7

.6

.5 

.5

.5 

.5

45

d^

.45

.45

.45

May.

0.45 

.45

.45 

.45

.4

.4

K

.45

.45 

.45 

.45 

.fi

1.65

q q

1 ^

2.9 

51 P;

4.1

2.4

June.

1.5

1 OK

1.0 

.9 

2.45

1 ox

9

1 OK

4.6

3

K

1.7

1 9

2

n£

1.55

1.2

1.0

2.8 

2.35 

2.5

0 Q

1.85

4.55

7.5 

7.4

4.75

3.15

July.

1.55

1 8

1.75

1.55 

1.4 

i ^

1.2

1 Q

1.1

1.1

QK

g

1.1

1.0

1.95

1.3 

1.15 

1.5 

1.9 

2.1

1.8 

1.7

1.45

1.3

1.2

Aug.

1.3

1 ^t

1.3

1.55 

1.7

1.1

.95

.85

.8 

.8 

.8 

1.1 

1.25

1.4

1.65

1.6

1.7

2.4

2.35

Sept.

2.15 

1 95

1.85

2.15

7.1

9 4

6.7

7 QK

16.95

28.4

q,* OPL

07 7PL

11.7

12.6

11.95 

11.9

10.7 

8.65 

7 9

6.9

6.45

6.26

6.35

5. 55

5.35

Oct.

5.65 

4 95

4.9

4.95 

4. 55 

4.0

3 9

3

0

3

0

6

7K

8.3

8 95

8.25

8.9

9.0

10.3

8.55 

8.1 

8.45 

7.5

6.8

6.45

5.3 

4.8

4.75

5.05

Nov.

5.2 

4 9

4.7

4.3 

4.2

3 95

3.85

3.5

3.4

3

qK

3.0

2.7

2.6

2.55

2.5

2.5 

2. 45 

2.25 

2.25 

2.2

2 2

O O

2.15

1.9

1.8

Dec.

1.75

1.75 

1.75 

2.45

3.15

2.95

2.8

2.6

2.6

2.5

2.4

2.5

2.65

2.65

2.7 

2. 65 

2.6 

2.55

2.15

2.05

2.0

1.8

1.75

1.7

1.7
] RI° GRANDE DRAINAGE BASIN. 83

Mean daily discharge, in second-feet, of Rio Grande near Langtrij, Tex., for 1904.

Day.

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

9

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

(I.............

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

8

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

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

11-. ...........

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

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

14..........

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

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

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

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

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

21........ ..

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

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

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

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

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

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

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

Jan.

590

580

575

«575

575

570

565

565

565

.565

o565

565

565

KCK

CCK

a565

540

540

540

540

£1 K

rt K1 K

K1 £

505

Feb.

490

490

a485

485

485

480

480

480

480

480

480

480

480

480

475

o475

475

475

475

475

(*46 5

465

455

o455

Mar.

450

450

445

440

o435

420

420

420

425

a425

425

425

420

420

a405

405

400

385

o385

385

375

Apr.

375

375

375

375

o375

340

340

340

o340

340

340

340

340

340

ol,290

380

oon

320

320

May.

300

300

300

295

a295

295

295

270

o270

270

270

270

270

o330

330

330

300

300

1,310

8,460

5, 840

June.

1,200

910

750

o640

560

2, 320

870

560

o950

o5, 940

4,020

1,370

1,590

ol,750

1,190

860

630

2,160

2 390

14, 000

o3, 410

July.

705

770

o755

705

670

645

630

620

645

595

595

570

o560

545

o630

595

o700

790

980

930

760

720

Aug.

720

o720

720

940

1,070

1,070

850

«780

750

750

7.50

«730

650

650

600

«600

580

500

500

740

840

o980

1,8.50

«1, 850

1,800

1,750

Sept.

1,540

«1, 300

1,180

1,540

3,040

9,250

13,150

o22, 660

12, 110

14,950

47, 100

99,900

132, 000

96, 600

56,200

29, 570

30,320

26,570

18, 170

15, 170

13, 220

13, 520

12, 920

11, 120

10, 520

Oct.

11, 350

9,250

9,100

9,250

8,050

6,400

6,100

5,800

5,800

6,850

10,600

12, 850

14, 650

19,300

21,250

19,150

25,300

20,050

18,700

14, 800

13,750

12, 700

8,800

8,650

9, 550

11,500

Nov.

10, 000

09,000

8,200

6,600

6,200

o5, 660

5,500

5,350

5,080

o4,240

4,110

4,050

3,920

3,610

03, 250

3,030

o2, 860

2,910

2,920

a2, 780

2,640

2, 450

2,310

o2, 170

2,170

2,120

1,990

ol,900

1,810

Dec.

1,710

1,640

1,640

ol , 720

1.720

2,900

4,090

a3,750

3,280

2,720

2,720

«2, 440

2,240

2, 320

2,540

o2,410

2,470

2,620

2,690

n'2, 680

2,600

2, 520

2,180

1,840

1,670

1, 590

1,250

al,250

1,180

1,110

1,110

a Meter measurements. 

Estimated monthly discharge of Rio Grande. near Langtry, Tex., for 1904-

Month.

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

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

March ............. ...............

April ..................................

May ...................................

June.... ...............................

July...................................

August. ................................

September .............................

November .............................

December ......................... . .

Discharge in second-feet.

Maximum.

590 

490 

450 

1,290 

8,460 

14, 200 

1,160 

1,850 

132, 000 

25, 300 

10, 000 

4,090

132, 000

Minimum.

495 

455 

375 

300 

270 

560 

545 

500 

1,180 

5,800 

1,810 

1,110

270

Mean.

550 

476 

405 

369 

1,182 

2,805 

744 

887 

27, 304 

13, 194 

4,056 

2,213

4, 515

Total in 

acre-feet.

33, 798 

27, 392 

24, 912 

21, 947 

72, 654 

166, 889 

45, 729 

54, 565 

1,624,700 

811, 239 

241, 369 

136, 066

3, 261, 260
84 STREAM MEASUREMENTS IN 1904, PART IX.

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 

Railway track, about a half mile below the mouth of Devils River 

and about 480 miles below El Paso.

The observations at this station during 1904 have been made under 

the direction of International (Water) Boundary Commission.

Discharge measurements of Rio Grande below mouth of Denis River, Texas, in 1904.

Date.

March 3 .......

March 8 .......

March 13......

March 18 ......

March 24 ......

March 29 ......

April 8 ........

April 13 .......

April 18 .......

April 23 .......

April 28 .......

May 3 .........

May 7 .........

May 12 ........

May 17........

May 21 ........

May 24 ........

May 28........

June 2.........

June 12,,,.....

Hydrographer. 

J. D. Dillard.........

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

..'...do ..............

.....do ..............

.....do ..............

Area of 

section.

Square feet. 

1,128

1,115

1,115

1,089

1,069

1,066

1,093

1, 078

1,063

1,090

1,096

1,100

1, 065

1,071

1,060

1,058

1,057

1,044

1,054

1,043

1,031

1,031

1, 050

1,031

1,039

1,048

999

1,046

1,019

1,342

1,484

1 m?

1, 885

1,501

Mean 

velocity.

Feet per sec. 

1.55

1.50

1.47

1.46

1.44

1.43

1.41

1.39

1.37

1.37

1.37

1.38

1.31

1.32

1.30

1.28

1.26

1 22

1.26

1. 22

1.18

1.20

1.28

1.16

1.19

1.22

1.12

1.25

1.17

2.15

2.62

2.00

4.19

3,19

Gage 

height.

Feet. 

3.65

3.6

3.6

3.55

3.5

3.5

3.5

3:5

3.5

3.5

3.5

3.5

3.4

3.45

3.4

3.4

3.4

3.35

3.4

3.35

3.3

3.3

3.4

3.25

3.35

3.4

3.25

3.4

3.3

4.4

4.8

4.05

6.2

5.0

Discharge.

Second-feet. 

1,753

1,678

1,638

1,592

1,537

1,528

1,542

1,494

1,453

1,492

1, 503

1, 515

1,392

1,418

1,376

1,358

1,331

1,276

1,330

1,277

1,217

1,241

1,339

1,193

1,235

1,277

1,116

1,308

1,189

2, 885

3,893

2,389

7,899

4,792
TAYHOYTAND ] RI° tTRANDE DRAINAGE BASIN. 85

Discharge measurements of Rio Graude below mouth of Devils River, Te.ras, in 1904 Con.

Date.

June 21........

June 28........

July 6.........

July 12........

July 15........

July 22........

July 26........

July 30........

August 23......

August 26......

Q(* T~*t" AIT! l^AT 97

October3......

October 7......

October 18.....

November 13

November 23 . .

December 15

Hydrographer.

J. D. Dillard.. .......

.....do ..............

.....do ..............

E. E. Winter ........

.....do ..............

.....do ..............

.....do ..............

.....do..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do .......... '....

.... .do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.... .do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do .... .........

.....do ..............

.....do ..............

.....do ..............

.... .do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

Area of 

section.

titjuarefeet. 

1,208

1,112

4, 402

1,433

1, 231

1,196

1, 333

1, 295

1, 245

1,210

1,263

1,222

1,028

1,010

1,126

 1, 308

1,739

2,739

11,651

3,795

3,399

2,686

2,565

2,437

9 997

3,604

2,599

2 612

2, 650

1, 838

1,597

1,479

1,486

1,426

1,503

1,779

1,613

1,686

1,723

1,653

1,270

Mean 

velocity.

feet per sec. 

2.06

1.62

7.47

2.12

1.74

1.62

1.93

1.90

1.77

1.52

1.74

1.55

1.53

1.51

1.66

2 02

' 3.91

5.78

9.93

7.27

6.47

6.31

6.10

5.96

6.08

7.12

6. 28

3. 18

2.77

2.84

2.61

2.47

2.30

2.13

1.95

2.46

2.41

2 21

2.49

2.23

2.22

Gage 

height.

Feet. 

4.1

3.7

13.0

4.2

3.7

3.6

4.2

4.0

3.9

3.7

3.9

3.7

3.6

3.6

4.0

4.4

5.7

8.3

24.3

10.5

9.0

7.5

7.4

7.3

7.4

10.5

10.2

6.9

6.7

5.8

5.4

5.0

4.7

4.5

4.5

5.7

5.3

5.1

5.3

4.7

4.3

Discharge.

Second-feet. 

2,489

1,798

82, 871

3, 031

2,147

1, 939

2, 579

2,461

2,209

1,845

2,203

1,894

1,577

1,527

1,869

2,638

6,795

15, 842

115, 750

27, 578

21, 986

16, 957

15, 657

14, 523

13, 539

25, 676

16,323

8,307

7, 333

5, 225

4,171

3,649

3,423

3,034

2,935

4,370

3.886

3,733

4,284

3,694

2,814
86 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

Mt'nn flatly yaye lieight, in feet, of Rio (innide, below mouth of Devils Hirer, Tej'«x,f<>r 1904.

Bay.

4..............

5........ ......

7.. ........ ----

8..............

9

10.......-.--...

11..............

12..............

13..............

14..............

15. .......... ...

17..............

18..............

19........ ......

20..............

21..............

22..............

r»q

24..............

25..............

26..............

27..............

29..............

30.............. 

31..............

Jan.

3.65

3.6

3.6

3.6

3.6

3.G

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.55

3.55

3.55

3.55

3.55

3.55

3.5

3.5

3.5

3.5

3.5

3.5 

3.5

Feb.

q c

3.5

3.5

3.5

3

R

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

Mar.

3. 45

3. 45

3.4

3.4

3.4

3.4

3.45

3.45

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3 OK

3.35

3.35 

3.35

Apr.

3.4

3.4

3.4

3.4

3.4

3 or;

3.35

3.35

3

0

3.3

3.3

3.3

3.3

3.35

3.3

3.3

4.1

3.4

3.35

3

0

3

0

3

0

3.3

3.3

May.

3

0

3

0

3.4

3. 55

3

C

3.4

3.3

3.3

3.3

3.25

3.3

3.45

3.55

3.4

3.4

3.3

3.3

3 Q

4.35

4.15

4.45

4 9

4.7

7.15

5.35 

4.5

June.

3.65

4.5

5.96

5.15

4.15

5.0

5.35

4.55

4.55

4.3

4. 05

3.85

3.75

3.7

3.7

3.8

4. 05

4 45

4.35

3.85

7.35

5.5

July.

4.4

4.25

4.1

4.05

4.0

3.85

3.8

3.7

3.7

3.6

3.6

3.65

3.65

3.75

4.05

3.85

3.9

4.2

4.35

4.45

4.25

4.1

3.9

4.0

4.0

3.9 

3.8

Aug.

3.75

3.7

3.7

3.7

3.8

3.9

3.7

3.9

3.9

3.8

3.75

3.7

3.7

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.95

4.0

3.6

3.8

4.25

4.3

4.4

4.4

4.35 

4.3

Sept.

4.25

4.2

4.3

4.3

5.7

6.5

8.4

9.15

8. 45

10.2

16.0

22. 75

26. 75

23. 55

14.6

10.5

11. 15

10.1

10.8

12. 65

12. 55

9.0

8.35

8.0

7.5

7.5

7.35

7.3

Oct.

7.65

7.25

7.2

6.9

6.5

6.65

6.95'

6.3

6.15

6.3

7.2

7.5

7.7

9.35

11.3

10.3

10.55

10. 45

11.45

11.1

10.25

10.5

10.4

10.25

10.2

10.1

10.05

9.75

9.55

9.5 

9.4

Nov.

8.1

7.45

7.15

6.7

G. 35

7.0

6.8

6.6

6.2

5.95

5.8

5.8

5.7

5.45

5.35

5.15

5.05

4.95

4.9

4.85

4.75

4 65

4.6

4.6

4.55

4.5

4.5

4.5

4.5

Dec.

4.5

4.5

4.5

4. 65

5.G

5.5

5.3

5. 15

5.0

4.95

4.95

5.0

5.1

5. 25

5. 25

5.25

5.05

4.85

4.8

4.7

4.55

4.45

4.35

4.3

4.3

4.3

4.3 

4.25
TAYI.OR AND ~| 

HOYT. J RIO GRANDE DRAINAGE BASIN. 87

Mean daily discharge, in, second-feel, of Rio (-inuide below mouth of Devils River, Texas,

for 1904.

Day.

1.............

o

3....... .....

4 .... ....

5.............

6 ... .....

8.............

9.............

10.............

11.............

12 ...... .....

13.............

14.............

15.............

16.............

17.............

19.............

20.............

21.............

oo

23.............

24.............

25.............

26.............

27.............

28.............

29

30.............

31.............

Jan.

1,720 

a 1,750 

1,700 

1,690 

1,690 

1,680 

 il,680 

1,080 

1,670 

1,660 

1,6,50 

a 1,640 

1,640 

1,630 

1,630 

1,620 

1,590 

a 1,590 

1,590 

1,580 

1,580 

1,570 

a 1,540 

1,540 

1, 540 

1, 530 

1,530 

a 1,530 

1,530 

1,530

Feb.

1,540 

a 1,540 

1, 530 

1,520 

1,510 

a 1,500 

1,490 

1,480 

1,470 

1,400 

a 1,450 

1,460 

1,470 

1,480 

1,490 

a 1,490 

1,490 

1,490 

1,500 

1,500 

1,500 

a 1,500 

1,500 

1, 510 

1,510 

1,510 

a 1,510 

1,520 

1,520

Mar.

1,490 

1,480 

a 1, 470 

1,430 

1,430 

1,390 

1,390 

a 1,380 

1,380 

1,380 

1,420 

1,420 

a 1, 380 

1,380 

1,370 

1,370 

1,360 

« 1,360 

1,360 

1,350 

1,350 

1,340 

1,340 

a 1,330 

1,330 

1,330 

1,290 

1,280 

a 1,280 

1,270 

1,270

Apr.

1,330 

1,330 

1,330 

ol,330 

1,330 

1,280 

1, 280 

« 1,280 

1,220 

1,220 

1, 220 

1,220 

« 1,220 

1,220 

1,220 

1,900 

1,300 

a 1,240 

1,240 

1,240 

1,240 

2, 420 

al,340 

1,290 

1, 240 

1,240 

1,240 

a 1,240 

1,240 

1,240

May.

1,220 

1,220 

«1,280 

1,280 

1,460 

1,400 

« 1,280 

1,180 

1,180 

1,170 

1,170 

« 1,120 

1,190 

1,370 

1,490 

1,310 

a 1, 310 

1,310 

1,310 

1,310 

a 1,190 

1,190 

2,000 

a 2, 800 

2,490 

3,000 

4,140 

a 3, 640 

10, 900 

5,280 

3,130

June.

3,020 

o2,300 

1,970 

1,730 

3,540 

3,160 

a 7, 2.50 

5,180 

2,620 

4,790 

5,700 

a 5, 310 

3,640 

3,640 

3,000 

a 2, 400 

2,050 

1,880 

1,800 

1,800 

a 1, 970 

3,900 

3,390 

3,130 

2,620 

2, 060 

15,070 

«27, 500 

11,000 

6,090

July.

5,150 

4,110 

3,560 

3,450 

3,140 

a 2, 940 

2,850 

2, 760 

2,670 

2,410 

2,320 

« 2, 150 

2, 150 

1,940 

a 1,940 

1,990 

1,990 

2,100 

2,420 

2,210 

2,260 

a 2, 580 

2,910 

3,130 

2,630 

a 2, 520 

2,210 

2,400 

2,460 

a 2, 210 

2,100

Aug.

1,990 

1,890 

1,870 

a 1,850 

2, 020 

2,200 

1, 850 

a 2, 200 

2,200 

2,040 

1,970 

1,890 

"1,890 

1,670 

1,640 

1,610 

a 1,580 

1,580 

1,570 

1,560 

1,550 

1,840 

al,870 

1,530 

1,700 

a 2, 350 

2,450 

2,640 

2,040 

a 2, 540 

2,450

Sept.

2,350 

2,250 

1,870 

2,450 

2, 450 

a 0,800 

9,440 

16, 240 

19, 900 

a 16, 440 

26,460 

54,100 

«102^ 300 

138, 800 

109, 100 

46, 300 

27,600 

30,200 

a 25, 980 

28, 740 

36, 640 

36, 180 

27,000 

" 21, 990 

19, 800 

18, 630 

a 16, 960 

16,960 

16, 510 

16, 360

Oct.

17,000 

15, 510 

al5, 060 

13, 960 

12,560 

12,810 

"13, 510 

11, 300 

10,640 

10, 880 

13, 370 

14, 060 

a 14, 440 

20, 360 

28, 880 

24, 880 

25, 880 

a25, 480 

29, 500 

26, 740 

21 980 

21, 620 

19, 860 

17,900 

«16, 320 

16, 020 

15.S70 

14, 97J 

14, 370 

14,220 

13.990

Nov.

12,680 

11, 070 

9,570 

8,880 

"7,850 

6,910 

8, 280 

7,690 

"7,100 

6,160 

5,580 

5,230 

" 5, 230 

4,960 

4,300 

a 4, 100 

3,840 

3,710 

ot3,610 

3,570 

3,530 

3,460 

a 3, 320 

3,230 

3,230 

3,130 

3,040 

a 3, 030 

3,030 

3,030

Dec.

3,000 

2,970 

a 2, 940 

2,940 

3,120 

3,600 

o4,250 

4,130 

4,190 

o 3, 890 

3,750 

3,610 

3, 550 

3,550 

a3,610 

3,730 

4,140 

4,200 

a 4, 230 

4,030 

3,830 

3,780 

i3,690 

3,360 

3,140 

2,920 

2,810 

2, 810 

2,810 

2,810 

a2,700

"Meter measurements.
88 STREAM MEASUREMENTS IK 1904, PART IX. [NO. 132. 

Estimated monthly discharge, of Rio f-irande below mouth of Denis River, Te:r<ts, for 1904-

Month.

January . 

February 

March .,. 

April ....

May................................... 10,900

June...............................

July...............................

August..._-....---.._--...._-----..

September .......................... .. 138, 800

October............................

November .........................

December..........................

The year......................... 138,800

Discharge in second-feet.

Maximum.

1,750

1,540

1,490

2,420

10, 900

27, 500

5,150

2,640

138, 800

29, 500

12, 680 

4,250

138, 800

Minimum.

1,530

1,450

1,270

1,220

1, 120

1,730

1,940

1,530

1,870

10, 640

3,030 

2,700

1,120

Mean.

1,614

1,498

1,368

1, 323

2,107

4, 784

2,636

1,956

29, 893

17,544

5,412 

3,487

6,135

Total in 

acre-feet.

99, 233

86, 162

84, 099

78, 704

129, 560

284, 648

162, 089

120, 258

1,778,777

1, 078, 750

322, 016 

214, 393

4, 438, 689

RIO GRANDE NEAR 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 and Ciudad Portirio Diaz, Mexico, and 

about 540 miles below El Paso, Tex.

The observations at this station during 190-1 have been made under 

the direction of the International (Water) Boundaiy Commission.

Discharge measurements of Rio Grande near Eagle Pass, Tex., in 1904-

Date.

January 7 .....

January 21 ....

January 25 ....

February 10 ...

Hydrographer.

.....do ..............

.....do ..............

.....do ..............

do

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.... .do ..............

.... .do ... ..........

Area of 

section.

Square feet. 

1, 436

1,393

1,380

1, 387

1,390

1,384

1, 361

1,346

1,347

1,321

1,323

1.348

Mean 

velocity.

Feet per sec. 

1.50

1.46

1.43

1.51

1.48

1.42

1.41

1.42

1.40

1.38

1.39

1.39

Gage 

height.

Feet. 

2.0

1.9

1.9

1.9

1.9

1.9

1.8

1.8

1.8

1.8

1.8

1.8

Discharge.

Second-fett. 

0 147

2,027

1,973

2, 088

2,061

1,963

1, 914

1,907

1,882

1,821

1,834

1,875
TAYHOYTAND J KIO CIRANDE DRAINAGE BASIN. 89

Discharge measurements of Rio Granule near Eagle Pans, 2V.*;., hi. 1904 Continued.

Date.

February 14 ...

February 26 ...

March 3 .......

March 7 .......

March 10 ......

March 25 ......

March 28 ......

March 31 .....

April 7 ........

April 11.......

April 14 .......

April 18.......

April 20 .......

April 23 .......

April 27 .......

April 30 .......

May 3 .........

May 7 .........

May 10........

May 13 ........

May 17

Hydrographer.

J. K. Wilson ........

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do .....-.--.-...

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

do ------

May 21........ .....do ..............

May 25 ............. .do ..............

June 5. ............ .do ..............

June 8 -.........--.. do ..............

June 11 .. . . do -__-__

June 19........

June 23. .......

June 29

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

July 3......... .....do ...............

Area of 

section.

Square feet. 

1,321 

1,323 

1,311 

1, 306 

1, 306 

1, 305 

1,279 

1,281 

1, 274 

1,256 

1,235 

1,243 

1,224 

1,425 

1,367 

1,254 

1,229 

1,243 

1,175 

1,211 

1,151 

1, 133 

1,146 

1,321 

1,162 

1,124 

1, 281 

1, 075 

1, 551 

1,499 

1,475 

2, 093 

'l, 587 

1,669 

1,576 

1,364 

1,812 

1,559 

3, 764 

5,128 

2.275

Mean 

velocity.

Fee t per sec. 

1.41 

1.39 

1.41 

1.40 

1.42 

1.41 

1.35 

1.36 

1.33 

1.32 

1.32 

1.31 

1.32 

1.46 

1.40 

1.28 

1.27 

1.25 

1.17 

1.24 

1.16 

1.13 

1.12 

1.36 

1.14 

1.11 

1.32 

1.21 

1.71 

2.33 

1.60 

3.65 

2.25 

2.23 

2.04 

1.67 

2.44 

2.09 

8.27 

6.81 

2.44

Gage 

height.

Feet. 

1.8 

1.8 

1.8 

1.8 

1 8 

1.8 

1.8 

1.8 

1.8 

1.7 

1.6 

1.6 

1.6 

1.95 

1.8 

1.6 

1.6 

1.6 

1.5 

1.6 

1.5 

1.4 

1.4 

1.7 

1.4 

1.3 

1.6 

1.4 

2.5 

2.7 

1.9 

4.05 

2.8 

2.95 

2.4 

2.0 

3.0 

2.6 

7.4 

8.75 

2.9

Discharge.

Second-feet. 

1,862 

1,844 

1,843 

1, 824 

1, 854 

1,836 

1, 731 

1, 738 

1,700 

1,660 

1, 633 

1,625 

1,618 

2,074 

1,916 

1,604 

1,555 

1, 553 

1,378 

1,498 

1,340 

1,282 

1,283 

1,798 

1, 323 

1,248 

.1,691 

1, 303 

2, 651 

3, 496 

2,365 

7,643 

3,577 

3, 723 

3,220 

2,277 

4,427 

3,260 

31, 122 

34, 928 

5. 555
90 STKEAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

Discharge measurements of Itio Grande near Eagle Pass, Tex., In 1904 Continued.

Date.

July 7...-..-..

July 11........

July 14........

July 18........

July 21........

July 25.. ......

July 27........

July 30........

August 3. ......

August 13... ...

August 26 ......

Ancynct *^Q

September 14 ^

September 16 « .

September 18 " .

October 20. ....

October 22.....

October 25.....

October 28.....

October 31 . ....

November 4.. . .

Novembers....

H y drographer.

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

......do ..............

.....do ..............

.....do ..............

...... do. .............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..'............

.....do ..............

.....do ..............

.....do ..............

Area of 

section.

Square feet.

2,111

1,866

1,791

1,714

1,827

2,606

1,916

1,892

1,719

1,726

1,775

1, 705

1,677

1,666

1, 690

1,816

1,923

1,925

2,017

4,458

5,237

11, 924

17, 063

6,992

6, 258

7,387

5, 090

Mean 

velocity.

Feet per sec.

1.33

1.20

1.07

1.07

1.17

2.34

1.25

1.24

1.09

1.09

1.15

1.01

0.99

1.05

0.98

1.08

1.01

1.17

1.35

3.26

7.23

8.95

9.00

4.58

4. 75

5.33

3.74

5, 055 3. 86

4, 544 3. 06

4, 327 2. 45

3, 968 2. 22

4, 059 2. 32

5,886

6,012

5,392

5,353

4,555

4,250

3,758

5.51

5.23

4.89

4.84

3.74

 3.68

3.33

3, 520 . 3. 14

Gage 

height.

Feet.

2.15

1.9

1.6

1.5

1.9

3.75

2.1

2.1

1.8

1.8

2.0

1.5

1.5

1.7

1.4

1.9

2.0

2.4

2. 1

6.4

7. 95

19.0

22.0

10.2

8.85

11.1

6.2

6.6

6.2

5.75

5.2

5.3

9.0

9.2

8.4

8.1

6.5

6.2

5.65

5.35

Discharge.

Second-feet.

2, 809

2, 238

1, 923

1,842

2,130

6,100

2,393

2,348

1,866

1,883

2, 035

1,726

1, 658

1, 755

1,664

1,961

1,948

2,249

2,715

, 14,534

37, 852

106, 697

153, 568

32, 056

29, 753

39, 349

19,025

19, 520

13,900

10,596

8,802

9,403

32, 435

31,417

26, 383

25, 912

17, 035

15,628

12,516

11, 047

"Float measurement.
TAYHOYTAND ] RI° GRANDE DRAINAGE BASIN. 91

LUscliarge measurements of Rio (irnnde near Eagle Pasx, Te^., in 1904 Continued.

Date.

November 11... 

November 14. ..

November 17.. .

November 20.. .

November 23...

November 26. ..

November 30...

December 4 ....

December 8 ....

December 12. ..

December 16. ..

December 19. ..

December 22...

December 24. ..

December 31. ..

Hydrographer.

J. K. Wilson ........

.....do ..............

.....do ...... ........

.....do ..............

.....do .......... ...

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

Area of 

section.

Square feet. 

3,408 

3, 170 

2, 973 

2,830

 > 941 -, »-t±

2,822 

2, 756 

2,676 

3, 255 

2, 949 

2,979 

2,941 

2,789 

2,778 

2, 695 

2,644

Mean 

velocity.

Fee t per sec. 

3.09 

2.57 

2.47 

2.38 

1.90 

1.70 

1.62 

1.62 

2.52 

2.01 

1.74 

1.91 

1.89 

1.79 

1.69 

1.61

Gage 

height.

Feet. 

4.9 

4.6 

4.3 

4.1 

3.9 

3.8 

3.6 

3.6 

4.45 

4. 05

O. o

4.0 

3.9 

3.8 

3.4 

3.3

Discharge.

Second-feet. 

10, 521 

8, 136 

7, 357 

6,729 

5, 580 

4, 785 

4,467 

4,338 

8.207 

5,929 

5, 191 

5,620 

5,268 

4,960 

4,553 

4,256
92 STREAM MEASUREMENTS IN 1904, PART IX. [wo. 182.

Mean daily gage height, in feet, of Rio Grande near Eagle Pass, Te.r., for 1904-

Bay.

1..............

3..............

4..............

6..............

8........ ......

9

10..............

11..............

12...............

15............ . .

16... ...........

19..............

20..--......--..

21..............

22..............

24..............

25... ...........

26..............

27..---.........

on

30.............. 

31 ..............

Jan.

2.0

2.0

2.0

2.0 

1.9

1.9 

1.9

1.9 

1.9

1.9

1.9

1.9 

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1 Q

1.8

1 K

1 9.

1 ft

1.8

1.8 

1.8

Feb.

1 ft

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 Q

1 ft

1 V,

1.8

i ft

i ft

i ft

i ft

Mar.

1 Q

1.8

1.8

1.8 

1.8

1.8

1.8

1.8 

1.8

1.8

1.75

1.7 

1.7

1.7

1.7

1.7

1.7

1.6

i A

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6 

1.6

Apr.

1.6

1.75

1.9

1.95 

1.8

1.8 

1.8

1.7 

1.7

1.6

1.6

1.6 

1.6

l.G

l.fi

1.5

1.5

1.5

1.4

1.9

1.55

1 K

1.45

1.4

May.

1.4

1.4

1.4 

1.4

1.4 

1.7

1.5 

1.45

1.4

1.35

1.3 

1.3

1.4

1.6

1.55

1.5

1.4

1.4

2.45

2.25

3.75

4.7 

3.3

June.

9 7

2.7

2.0 

1.9

2.75 

2.7

3.S5 

3.45

-2.4

3.5

3.65

2.9

2. .55

2.0

1.85

1.7

2.25

2. 75

2.55

2

0

1 ^

8

K.

5.15

July.

 3 Q

3.2

(J 0

2.5

2.35 

2.15

2.0 

2.0

2.1

1.9

1.8 

1.65

1.6

1.6

1.6

1.5

1.5

1.7

1.9

1 85

2.2

4.1

3.4

2 or

2.1

1.85

2. 15

2. 05 

1.9

Aug.

1.8

1.75

1.65 

1.7

1.85 

2.0

2.2 

1.95

2.0

1.75

1.5 

1.65

1.5

1.5

1.45

1.45

1.4

1.35

1.5

1.4

1.4

1.6

1 ^

1.55

1.7

2.1

2.3 

2.4

Sept.

2.4

2. 25

2.1

2.5 

2.45

2.35 

7.1

0. 65 

8.0

7.0

9.3 

12.1

18. 15

23.1

13.75

10.0

9.05

8.75

9.2

10.7

10.55

8.5

6.85

6.1

6

QC

6.6

6.45

6.15

Oct.

6. 55

6.35

5.95

5.7 

5. 95

5. 35

5.1 

5.2

5.2

5. 45

6.1

7. 25

8.8

8.5

8.75

9.2

8.7

8.45

8.5

7 Q ri,

7 ^F\

6

Q

6.45

6.1

5. 85 

6.1

Nov.

6.4

6.4

5.7 

5.5

5. 35 

5.7

5.4 

5.3

5. 05

4.85

4.7 

4. 65

4.55

4.4

4.45

4.3

4.2

4.1

4.0

3.85

3

0

3.8

3

D

3 7

3.6

Bee.

3.6

3.6 

4 35

4.45 

4.4

4.4

4 25

4.1

3 Q

Q Q

3

0

3

0

4.0

4.0

4.0

S

ac

3 Q

3 Q

3

0

3

n

3 45

3 4

3.4 

3.3
lAYJ.OR AND 

HOYT. ] RIO GRANDE DRAINAGE BASIN. 93 

Mean daily discharge, in second-feet, of Rio Grande near Eagle Pass, Tex., for 1904-

Day.

1.........

6.........

7.........

8.........

9.........

10. ........

11.........

12.........

13.........

14.........

15.........

16.........

17.........

18.........

19.........

9(|

21.........

22.........

2H

24.........

25.........

26.........

27.........

28.........

29.........

30.........

31.........

Jan.

2,080

2,040

2,030

a2, 030

2,020

2,010

1,990

al, 970

2,010

2,050

a2,090

2, 080

2,070

2,060

a2,060

2,020

1,990

al,960

1,960

1,960

1,910

al,910

1,910

1,910

1,900

1,890

al, 880

Feb.

1,860

1,840

1, 820

1,830

1 830

1,840

1,860

al,870

1,870

1,870

1,860

al, 860

1.860

1,850'

al,840

1,840

1,840

al,840

1,840

1,840

1,830

1,840

al,850

1,850

1,840

Mar.

1,800

1,770

1,730

1,730

1,740

1,720

1,710

al,700

1,680

1,660

1,660

1,660

1,660

1,660

1,650

1,640

1,640

1,640

1,630

1,630

1,630

1,630

1,620

1,620

al, 620

Apr.

1,620

1,810

2,000

1,920

1,920

1,760

1,760

1,600

1,590

1,570

1,560

1,400

1,630

1,280

1,280

1,350

1,340

al,310

1,280

1,280

al, 280

May.

1,280

1,280

al,280

1,280

1,280

1,280

al,800

1,480

1,400

al, 320

1,280

al,250

1,390

1,540

1,690

al,690

1,500

1,300

1,300

1,300

1,300

a2, 570

2,300

2,900

4 900

6,220

10, 300

4,640

June.

3,500

2,780

2,500

a2, 360

4,440

4,320

5,690

3,040

a5,850

6,300

a3, 540

3,680

3,360

2,630

«2, 280

2,040

2,780

3,690

a3, 120

2,990

a34, 180

12, 930

July.

8,860

6,550

06,190

4 080

4,080

3,530

a2, 810

2,470

2,470

2,700

2,130

1,970

1, 920

1,920

1,880

al,840

1,840

1,980

a2, 130

2,090

2,730

6,940

a5, 260

2,910

a2, 390

2,410

a2,280

2,130

Aug.

1,950

1,870

"1,830

1,750

1,790

ai,920

2,040

2,200

a2,000

2,040

1,890

1,730

al,830

1,710

1,690

al, 640

1,620

1,600

1,660

1,660

al,800

1,770

1,770

al,800

1,830

1 950

a2, 020

2,170

a2,250

Sept.

2,480

2,600

a2, 720

3, 720

3,600

3,350

«17, 330

15, 530

a38, 050

18,100

17,200

46,000

62,800

alOO, 700

172, 300

a!63,800

60,500

a31, 720

30, 110

a29, 580

31, 220

37,550

a36,920

28,450

21, 680

a!8, 520

22, 000

16, 950

a!3, 650

Oct.

15, 400

14, 640

11, 880

alO, 430

11,600

9,280

a8, 640

8,470

8,800

8,800

alO.OOO

13,900

15,400

20,800

a31,000

29, 600

28,560

28, 420

29,170

a31, 420

28, 420

a26, 580

26, 780

25,090

a25, 640

21, 720

19,240

a!6, 800

15, 160

13, 980

a!5, 160

Nov.

16,100

16, 570

16, 570

al2, 770

11,800

11,060

12, 770

all, 300

10,990

10,700

alO, 320

9,420

8,780

al, 960

7,570

7,700

a7,360

7,360

7,050

a6, 730

6,250

5,770

a5, 440

5,120

4,960

a4,790

4,630

4,630

4, 550

a4,470

Dec.

4,430

4,400

4,370

o4,340

4,340

4,340

7,640

a8,210

7,920

7,920

7,070

«6,210

5,480

5,480

5,190

a6,190

5,620

5,620

a5, 770

5,620

5,440

a6,270

5, 270

a4,960

4,850

4,750

4,600

«4,550

4,520

4,490

a4, 260

a Meter measurements.
94 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

Estimated monthly discharge of Rio Grande near Eagle Pass, Tex., for 1904-

Month.

January. ...............................

March .................................

April ..................................

May ...................................

June ...................................

July ...................................

September .............................

October ................................

November. .............................

The year .........................

Discharge in second-feet.

Maximum,

2,' 140 

1,870 

1,800 

2,070 

10, 300 

34, 180 

8,860 

2, 250 

172, 300 

31, 420 

16,570 

8,210

172, 300

Minimum.

1, 880. 

1,820 

1,620 

1,280 

1,250 

1,800 

1,840 

1, 600 

2,480 

8,470 

4,470 

4,260

1,250

Mean.

2,002

1,844 

1,673 

1,577 

2,167 

5,886 

3,088 

1,843 

35, 622 

18, 735 

8,716 

5,423

7,381

Total in 

acre-feet.

123, 094 

106, 096 

102, 843 

93, 838 

133, 269 

350, 261 

189, 858 

113, 296 

2, 119, 636 

1,151,960 

518, 658 

333, 461

5, 336, 270

CONEJO8 RIVER NEAR MOGOTE, COLO.

This station was established August 25, 1899, by A. L. Fellows. 

The gage is located 500 feet below the highway bridge -i miles above 

Mogote, Colo. The gage is an inclined pine timber, 2 by 6 inches, 

painted white and graduated in vertical feet and tenths with black 

paint and brass tacks. It is securely spiked to the stump of a dead 

tree on the right bank. It is read twice each day by Miss Nellie King. 

Discharge measurements are made from the downstream side of the 

highway bridge. The initial point for soundings is the inside face 

of the abutment on the right bank, downstream side. The channel is 

straight above and below the station, and the banks, though low, are 

not liable to overflow. The bed of the stream is composed of gravel 

and cobblestones. There is but one channel, broken by the central 

pier of the two-span bridge.

There is one bench mark at this station. It is composed of three 

20-penny nails driven into the root of a large cottonwood about 300 

feet south of the gage and 7.87 feet above its zero.
ND J EIO GBANDE DRAINAGE BASIN. 95

Discharge measurements of Conejos Rirer near Mogote, Colo., in 1904-

Date.

May 3. .........

June 8 .........

June 17 ........

June 27 ........

July 21"........

July 29 .........

Hydrographer.

G. B. Monk........

.....do ............

. . . ..do ............

.....do ............

.....do ............

.....do ............

.....do ............

Width.

Feet. 

85

88

88

87

63

89

85

Area of 

section.

8 1. fee'. 

170

179

179

144

74

124

143

Mean 

velocity.

Ft. per src.

Gage 

height.

Feet.

1. 79 2. 22

2. 31

2.37

1.31

.53

.81

1. 11

2.40

2.45

1.95

1.45

1.85

1.90

Discharge.

teconfl-ft.

305

4L2

424

188

39

101

159

"Measured at different section. 

Mean daily gage lielgJit, in feet, of Conejos River near Mogote, Colo., for 1904-

Day.

1. ...........................................

3............................................

4............................................

5............................................

&............ ............................... .

7.. ..........................................

8........ . ..... ......................

9............................................

10............................................

11............................................

12............................................

13............................................

14............................................

15............................................

16............................................

17.............................................

18............................................

19............................................

20............................................

21............................................

22............................................

23............................................

24............................................

25............................................

°6

27............................................

28............................................

29............................................

30............................................

01

Apr.

1.60

1.75

1.60

1.60

1.55

1.65

1 55

1.60

1.60

1.55

1.80

1.85

2.40

2.50

2.40

2.50

2.50

2.50

2.45

2.10

2.15

2.00

2.15

2 50

9 f)f)

2.75

2.45

May.

2.50

2.35

2.15

2.10

2.10

2.15

2.20

2.35

2.35

2.45

2.60

2.65

2.80

2.80

2.50

2.55

2.55

2.75

2.85

2.80

2.80

2. 65

2.80

2.80

2.55

O KA

2. 55

2.50

2.55

9 ^n

June.

2.45

2.35

2.15

2.10

2.10

2.20

2.45

2.50

2.30

2.30

2.45

2.30

2.35

2.30

2.40

2.45

2.30

2.15

2.10

2.00

2.10

1.90

1.85

July.

1.90

1.80

1.80

1.70

1.65

1.55

1.55

1.50

1.50

1.50

1.50

1.45

1.40

1.40

1.40

1.40

1.30

1.40

1.40

1.50

1.50

1.50

1.60

1.70

1.80

2.10

2.10

1

QK

Aug.

2.45

2.35

2.35

2.60

2.75

2.25

2.35

2.45

2.25

2.10

2.10

2.00

2.00

2.15

2.20

2.20

2.10

2.10

2.20

2.10

2.00

2.00

2.05

2.00

2.05

2.00

2.00

2.45

2 50

Sept.

2. 55

2.45

2.35

2.30

2.20

2.20

2.10

2.00

2.00

1.90

1.90

1.80

1.80

1.70

1.70

1.70

1.70

L65

1.60

1.60

1.60

1.60

1.65

1.80

1.80

1.80

1.70

1.80

2.02

4.00

Oct.

3.60

3.00

2.75

2.60

2.50

2.40

3.00

3.00

3.05

2.95

2.85

2.75

2.65

2.55

2.55

2.50

2.45

2.30

2.20

2.20

2.15

2.10

2.10

2.10

2.10

1.95

1.90

1.90

1.90

1 80
96 'STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

Hating table for Conejos Hirer near Mogote, Colo., from January 1 to December 31, 1904.

Gage 

height.

Fcft.

1.30

1.40

1.50

1.60

1.70

1.80

Discharge.

t^eronrl-fert.

10

20

40

60

90

120

Gage 

height.

Feet.

1.90

2.00

2.10

2.20

2.30

2.40

Discharge.

S/:co7id-ffet.

160

205

255

305

360

420

Gage 

height.

Feet.

2.50

2.60

2.70

2.80

2.90

3.00

\

Discharge.

Second-feet.

480

550

620

700

780

865

Gage 

height.

Feet.

3.20

3.30

3.40

3.50

3.60

3.70

Discharge.

itecnnd-fcct.

1,045

1,135

1,235

1,335

1,435

1,545

The above table is applicable only for open-channel conditions. It is based upon 

10 discharge measurements made during 1903 and 1904. It is fairly well defined 

between gage heights 1.50 feet and 2.50 feet. The table has been extended beyond 

these limits. Above gage height 3.75 feet the rating curve is a tangent, the difference 

being 120 per tenth.

Estimated monthly discharge of Conejos River near Mogote, Colo., for 1904- 

[Drainage area, 282 square miles.]

Month.

April. ..............

May ...............

June ...--...---....

July ...............

September ..........

Discharge in second-feet.

Maximum.

660 

740 

515 

255 

660 

1,900 

1,435

Minimum.

50 

255 

140 

10 

205 

60 

120

Mean.

283 

509 

320 

76.1 

316 

233 

515

Total in 

acre-feet.

16, 840 

31, 300 

19,040 

4,679 

19, 430 

13, 860 

31, 670

Run-off.

Second-feet 

per square 

mile.

1.00 

1.80 

1.13 

.270_ 

1.12 

.826 

1.83

Depth in 

inches.

1.12 

2.08 

1.26 

.311 

1.29 

.922 

2. 11
TAYI.CR AND "1 

HOYT. J

RIO GEANDE DRAINAGE BASIN. 97

PECOS RIVEK AT SANTA ROSA, N. MEX.

This station was established May 5, 1903, by H. C. Hurd. [t was 

originally located at the bridge of the Chicago, Rock Island and I r'acific 

Railway. The gage rod is a 2 by 4 inch timber, graduated to feet and 

tenths. It is bolted to the masonry footing of the east tower. Daily 

readings are made by L. M. Shely, a bank clerk. The initial point 

for soundings was the end of the girder at the east end of the bHdge. 

Both banks are high and can not overflow. The bed of the river is 

solid rock overlaid by quicksand to the depth of 2 or 3 feet. The 

current is never sluggish and becomes very swift during time of floods. 

The channel is straight for one-fourth mile above and below the station. 

Bench mark No. 1 is a shelf cut in the east abutment at an elevatjion of 

29.7 feet above the zero of the gage. A cable was established lajter in 

the year at a point 335 feet above the railroad bridge. Distances across 

the river are marked on the cable with white paint. During the great 

flood of September 29 and 30,1904, the upper portion of the gage rod 

was torn away but the lower portion was left intact. A new gage 

was installed by W. G. Russell on the east side of the second pier to 

replace the one which was torn out. This new portion of the g^ge is 

2 by 6 inch by 16 feet pine timber, graduated in feet and tenthjs and 

bolted to the east face of .the second pier from the north end o!f the 

bridge. The same flood cut away the earth from the face of the north 

abutment leaving the bench mark about 25 feet above the grounjd and 

inaccessible, so in establishing the new gage reference was ma'de to 

the old gage which had not been moved by the flood. A second bench 

mark was placed by W. G. Russell on the east side of the first pieri from 

the north end of the bridge. It is a chiseled surface near the top of 

the second stone from the downstream end of the pier, and ift the 

second tier of stones from the bed rock, and is marked "B. M."1 Its 

elevation is 6.41 feet above the zero of the present gage.

The observations at this station during 1904 have been made under 

the direction of M. C. Hinderlider, district hydrographer.

Discharge measurements of Pecos River at Santa, Rosa, N. Mex., in 1904-

Date.

April 2. ........

August 7 .......

August 9 .......

August 23 ......

October 30......

Hydrographer.

W. G. Russell......

.....do ............

L. M. Shely .......

.....do ............

Width.

Feet. 

45

90

94

94

60

Area of 

section.

Sq. feet. 

11

78

64

75

41

Mean 

velocity.

Ft. per .sec. 

0.84

3.08

1.64

1.83

1.88

Gage 

height.

Feet. 

1.50

2.50

2.10

2.10

2.10

Discharge.

Second- Jt. 

9

240

105

137

77

IRK 132 05
98 STREAM MEASUREMENTS IN 1904, TART IX. [NO. 132. 

Mn HI, daily (jay? lieigJtt, in feel, of Pi'cos River near Santa Rosa, N. Mex., for 1904.

Day.

1..............

2..............

3..............

4..............

5.

6..............

'i ..............

8...... ........

9..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17. .............

18..............

19..............

20..............

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Jan.

0.65

.65

.65

.65

65

.65

.65

.65

.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1. 65

1.65

1.65

1.65

Feb.

1.65

1.65

1.65

1.65

1.65

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

Mar.

1.60

1.60

1.60

1.60

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.60

1.60

1.60

1.60

1.60

1.60

1. 55

1.55

1. 55

1. 55

1.55

Apr.

1.60

1.70

1.70

1.50

1 50

1.50

1.45

1.45

1.45

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

May.

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1. 40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1. 40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

June.

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.90

1.40

3.00

2.00

2.00

 2.00

1.30

3.00

2.00

1.70

4.00

1.90

1.40

1.40

1.30

1.20

1.20

1.10

1.40

July.

3.50

2. 50

 2. 50

2.00

2.50

1.50

1.40

1.40

1.20

1.10

1.10

1.10

1.10

1.10

1.10

1.10

3.50

2.00

3.00

2.00

2.50

2.50

2.00

2.00

2.00

1.50

1.20

1.20

1.20

1.30

1.30

Aug.

1.30

3.50

4.00

3.00

2.40

2.40

2.50

2.20

2.20

4.00

2.00

2.00

2.00

2.00

1.20

1.80

1.80

1.50

1.50

1.70

1.90

1..HO

1.20

1.60

1.80

1.60

1.60

1.60

1.60

1.60

1.60

Sept.

1.60

1.60

1.60

2.00

1.60

1.60

1.60

1.60

1.60

1.60

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1/40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

4.00

13.00

23.00

Oct.

6.0(1

3.00

3.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

1.50

1.50

1.50

1.40

1.40

1.30

1.00

.90

.90

.90

.90

.80

.SO

.70

Nov.

0.70

.70

.70

.70

70

.60

.60

.60

.60

.60

.60

.60

.60

.60

.60

.60

.60

.60

.60

.60

.60

.60

.60

.60

.60

.50

.50

.50

.50

.50

Dec.

0. 50

. 50

. 5(1

.50

.50

. 50

.50

.50

.50

^n

.50

.50

.50

.50

.50

.50

.50

.50

.50

50

.50

.50

. 50

.50

.50

.50

.50

.50

. 50

.50

.,50

PECOS 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 Sumner, N. Mex., and 4:5 

miles south of Santa Rosa, N. Mex., the nearest railway station. It 

is also 1 mile upstream from the spring, trees, and houses known as 

Arinosa. A plain vertical staff gage, graduated to feet and tenths, is 

securely bolted and braced to the solid rock of a sandstone bluff on 

the right bank of the river. Graduations to the half foot are continued on the rock above the gage. The gage is read twice each day by 

Earl Patterson. Discharge measurements are made at low water by 

wading 20 feet below the gage, and at high stages by means of floats. 

The cross section has been ascertained by means of a level and rod. 

The initial point for soundings is a 2 by 4: inch pine stake driven into 

the right bank about 20 feet from the gage rod and 100 feet east of a 

small spring. The channel is straight for about 600 feet above and 

200 feet below the station, and is very narrow. The current is swift.
TAYLOR AND 

HOYT. RIO GRANDE DRAINAGE BAHIN.

Both hanks are high, vertical, and not subject to overflow. The right 

bank is of earth and the left bank is of rock. The bed of the stream 

is composed of sand, and is shifting. The bench mark is a cross cut 

in a point of rock directly above the gage rod, on the right bank. 

Its elevation is 14.75 feet above the zero of the gage.

The observations at this station during 1904 have been made under 

the direction of W. M. Reed, district hydrographer.

Discharge measurements of Pecos River near Fort tiumner, N. Mex., in 1904.

Bate.

June 14 « .......

June 14 & .......

June 16 « .......

June 16 f> .......

June 16 * .......

June 20 ft .......

June 21 d .......

June 21 & .......

June 22 t> .......

June 23 ^ .......

June 23 / .......

June 24 ff .......

June 27* .......

June 29. ........

July 1 '.........

July 16.........

July 1 &.........

July !&.........

July 2 &.........

July 2 &. ........

July 2 &.........

July 2 &.........

July3... .......

July 4..........

July 5 ..........

July 6..........

July 15 .........

July 17.........

October 15 ^ ....

October 15"' .-..

Hydrographer. Width.

Feet. 

E. Patterson ....... 194

.....do ............ 170

. . . . .do ............ 171

.....do ............ 265

.....do ............ 268

.....do ............ 63

.....do ............ 63

.....do ............ 256

.....do ............ 265

.....do ............ 258

.....do ............ 190

.....do ............ 190

.....do ............ 77

.....do ............ 77

.....do ............ 120

.....do ............ 259

.....do ............ 261

.....do ............ 262

.....do ........... 270

.....do ............ 261

.....do ............ 262

.....do ........... 259

.....do ............ 216

.....do ............ 210

.....do ............! 167

.....do ......-----J 126

.....do ............' 49

. . . . . do ............ 44

.....do ............ 401

.....do .-....----.- 241

Area of 

section.

flq.feet. 

166

145

88

^333

' 413

54

102

'324

' 717

"395

170

132

68

52

70

J495

J536

J 560

./730

J642

J547

J370

#238

*177

122

82

40

42

5,473

254

Mean 

velocity.

Ft. per sec. 

1.88

1.88

1.63

3.82

5.28

1.54

3.23

3.44

6.96

4.22

1.76

1.68

1.35

1.46

1.51

5.08

4.95

5.43

6.95

6.05

5.37

3.74

2.21

2.23

1.84

1.70

1.54

1.46

8.25

2.99

Gage 

height.

Feet. 

3.30

3.20

3.10

4.00

4.30

2.85

2.80

3.80

5.30

4.10

3.10

3.00

2.50

2.40

2.60

4.40

4.50

4.60

5.20

4.90

4.55

3.90

3.35

3.30

3.05

2.80

2.40

2.40

17.95

1.40

Discharge.

,Serond-ft. 

313

276

144

1,273

2,183

84

330

1,118

4, 993

1,671

302

222

92

76

106

2,519

2,657

3, 046

5, 076

3, 889

2,942

1,420

528

395

225

139

62

61

45, 160

761

a Wading.

b Float measurement. 

( Sounding July 17. 

d Made after 5-foot rise. 

e Sounding July 24.

/Made after long flood.

a Immediately after 2J-foot rise.

li After flood.

l After small local rain.

i Soundings July 3.

^ iJottom of channel changing. 

l Kutter's formula. 

m Wading after IN-foot rise.
100 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

Mean daily gage height, infect, of Pecos River near Fort tfumner, N. Mex., for 1904.

Day.

1............................................

3............................................

4............................................

7............................................

8............................................

9.............. ................ .........'.....

10............................................

1'2.............. ..............................

1 13............................................ q 

14............................................

15............................................

16............................................

17............................................

1 S

19

20............................................

<>o

»»q

24............................................

OPL

26............................................

27............................................

28

30............................................

01

June.

3.00

3.12

3.25

3.25

4.00

t> 97

2.85

3.32

4 90

3 77

2.50

2.50

2.45

2.40

July.

4.70

3,37

3.30

3.07

2.77

2.60

2.50

2.40

2 40

3.20

2.55

2.40

2.40

2.50

2.40

62.80

&5.50

3.60

3.20

3.55

3.37

3.27

3.70

3.30

3.07

2.90

2.70

Aug.

3.25

3.20

4.25

3.80

3.70

3.70

3.10

3.75

2.70

3.80

1.95

1.80

1.65

1.50

1.50

1.70

1.90

1.90

1.75

1.65

2.40

2.20

2. 15

1.85

1.75

1.70

1.60

1.60

1.60

1.60

Sept.

 

1.70

1.65

3.15

1.70

' 1.75

1.65

1.60

1.50

1.50

1.50

1.50

1.60

1.60

2.20

1.65

1.60

1.60

1.60

1.60

1.60

1.60

1.70

1.70

1.70

1.90

1.80

1.70

2.85

1.40

4.50

Oct.

a 4. 20

&10.00

2.70

2.60

1.65

2.20

1.50

1.30

2.00

2.65

2.20

1.85

1. 55

1.70

clO.OO

1.20

1.15

1.05

.90

.90

.90

85

.SO

.80

.75

.60

.60

.60

.60

.60

.60

Nov.

0.50

.50

.50

.40

.40

.40

.40

.40

.30

.30

.30

.30

.30

.30

.30

.30

.30

.30

.30

.30

.30

.30

.30

.30

.30

.30

.20

.20

.20

.20

Dec.

0.20

.20

.20

.40

.40

.40

.40

.40

.40

.40

a Night of Oct. 1 gage reading 17.85. & Flood. Morning of Oct. 15 gage reading 17.95.

Mean daily discharge, in second-feet, of Pecos River near Fort Sumner, N. Mex., for

1904-

Day.

2

4...........

5...........

7

g

9

10..........

11..........

June. July.

760

3,340

540

395

235

130

Q0

76

62

62

(V2

Aug.

380

345

2, 050

1,070

910

910

985

132

1,070

100

Day.

i ^

14.........

15.........

16.........

17.........

1 e

19.........

20.........

21 .........

22.........

June.

180

250

1,275

140

84

600

3,940

July.

310

84

62

6'2

76

5,670

760

345

2,820

Aug. Day.

23....... .

24. ........

25.........

26.........

27.........

28.........

29. ........

30. ........

31.........

Jtine.

1,000

260

110

90

90

80

72

72

July.

285

490

400

420

270

1QQ

Aug.

Daily discharge obtained from discharge measurements*, taking into account the time interval, 

gage Height, and the change in bed.
TAYLOR A 

HOYT. BIO GRANDE DRAINAGE BASIN. 101

Estimated monthly discharge® of Pecox Hirer near Fort Sumner, N. Hex., for 1904-

Month.

June 12-30 ...........................

July ......................

August 1-1 1 ..........................

Discharge in st'fond-feet.

Maximum.

3, 940 

5, 670

2, 050

Minimum.

72 

61 

- 100

Mean.

487 

643 

749

Total in 

acre-feet.

18, 350 

39, 540 

16, 340

a See footnote to daily discharges. 

PECOS RIVER NEAR ROSWELL, N. MEX.

This station was established April 24, 1903, by W. M. Reed. It is 

located at the highway bridge 8 miles southeast of Roswell, N. Mex., 

and about 200 feet below the mouth of Hondo River. The gage is 

painted on the right side of the right pier of the bridge. It is read 

twice each day by Miss Dovie Goldsmith. Discharge measurements 

are made from the highway bridge at the gage. The initial point for 

soundings is a zero marked on the guard rail at the west end and 

north side of the bridge. The channel is straight for one-half mile 

above and below the station, and has a width at low water of about 50 

feet and at ordinary high water of 430 feet. The channel is broken 

by three iron piers. The current is rapid except near the mouth of 

Hondo River, wnere it becomes sluggish. At high water the Pecos 

and the Hondo join above the bridge. The gage heights on the Pecos 

may be effected by back water at periods when the Pecos is low and 

the Hondo is high. Both banks are high and free from timber, but 

overflow at extreme flood stages. The bed is sandy and shifting and 

the cross section changes during each flood. The bench mark is the 

top of the pier upon which the gage is painted. Its elevation is 20.00 

feet above the zero of the gage.

The observations at this station during 1904 have been made under 

the direction of W. M. Reed, district hydrographer.
102 STREAM MEASUREMENTS TTST 1904, PART IX. [NO. 132. 

Dixchnrr/e measurement^ <>f Perox ftirer near RuxwU, N. Mes., in 1904-

Date.

March 5 ........

March 29 .......

Mav 20....--.-.

June 24 ..-.-...

July 27 ---------

September 1 . . . .

JSTovemher 28 . ..

Hydrographer.

H. C. Hurd......

F. L. Dobson ....

.....do . .

J. M. Roberts....

.....do ..........

.....do ..-.-....-

.-...do...-.-.-..

Width.

Feet. 

46

35

120

865

70

40

70

876

Area of 

section.

Square feef. 

"37

27. 5

98

805

160

''62

134

22, 236

Mean

velocity.

Ft. per nee. 

1.30

1.06

.45

2.88

3.14

.81

2.18

2.50

Gage 

height.

Feet. 

3.30

3. 20

3.20

5.40

4.50

2.96

3.70

17.40

Discharge.

Second-ft. 

48

29

44

2 322

505

50

291

c 55, 690

a River bottom filled with quicksand which is constantly changing; this accounts for changing area 

''Low water cross section changed owing to recent floods. 

<-' Kutter's formula.

Mean daily c/tu/p liriulit, in f<'e.t, of Pecux River near Roswell, N. Mex., for 1904-

Day. Jan.

1............. ...... . 4.00

2..... ............ 4.00

5..... ..... .... .. 4.00

G. ----...--.... . 4.00

9. .... ...... ....... 4. 00 

10.-... . ............. 4.00

12..... . ............ 4.00

14..................... 4.00 

15...... ...... ......... 1.00

16..................... 4.00 

17.-...-.-.------...... 4.00

18....... ............. 4.00 

19---- ----......-...... 4.00

20---.-............-.. 4.00 

21..................... 3.85

23..................... 3.85 

24..................... 3.85

25..................... 3.85

26..................... 3.85 

27.---....-----........ 3.85 

28..................... 3.85

29..................... 3.80 

30. .................... 3. 80 

31..................... 3.00

FeJj.

3.85

3.85

3.85

3.85

3.80

3.80

3.80

3.80 

3.80

3. 75

3.75

3.75

3. 65

3. 60 

3. 55

3.45

3 45

3. 45 

3.45 

3.45

3.45

Mar.

3.45

3.45

3.40

3.35

3.25

3. 25 

3. 20

3.20

0 OA

3.10

0 1 A

3.15 

3 °0

3.20

3.25

3. 25

3 80

3. 35

" '^5

3.35 

3.35

Apr.

3.35

3.35 

3.35

3.35

3.35

3.40

3.50

3.45 

3.45 

3. 45

3.40

3. 35

3.35 

3.45

3.35

3. 35 

3.30

3.30

3. 50 

3.30 

3. 25

3.25 

3. 2f>

May.

3.20

3.10

3.20

3.20

3. 25

3. 25

3.20 

3.20 

3. 20

3.20

3.20 

3.25

3. 25

3.20

3.20 

3.25

0 0^

3.40 

3. 75

3 60

3 65 

3.75

3. 45 

3.25 

3.20

June.

3.25

3.20

3.15

3.10

3.10

3.10

3.10 

3.10 

3.10

3.10

4.45

4. 15

4.20

4.00 

3.75 

3 70

5. 75

4. 25 

3.80 

3.75

3.65 

3.55

July.

4.45

3.80

4.60

4.40

4.45

3. 65

3.60 

3.60 

3.55

3.55

3.35

3.20

3.10 

3.65

5. 45 

5.10 

5.00

5.45 

4. 45

4.45

4.50 

4.30 

4.10

4.10 

4.00 

4.00

Aug.

4.00

4.00 

4.45

5.00

4.20

5.10

4.80

4.70

5.20 

5.00 

5.00

5.00 

5.00

5.00 

4.70

4.60 

4.00

4.10 

3.88

3.88 

3.88 

3.63

3.63 

3.29

3 1 '3

3.13 

2.96 

2.96

2.96 

3.13 

3.13

Sept.

2.96

2.96 

3.80

5.50

4.05

3.90

3.70

3.50 

3.20 

3.20

3.20

3.95

3.70

3.45 

3.00

2.95

2.45

3.20 

3.45

3.50

3.90 

3.50 

3.65

5.50 

16.45

Oct.

16.45

15.00

4.00

3.90

3.75

6.45 

4.45 

5.00

4.45 

4 00

3.35

4.00

3.00 

2.80

2.70 

2.70 

2.70

2.65 

2.65

2.65

2.65 

2.65

2. 65

2.65 

2.80 

2.80

Nov.

2.60

2.60

2.60

2.60

2.60

9 fin

2.60 

2.60

0 gQ

2.55 

2 55

2.55

2.40

2.40 

2.35

2.35 

2.30

*> 3H

2.30

2.20

2.00
TAYLOR LORANU j 

HOYT. J BIO GBANDE DBAINAGE BASIN.

PECOS RIVEK AT CARLSBAD, N. MEX.

103

This station was established May 20, 1903, by V. L. Sullivan, acting 

under the direction of W. M. Reed. It is located at the Green Street 

Bridge, Carlsbad, N. Mex., and is about 500 feet below the station 

of the Fecos Valley and Northeastern Railway and 2,000 feet below 

the Hagermaii power dam. The gage consists of a 2 by 8 inch plank 

securely spiked at an inclination of 10° with the vertical to the 

timbers of the third bent, from the west end of the bridge. It is 

painted white and graduated in black to vertical feet and tenths. 

Readings are taken twice daily by V. L. Sullivan, a civil engineer in 

the employ of the Pecos Valley Irrigation Company. Discharge 

measurements are made by wading when the stage of the river will 

permit, and from the lower side of the bridge during floods. The 

initial point for soundings is on the south side of the bridge at the 

west abutment, and 10-foot intervals are marked on the rail. Both 

banks are high and not subject to overflow. The bed of the river is 

solid rock, much corrugated, which makes low-water measurements 

subject to considerable inaccuracy. The channel is straight for some 

distance above and below the station. The current is swift at the 

station, but sluggish both above and below. The only bench mark 

is the initial point for soundings, which is 22.30 feet above the zero of 

the gage.

The observations at this station during 190-i have been made undei 

the direction of W. M. Reed, district hydrographer.

Discharge measurements of Pecos Eirer at Carlsbad, N, Mex., in 1904-

Bate.

March 30 .......

May '27 .........

August 15 ......

Hydrographer.

.....do ............

Width.

Feet 

100

100

125

Area of 

.section.

ftj.fett. 

-±5

54

113

Mean 

velocity.

Ft. per sec.

1.17

2.85

2.86

Gage 

height.

Feet. 

0.55

.75

1.10

Discharge.

;S>'rom/-/f. 

52

112

2H7
104 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

Mean dally gage height, in feet, of Pecos River at Carlsbad, N. Mex., for 1904-

Day

1.... ..........

 >

4..............

5.... ..........

6..............

7.............. 

8.............. 

9.............. 

10.............. 

11..............

12..............

13..............

14..............

15. .............

16..............

17..............

18..............

19..............

20..............

21..............

22..............

24..............

26.............. 

26.............. 

27.............. 

28..............

29..............

30.............. 

31..............

Jan.

0.64

.64

.65

.65

.65

.65 

.65 

.65 

.65 

.66

.66

.66

.66

.66

.67

.67

.67

.67

.67

.67

.67

.88

.88

.86 

.77 

.73 

.76

.89 

.88

Feb.

0.84

.74

.70

.70

.70

.70

.70 

.70 

.70 

.69 

.69

.69

.69

.69

 .68

.68

.68

.68

68

.68

.68 

.68 

.68 

.68

.68

. ....

Mar.

0.68

.68

.68

.68

.68

.68

.30 

.41

.56 

.68 

.63

.83

.69

.69

.69

.69

.69

.69

.69

.69

.69

69

69

.69 

.69 

.69

KQ

.68

.58 

.58

Apr.

0.68

.68

.67

.67

.67

.67

.67 

.67 

.67 

.67 

.67

.67

.67

.67

.67

.67

.67

.67

.67

.67

.67

. .67 

.67 

.67

.67

.67

May.

0.67

.67

.67

.69

.75

.70

.68 

.34 

.00 

.67 

.67

.67

.67

.67

.67

.67

.67

.67

.67

.67

.67 

.67 

.67

.67 

.67

June.

0.67

.67

.67

.67

.69

.69 

.72 

.69 

.69 

.69

.79

.69

.69

.69

.69

.69

.69

.72

.69

.69

.62

.62

.62

.62

.75 

.69

ffCk

.69

.70

July.

0.70

.70

.70

.70

.70

.70 

.70 

.70 

.70 

.70

.70

.70

.70

.70

.70

.70

.70

.74

.73

.70

.70

.70

.70

.70 

.70 

.70 

.72

.72

.72 

.72

Aug.

0.73

.73

.73

.73

1.40

.74- 

.74 

.74 

.74 

.74

.74

1.13

1.13

1.13

.75

.74

.74

.74

.74

.74

.74

.74

.74

.74 

.74 

.74 

.74

.74

.74 

.74

Sept.

0.74

.74

.74

.74

.74

.74 

.74 

.74 

.74 

.74

.74

.74

.98

1.00

1.03

1.03

1.03

1.03

1.03

.98

.98

.95

QQ

.93 

.88 

.83

.83

.83

Oct.

3.45

«11. 00

7.60

5.90

5.45

4.85

5. Of)

4.30

4.07

4.00

3.75

3.55

3.33

3.05

2.52 

2.41 

2.40

2.40

2.41 

2.65

Nov.

2.80

2.80

2.63

2.42

2.39

2.28

2.19 

2.15 

2.11 

1.30

1.18

1.13

1.15

1.10

1.10

1.10

1.10

1.30

1.40

1.40

1.40

1.40

1.90

1.88 

1.88

1.88

1.88

Dec.

1.87

3.87

1.87

1.86

3. 80

1.85

1.84 

1.83 

1.82 

1.81 

1.80

1.79

1.20

1.19

1.18

1.18

1.18

1.19

1.20

1.21

1.22

a Gage and bridge washed out. 

PECOS RIVER AND MARGUERETTA FLUME NEAR PECOS, TEX.

The summer flow of Pecos River is largely dependent upon numerous springs which occur in the limestone country in the vicinity of 

Roswell and Carlsbad. Owing to the numerous diversions for irrigating purposes, however, the river would be dry in the summer where 

it crosses into Texas were it not for the waters which are gradually 

returning to the river through seepage and for the various springs 

that occur below Carlsbad, N. Mex. This water, unfortunately, is 

impregnated to a considerable extent with alkali, which renders it 

undesirable for irrigating purposes.

The station on Pecos River was established Januaiy 1, 1898, by 

Thomas U. Taylor, and is located about 6 miles above Pecos, Tex., at 

the flume of the Barstow Irrigation Company (old Margueretta Canal 

Company). This canal diverts the water from Pecos River 3 miles 

above the flume from the west side of the river. The main canal 

flows for 3 miles on the west side of the river and then is taken by the
TAYLOR AND' 

HOYT. RIO GRANDE DRAINAGE BASIN. 105

flume across Pecos River to the east side. However, before it reaches 

the flume the West Valley canal is taken out of the main canal and is 

made to carry water to the alfalfa farms on the west side of the river. 

The gage consists of a graduated strip of wood attached to one of the 

vertical bents of the flume on the upper side of the same. Discharge 

measurements are made by means of a cable and car, about 600 feet 

below the flume. No measurements were made during the flood of 

October, 1904, on account of the cable support and anchorage at the 

west end being completely washed out. The channel is straight for 

75 feet above and several hundred feet below the station. Its width 

at low water is about 20 feet and at high water is 200 feet. The bed is 

sandy and shifting. The velocity is poorly distributed and is affected 

by the aqueduct. In the flume conditions are favorable for accurate 

measurement. The gage heights on the flume are obtained by measuring the depths of the water in the flume at the west end. The zero of 

this gage is at the bottom of the flume. The gages of the river have 

no connection with each other except that they are geographically at 

the same place on the river and have the same observer, Willard H. 

Denis, who reads both gages. For the years 1901 to 1904 Mr. Denis 

has also taken the measurements of the flow of the Pecos and the 

flume at this station. The canal measurements are made above the 

flume by wading, a wire being stretched across the river and tagged 

every 4 feet. Flood discharge measurements are made at a highway 

bridge east of Pecos. Bench mark No. 1 is the top of the west abutment or pier on the north side. Its elevation is 21.70 feet above the 

datum of the gage, and is marked "U. S. G. S. B. M. 21.70." 

Bench mark No. 2 is on the south side of the canal under the window 

of the water master of the irrigation company, and is marked "U. 8. 

G. S. B. M. 20.95." Its elevation is 20.95 feet above the datum of 

the gage.

The observations at this station during 1904 have been made under 

the direction of Thomas U. Taylor, district hydrographer.

Discharge measurements of Pecos Hirer near Pecos, Tex., in 1904.

Date.

July 20. ........

August 24 ......

August 25 ......

September 25 ...

September 26 ...

Hydrographer.

T. U. Taylor.............

W. H. Denis. ............

.....do ..................

.....do .......... ........]

.....do ..................

Gage 

height.

Feet. 

0.90 

5.60 

4.50 

6.30 

5.40

Discharge in second-feet.

River.

5.5 

763 

473 

1,000 

760

Flume.

248 

240 

95 

95

West 

Valley 

ditch.

0 

0 

0 

0
STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

Mean I/ally <1ischarye, in wona-feet, of West Valley ilitclt near Perns, 7>r., for 1H04.

Day.

1. ..........

2

3...........

4...........

5...........

0...........

7..... .....

8...........

9.. .........

10...........

11...........

13...........

14...........

15 ..........

16...........

Mar.

4

4

4

4

4

4

4

6

6

Apr.

8

8

8

8

6

G

G

6

6

......

May.

8

8

8

8

tj

4

4

June.

8

8

8

8

8

8

8

July.

4

4

8

8

8

0

Aug.

8

8

8

8

6

Day. Mar.

19 .......... G

00 £

25 .......... 6

27 .......... 8

29 .......... 8

30 .......... 8

Apr. May.

4

4

4

8

8

8

June.

4

4

July.

10

10

10

10

10

12

12

12

12

12

12

12

Aug.

Mean daily yaye height, in feet, of Pecos Rirer near Pecox, Tez., for 1904-

Day. Jan.

1.............. 1,70

2.............. 1.70

3. ............. 1. 70

4.............. 1.70

5.............. 1.70

G. ............. 1.50

7........---..- 1.50

8.............. 1.50

9......----.... 1.50

10.............. 1.80

11.............. 1.90

12............. 2.00

IS.............. 2.00

14.............. 2.00

15.............. 2.00

16.............. 2.00

17.............. 2.00

18... .......... 2.00

19.............. 1.90

20.............. 1.90

21.............. 1.90

22.............. 1.90

23.............. 1.80

24.............. 1.80

25.............. 1.80

26.............. 1.80

27.............. 2.40

28.............. 2.40

29.............. 2.30

30.............. 2.30

31.............. 2.30

Feb.

2.50

2.50

2.50

2.50

2.50

2.40

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1 80

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

2.50

1.30

1.30

1.30

Mar.

1.40

1.40

1.40

1. 40

1.30

1.40

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.20

1.20

1.20

1.20

1.20

Apr.

1.20

1.20

1.20

1.20

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

.90

.90

.90

.90

.90

.90

. 90

May.

0.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

90

.90

.90

.90

.90

.90

.90

1.00

1.00

6. 50

4.50

2.40

2.20

1.80

1.00

.90

.90

.90

June.

0.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

4.00

4.50

3.00

3.00

July.

2.20

1.30

1.00

1.00

1.00

1.00

1.00

1.00

1.00

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

2.10

1. 50

1.30

1.30

1.30

1.10

1.10

1.10

1.00

.90

.90

Aug.

0.90

.90

.90

.90

1.00

1.50

1.50

5. 50

4.20

2.00

1. 50

1.30

1.30

1.30

1.30

1.30

1.60

1.60

1.40

1.30

1.00

1.00

1.00

6.00

3.00

2. 50

2. 00

1.50

1.50

1.40

1.30

Sept.

1.10

1.10

1.10

6.00

4.00

3.20

3.00

3.00

3.00

3.00

2.60

2.40

3.00

3.50

5.00

4.50

4.50

3.00

3.00

2. 90

2.80

2.80

3.00

3.00

7.00

5. 20

4.50

4.20

3. 50

3.00

Oct.

3.50

3.50

7.00

9.00

19.00

17.00

15.50

13.00

13.00

11.00

10. 50

14.00

13.00

12.00

9.00

8.40

8.20

8.10

7.80

7.30

7.00

7.00

6. 90

6.80

G.50

5.00

5. 00

5. 00

4.90

6. 00

6.00

Nov.

5.90

5.80

6.00

6.00

5.90

5.50

5.50

5.50

5.50

5.40

5. 40

5. 20

4.10

4.10

4.10

4.00

4.00

3.90

3.90

4.10

4.00

4.00

4.00

3.90

3.90

3.90

4. 00 '

4.00

4.00

4.00

Dec.

4.10

4.10

4 10

5.30

5.00

5.00

5.00

4.90

4.90

4.90

4.80

4.60

4.40

3.80

3.80

3.80

3.50

3.30

3.00

2.80

2, 60

2.40

2.10

2.10

2.0

2.00

2.00

2.00

2.00

2.00

2.00
TAYLOR 

HOYT

AND~| 

J

EIO GKANDE DKAINAGE BASIN. 107

Mean daily gage height, in feet, of flame of the Barstov* Irrigation Company a near Pecos,

Tt'X., jor 1904-

Day.

1 ..................

 >

3 ..................

4 ..................

5 ... ...

8 ..................

9

10 ..................

11 ..................

12 ..................

13 ..................

15 ...................

16 ..................

18 ..................

19

20 ..................

21 ..................

22..................

23 ..................

24 ..................

25 ..................

26 ..................

27 ..................

28..................

'^9

30..................

Jan.

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.0

1 ft

1 ft

1 ft

1 ft

1.8

1

C

1.8

1 ft

1

O

1.8

1.8

2.0

2.0

2.0

2.0

2.0

2.0

2.0

1.8

2.0

Feb.

2.0

2.0

2.0

2.0

2.0

2.1

2.1

2.1

2.3

2.3

2 3

2

Q

2.3

O K

2.0

Mar.

2.0

2.0

2.0

2.0

2.0

1.4

1.3

1.3

1.3

1.2

1.1

1.2

1 >

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.1

1.8

1.8

Apr.

1.8

1.8

1.1

1.2

1.5

1.4

1.4

1.4

1.5

1.4

1.4

1.4

1.9

2.1

2.0

1.0

1.5

1.5

1.0

1.0

1.0

May.

0.9

.9

.9

.9

.9

.9

1.0

1.0

1.4

1.4

1.5

1.6

1.3

1.0

.4

.4

.4

.5

g

1.0

1.5

2.2

 ' 2

2.3

2.0

1.9

1.6

1.5

1.5

1.4

June.

1.4

1.2

1.0

1.0

1.0

.9

.8

.7

1.4

1.4

1.3

1.3

1.0

1.4

1.3

1.3

1.3

1.3

1.1

2.5

3.3

3.3

July.

2.0

1.6

2.0

2.0

2.0

1.9

1.9

1.8

1.3

1.3

1.3

1.3

1.3

1.2

1.0

.9

1.9

1.6

1.5

2.6

2.0

2.1

1.9

1.5

1.6

1.5

1.5

1.0

.9

.6

Aug.

0.6

.6

. 7

.7

2.1

2.5

2.3

3.2

3.1

3.0

3.0

2.0

1.6

1.6

1.6

2.0

1.9

1.9

1.9

1.9

1.9

1.9

2.8

3.0

2.8

2.7

2.6

2.6

2.5

2.4

Sept.

2.1

2.0

2.1

2.5

2.4

2.4

1.4

1.4

1.4

1.0

1.0

1.6

1.0

.4

.4

.4

.6

1.3

.9

.9

1.0

1.0

1.8

1.7

1.9

1.7

1.7

1.8

1.8

1.8

Oct.

1.8

1.7

1.8

1.8

(")

"Old Margueretta Canal Company. b Flume destroyed hv flood.
108 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

Rating table for Pecos River near Pecos, Tex., from January 1 to October 4, 1904.

Gage 

height.

Feet.

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

Discharge.

Seconrl-feet.

6

9

12

16

20

25

30

36

42

49

56

63

71

Gage 

height.

Feet.

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3. 30

3.40

Discharge:

Second-feet.

79

88

98

108

119

131

143

156

170

185

201

218

236

Gage 

height.

Feet.

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

Discharge.

Second-feet.

255

274

294

315

336

358

380

403

426

450

474

499

524

Gage 

height.

Feet.

4.80

4.90

5.00

5.20

5.40

5.60

5.80

6.00

6.50

7.00

Discharge.

Second-feet.

550

577

604

660

718

779

842

907

1,080

1,265

The above table is based upon 5 discharge measurements made during 1904 and 

the general form of the 1903 curve. The section has filled materially during the 

low-water periods of 1903 and 1904, but the curve can be considered as representing 

the flow fairly well to October 4, 1904. Owing to the probable change in section 

during the October floods estimates for the last three months are withheld.

Rating table for flume of the Barstow Irrigation Company near Pecos, Tex., from January

1 to October 4, 1904.

Gage 

height.

Feet.

0.40

.50

.60

.70

.80

.90

1.00

1.10

Discharge.

Second-feet.

7

10

13

16

19

23

27

32

Gage 

height.

Feet.

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

Discharge.

Second-feet.

37

43

50

57

65

74

84

95

Gage 

height.

Feet.

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

Discharge.

Second-feel.

107

120

134

149

164

180

197

215

tfage 

height

Feet.

2.80

2.90

3.00

3.10

3.20

3.30

Discharge.

Second-feet.

233

252

271

291

311

332

The above table is based upr n discharge measurements made during 1903 and 1904. 

It is fairly well defined. 

NOTE. Flume was carried away by the flood of October 5, 1904.
TAYLOR 

HOYTAND-J RIO GRANDE DRAINAGE BASIN. 109

Estimated monthly discharge® of Pecos River near Pecos, Te.i:, for 1904-

Month.

January ...............................

March .................................

April ..................................

May ...................................

June. ..... ............................

July ...................................

October 1-4 ............................

Discharge in second-feet.

Maximum.

205 

215 

132 

129 

1,214 

806 

268 

1,140 

1,360 

1,749

Minimum.

140

118 

48 

33 

13 

22 

19 

19 

119 

329

Mean.

157 

173 

78.3 

64.3 

111 

116 

83.7 

238 

357 

1,022

Total in 

acre-feet.

9,654 

9,951 

4, 814 

3,826 

6,825 

6,902 

5,146 

14, 630 

21, 240 

8,108

a Includes flume of the Barstow Irrigation Company, but not West Valley ditch. 

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 Railway.

The observations at this station during 1904 have been made under 

the direction of the International (Water) Boundary Commission.

Discharge measurements of Pecos River near Moorhead, Tex., in 1904-

Date.

January 4 .....

January 8 .....

January 13 ....

January 19 ....

January 24 ....

January 29 ....

February 3 ....

February 8 ....

February 13 ...

February 18 ...

February 23 ...

February 28 ...

March 4 .......

March 9 .......

March 14 ......

Hydrographer.

J. D. Dillard.........

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

Area of 

section.

Square feel. 

659

660

654

653

650

650

647

644

«4fi

668

659

662

645

644

644

Mean 

velocity.

Ft. per sec. 

0.36

.35

.31

.31

.29

.29

.29

.28

.28

.34

.31

.32

.28

.28

.27

Gage 

height.

Feet. 

0.9 

.9 

.85 

.85 

.8 

.8

.9

Discharge.

Second-feet. 

234 

228 

201 

201 

191 

191 

190 

178 

183 

225 

204 

213

180

181

174
110 STREAM MEASUREMENTS I1ST 1904, PART IX. [NO. 132. 

Discharge measurements of Pecos Hirer near Moorhead, Tex., in 1904 Continued.

Date.

March 19 ......

March 28 ......

April 2 ........

April 14.......

April 19 .......

April 25 .......

April 29 ......

May 4 .........

Mav 8 .........

May 13 ........

May 19 ........

May 26 ........

May 30 ........

June 13........

June 22........

June 29-------.

July IS........

July 16.-...-..

July 23........

July 27 ........

July 31 ........

August 15. .....

August 24. .....

August 27 ......

September 3 ...

September 24 . .

September 29 . .

Hydrographer.

J. D. Dillard... ......

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..... ........

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

E. E. Winter.........

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

Area of 

section .

Square feet. 

638

618

614

625

625

609

609

612

624

641

591

619

958

828

682

1,092

811

696

1,083

764

781

667

674

677

677

625

636

636

660

638

636

630

631

964

766

809

899

828

826

Mean 

velocity.

Feet per sec. 

0.25

.25

.21

.20

.20

.20

.21

.20

.19

.25

.19

.19

2.33

1.34

.49

3.11

1.02

.50

.36

2.98

.84

.86

.42

.42

.43

.44

'.38

.35

.36

.43

.41

.39

.38

.35

1.57

.66

1.53

1.22

.78
HOYitND ] ' EI° GBANDE DRAINAGE BASIN. Ill

Discharge ntefmtreweiits of 1'ecox River near Moorhea.fl, Tej'., in 1904 Continued.

Date. Hydrographer. Area of 

section.

( )ctober 5...... E. E. Winter......... 805

< tctober 8...........do .............. 844

October 10..... .... .do .............. 1, 004

October 14..........do .............. 1, 058

October 17..........do .............. 1,154

October 23..........do .............. 1, 294

October 30..........do .............. 1,028

November 3 ... .... .do .............. 946

November 7 ... .... .do ............... 842

November 11 .......do .............. i 872

November 15 .. .....do .............J 822

November 18 ........do .............. j 794

November 22 ..... .do .............. 812

November 26 .......do .............. 824

November 30 .......do .............. 801

December 5.... .... .do .............. 824

December 9.... .... .do ............-.' 822

December 13...I-....do v............. 808

J (ecember 17... ..... do .............. 805

December 21........do .............. 802

December 29... .... -do .............. 719

Mean

velocity.

Feet per sec. 

0. 84 

1.07 

1.98 

2.00 

2.99 

4.40 

3.05 

2.10 

1.81 

2.20 

2.03 

1.77 

1.21 

1.47 

1.26

1.07

1.08

.99

.99

1.01

.94

Gage 

height.

Feet.

1.7 

2.6 

3.5

3.8 

4.5 

5.4 

4.2 

3.2 

2.8 

3.0 

2.9 

2.7 

2.3 

2.5 

2.3 

2.3 

2.3 

2.2 

2.2 

2.2 

1.75

Discharge.

Second-feet.

674

902

1,986

2,116

3,451

5,695

3,138

1,983

1,521

1,919

1,667

1,404

983

1,215

1,013

882

889

797

798

813

674
112 STREAM MEASUREMENTS IN 1904, PART IX [NO. 132. 

Mean daily gage height, in feet, of Pecox River near Moorhead, Te.v., for 1904.

Day.

1. .............

4... ...........

5. .............

7..............

9..............

10..............

11.............. 

12.............. 

13.............. 

14..............

-IF:

16..............

17... ...........

18..............

19

20..............

21.............. 

22..............

23..............

25.............. 

26 .............

27.............. 

28..............

30..............

31..............

Jan.

0.85 

.85

.85

.9 

.9 

.9

g

.9

.85

.85

.85 

.85 

.85 

.85

.85

.85

.85

.85

.85

.85

.85 

.85

.85 

.8

.8 

.8 

.8

.8

Feb.

0.8 

.8

.8

.8

>8 

.8

.8

.8

.8

.8

.8 

.8 

.8

.8

.8

.8

.9

.9

g

.95 

1.1

.95 

g

.9

G

.9 

g

g

Mar.

0.9

.85

.8

.8 

.8 

.8

.8

.8

.8

.8

.8 

.8 

.8

.8

.8

.8

.75

.75

.75

.7

.7

.7

.7

.7

.7 

.7 

.65 

.65

.6

.6

Apr.

0.6 

.6

 .7 

. 7 

.65

.6

.6 

.6 

.6

KP;

.55

55

.55

.75

.65 

.6

.55 

.55 

.55

.6

May.

0.55 

.65

.55

.55 

1.15 

1.1

§

.75

.7

.65 

.6 

.5 

.5

.5

.55

.5

.5 

2.5 

1.55

1 ^

4.0

1.95

June.

1.6 

1.25

1.05 

1.25 

4.85

5. 95

3.75

2.0

1.95

2. 55 

2.9 

1.95 

1.65

1.5

1.45

1.35

1.25

1.2

1.1 

1.05

1.0

.9 

.8 

11.45

4.2

2.75

July.

2.0 

2.0

2.0

2.0 

1.9 

1.85

1.8

1.8

1.75

1.65

1.5 

1. 55 

1. 55 

1.1

1.05

1.0

1.0

1.05

1.1

1.0 

1.0

1.0

1.1 

1.0 

1.0 

1.0

1.0

1.0

1.0

Aug.

0.9

.85

.8 

.8 

.8

.8

.8

.8

g

.8 

.8 

.8 

.75

.8

.8

.8

.8

.8

.8 

.8

.8

.75 

.75 

.75

75

.75

Sept.

0.7

.7 

.9 

3.25

10.1

2.4

2.45

1.4

1.7 

1.7 

1.75 

1.65

1.5

1.75

1.95

1.85

4.6 

3.25

2.95 

2.1

2.0 

2.0 

1.9 

1.9

1.9

2.35

Got.

2. 05 

2.25

1.95

1.8 

1.75 

1.7

1.6

2.1

2.9

3.3

3.3 

3.45 

3.65 

3.75

4.1

4.3

4.45

4.6

4. 75

4.9

5.0 

5.05

5. 35 

5.3

5.2 

5.05 

4.8 

4.4

4.0

3.9

3.55

Nov.

3.35 

3. 25

3.2

3.05 

3.0 

2.95

2.85

3.75

3.7

3.45

3.0 

2.9 

2.9 

2.9

 > 85

2.8

2.75

2.6

2.45

2.4

2.3 

2.3

2.2 

2.1

2.2 

2.5 

2.5 *2.4

2.35

2.3

Dec.

2.3 

2.0

2.3 

2. :j 

2. 25

2.25

2.25

2.3

2.3

2.25 

2.25 

2.25 

2.2

2.2

2.2

2.2

2.2

2.2

2.2 

2.2

2.05

1.9

1.8 

1.8 

1.8

1.75

1.75

1.75
TAYHOYTANB J RI° GRANDE DRAINAGE BASIN. 113

Mean daily discharge, in second-feet, of Pecos River near Moorhead, Tex., for 1904.

Day.

1..............

2

3..............

4..............

6..............

7..............

g

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

ai. .............

r>2

23

24..............

25..............

26. .............

'27..............

28..............

29..............

30..............

31..............

Jan.

210 

210 

210 

a 235 

235 

230 

230 

a 230 

216 

205 

205 

200 

«200 

200 

200 

200 

200 

200 

a 200 

200 

200 

200 

200 

a 190 

190 

190 

190 

190 

a 190 

190 

190

Feb.

19(1 

190 

« 190 

190 

185 

185 

180 

al80 

180 

180 

180 

180 

a 185 

185 

185 

185 

185 

a 225 

225 

225 

240 

285 

a 225 

205 

205 

210 

- 210 

a 215 

215

Mar.

215 

200 

185 

«180 

180 

180 

180 

180 

a 180 

180 

180 

175 

175 

a 175 

175 

170 

160 

160 

a 160 

160 

160 

160 

160 

160 

160 

160 

155 

a 155 

155 

150 

150

Apr.

140 

a 130 

150 

150 

150 

140 

a 125 

125 

125 

125 

125 

130 

130 

a 130 

130 

130 

125 

125 

a 125 

125 

125 

150 

140 

135 

a!30 

130 

130 

120 

a 130 

130

May.

120 

120 

120 

a 120 

300 

285 

180 

a 160 

150 

150 

140 

130 

a 110 

110 

115 

115 

115 

a 115 

115 

135 

125 

115 

115 

115 

115 

al,110 

530 

530 

2,630 

al,210 

795

June.

565 

335 

a 335 

255 

335 

3,460 

4,790 

a2, 300 

830 

800 

1,270 

1,550 

a 800 

595 

490 

455 

a 390 

335 

315 

295 

275 

a255 

240 

225 

210 

180 

13,000 

12,900 

a3,070 

1,430

July.

860 

860 

860 

860 

800 

770 

a 740 

74J 

710 

660 

580 

600 

a 600 

335 

310 

a 285 

285 

310 

335 

310 

285 

285 

a 285 

335 

335 

285 

«290 

290 

290 

295 

a 295

Aug.

265 

 250 

250 

235 

a 235 

235 

230 

230 

225 

a 255 

225 

225 

225 

210 

a 230 

230 

235 

240 

a 245 

250 

260 

270 

280 

a 260 

260 

255 

a 250 

250 

245 

240 

«240

Sept.

220 

220 

a 220 

220 

270 

1,980 

10, 600 

al, 410 

1,460 

450 

710 

710 

760 

660 

a 610 

510 

a 570 

650 

590 

17,500 

3,180 

ol, 980 

1,740 

ol, 010 

830 

830 

650 

650 

a 650 

1,240

Oct.

980 

1,150 

890 

760 

a 715 

675 

590 

a 700 

1,260 

al,740 

1,740 

1,830 

2, 050 

o2, 095 

2,630 

3,010 

03, 340 

3,680 

4,040 

4,410 

4,660 

4,790 

06, 570 

5,460 

5,220 

4,880 

4,360 

3,520 

2,780 

a2, 620 

2,130

Nov.

2,040 

2,000 

ol, 980 

1,810 

1,750 

1,690 

al, 580 

2,700 

2,680 

2,420 

ol, 920 

1,770 

1,740 

1,700 

ol,600 

1,530 

1,470 

al, 290 

1,130 

1,080 

980 

a 980 

880 

780 

890 

ol, 210 

1,210 

1,110 

1,060 

al, 010 

.......

Dec.

985 

660 

830 

905 

a880 

830 

835 

840 

a 890 

890 

845 

845 

"845 

795 

795 

800 

aSOO 

800 

805 

810 

0815 

815 

770 

740 

720 

690 

690 

690 

0675 

675 

675

a Meter measurements.

IER 132 05 8
114 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132. i

Estimated monthly discharge of Pecos River near Moorhead. Tex., for 1004-

Month.

January ...............................

February ..............................

March .................................

April ..................................

May ...................................

June. ..................................

July...................................

November. .............................

Discharge in set'ond-feet.

Maximum.

235 

285 

215 

150" 

2, 630 

13, 000 

860 

280 

17, 500 

5,570 

2,700 

985

17, 500

Minimum.

190 

180 

150 

120 

110 

180 

285 

210 

220 

590 

780 

660

110

Mean.

204

201 

170 

132 

332 

1,743 

486 

243 

1,769 

2,719 

1, 533 

795

861

Total in 

acre-feet.

12, 555 

11, 544 

10,463 

7,845 

20, 420 

103, 706 

29, 911 

14, 945 

105, 283 

167, 157 

91, 220 

48, 873

623, 922

THE PECOS FLOOD OF 1904.

During the latter part of September. 1904, a remarkably heavy rainfall (mostly on the 28th and 29th) occurred in New Mexico, the greater 

portion of which being in the eastern half of the Territory, and the 

heaviest rain in this section was in the northern part. Just west of 

Roswell, another separate area, about 125 miles long and 50 wide, had 

a similar increase of rainfall above the general average. Arrabella 

and Hot Springs, N. Mex., seemed to be the two centers of the greatest precipitation in the Pecos Valley drainage. An observer near the 

headwaters of Pecos River says:

Between the 26th and 30th of September, 1904, very heavy steady rains fell over 

nearly the entire Territory. The greatest damage occurred on Thursday morning, 

September 29, over the eastern slopes of the mountains and along the valleys and 

lowlands of the northern portion, but the floods were nearly as destructive over the 

eastern slope of the several mountain ranges in the southwest portion and over the 

Hondo in the southeast. In an area 500 by 300 miles reports show that a rainfall 

of from 3 to 7 inches fell within the space of from twenty-four to forty-eight hours.

The flood waters reached Roswell, N. Mex., on September 29, and 

in the evening of that day the water broke over the banks of the Hondo 

at 8 p. in., and in fifteen minutes the main street of that city was under 

water, and the dike, erected for the protection of the cit}7 , swept away, 

likewise the railroad bridge north of the city. The flood at this place 

lasted about four days, but lines of communication were so damaged 

that no mail was delivered until October 10. The opera house and 

about fifteen dwellings were destroyed.
TAYLOB AND T 

HOYT. J

RIO GRANDE DRAINAGE BASIN. 115

The crest of the flood reached Carlsbad, N. Mex., at 3 a. m., October 2. The inall bridges on 

miles up and dc 

On October 

States Geologi

igation works were badly damaged, the cotton gin and 

Pecos River swept away, and the railway track for 

>wn the river was submerged.

3 the water reached a height of 9 feet on the United 

 al Survey gage t> miles above Pecos, N. Mex., and it

continued to rise slowly for about forty-eight hours. This rise was so

gradual that it 

p. m. on Octob 

foot per hour, 

of the Barstow

and by 3 a. m.,

could scarcely be noted from hour to hour. At 10 

;r 4 it began to rise on the gage at the rate of about 1 

and about this time four leaks occurred in the levees 

Irrigation Company 3i miles above the flume, on the

west side of the river, and which were built to protect the West Valley system from flood waters. This water soon entered the canals.

October 5, the canals were filled and soon overflowed

so rapidly thai- many breaks were made in the West Valley canals. 

Daybreak of October 5 showed a sluggish flood of murky red and 

gray spread from one-half to 2i miles in width on either side of the 

river. ^ The current in the main channel of the river did not seem as 

boisterous as on the previous days, but at many points along the 

river currents were running out over the banks into and through 

the surrounding flats, covering the whole country to the foothills 

from 2 to <i feet deep. At 8 a. m., with 19 feet by gage, the flume 

gave two little snaps, its center bowed downstream, the ends tore 

loose, the flume slowly rose, emptied its water, broke in two, and 

the two hulks floated downstream. These two parts, each about 100 

feet in length, finally grounded, the one about li miles below the 

flume, and the other at a point about 5 miles below, where it had 

caught on the banks of the river and formed a perfect bridge aci oss 

the river channel. This section of the flume held this position till the 

gage read 10.50, but on the night of October 12 a small rise raised 

the water on tie gage to 14, and in the meantime drift had caught

above this part 

flume on down 

where it passed 

asrainst the rai

of the flume, and the added force carried the broken 

the river to the highway bridge east of Pecos City,

under in some almost miraculous manner and caught 

road bridge a few hundred feet below. It was soon

Wrecked sufficiently to allow it to pass under this bridge. It may be 

remarked here that these two bridges (about 1 mile east of Pecos 

City) were the only structures that remained across Pecos River 

during the flood. This was due to the fact that at high water a large 

portion of the flood waters (perhaps half) flow out on the east side of 

the river channel and through a quarter-mile trestlework on the Texas 

and Pacific Railway.

On October 15 the gage at the flume read 9 feet, thus showing that 

the flood that swept through Roswell, N. Mex., in about three days 

had spread out enough to make some ten days of extremely high water
116 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132.

near Pecos. About October 20 most of the outlying water had drained 

back and it had left a deposit of reddish clay and tine sand where the 

water was sluggish and coarse sand where the water was s,wift. The 

depth of this deposit varied from 0.20 to 0.40 feet, except at certain 

isolated points where a deposit of over 1 foot was left.

Above the main canal of the Barstow Irrigation Company, on the 

east side of the river, the water reached a depth of 4 feet, and it 

required a period of two weeks to drain this water off.

After the flume went out on October 5 the water level dropped 

about 0.30, showing that the flume had little effect on holding the 

water back. On the west side of the river two-thirds of the alfalfa 

was killed by the flood and about 50 per cent of the cotton was lost. 

Out of 900 acres 700 were flooded. On the east side some thousand 

acres were heavily flooded and as much more lightly flooded. The 

sorghum was injured very slight!}^, but from 25 to 50 per cent of the 

cotton heavity flooded was lost. Very few of the plants were killed, 

but the bolls were so soaked that they soured and were ruined.

This flood did its greatest damage at its inception in New Mexico, 

and the damage became less as it approached the Rio Grande. The 

flood was caused by concentrated floods in two localities in New 

Mexico, and below Carlsbad the rainfall was moderate, and it decreased 

in intensity to the south.

GALLINAS RIVER NEAR LAS VEGAS, N. MEX.

This station was established August 13, 1903, by E. G. Marsh, 

assisted by E,. B. Rice. It is located at Las Vegas Hot Springs, 6 

miles above Las Vegas, N. Mex. There are 4 bridges about a quarter 

mile below the station, but it is impossible to establish a station on 

any of them for the reason that it would be within the backwater of a 

dam a quarter mile farther down. There is an adjustable ice dam with 

a 12-foot fall about 200 feet above the station, but it has no effect upon 

the measurements. The original gage was a vertical 1 by 8 inch pine 

board, 10 feet long and graduated to feet and tenths. It was bolted 

to the masonry wall on the right bank, which protects Hot Springs 

Nos. 16 and IT. This gage was washed out by the flood of September 

29, 1904, and was replaced by a similar rod of 1 by 5 inch pine, by 

G. B. Monk on October 19, 1904. The new rod is 0.71 foot lower 

than the old one. All gage heights after September 29, 1904, have 

been reduced 0.70 foot to make them correspond with the readings 

on the original gage. The gage is read once each day by William 

Prager, except when rapid fluctuations make more frequent observations advisable. Discharge measurements are made at low water by 

wading 600 feet above the gage and at high water from one of the 

bridges. The initial point for soundings is a cross cut in the rock 

on the left bank 600 feet above the gage. The channel is straight for
TAYLOR AND' 

HOYT. RIO GRANDE DRAINAGE BASIN. 117

about 200 feet above and 400 feet below the station. The current is 

swift. The bed and banks of the stream are of solid rock. The banks 

are high and not liable to overflow. There is but one channel at all 

stages. There are two bench marks at this station. Bench mark No. 

1 is a bolt leaded into the rock on the left bank, 200 feet above the 

gage and 400 feet below the station; elevation, 19.17 feet above the 

zero of the new gage. Bench mark No. 2 is the top of the center stone 

of hot springs No. 17; elevation, 20.23 feet above the zero of the new 

gage.

This station was established for the purpose of determining the 

amount of water available for storage in the Sanguyjuella basin, about 

6 miles northwest of Las Vegas, N. Mex. The observations during 

1904 have been made under the direction of Mr. M. C. Hinderlider, 

district hydrographer. Owing to the extreme low stage of the river 

prior to the flood of September 29,1904, it was impracticable to obtain 

any discharge measurements.

Discharge measurements of Gallinas River near Las Vegas, N. Mex., in 1908 and 1904.

Date.

1903.

August 13 ......

1904.

October 11 &.....

Hydrographer.

G. B. Monk. .......

Width.

Feet.

43

Area of 

section.

Sq. feet.

1.85

54

Mean 

velocity.

Ft. per sec.

1.59

2.50

Gage 

height."

Feet.

0.50

1.60

Discharge.

Second-ft.

2.9

135

«Gage heights refer to original gage. b Measured from foot bridge.
118 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

Menu daily ynge height/1 infest, of Galt-max River near Lax Veyas, N. Mex., for 1904.

Hay.

I..'............

3. ............. 

4. .............

6..............

8. ............. 

9..............

10. .............

11..............

12.............

13..............

14. .............

15..............

16..............

17..............

18..............

19..............

20. .............

21..............

'>2

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Jan.

0.20 

.20 

.20 

.20 

.15 

.10 

.10 

.10 

.10

.10

.10

.10

.10

.10

.20

.20

.20

.20

.20

.20

.20

.20

.20

.20

.20

.20

Feb.

0.35 

.20 

.20 

.20 

.20 

.20 

.20 

.20 

.20

.20

.20

.20

.20

.20

.20

.20

.20 

.20

.20

.20

.20

.20

.20

.50

.40

.40

.70

Mar.

0.60 

.50 

.50 

.25 

.20 

.20 

.20 

.35 

.40

.25

.40

.40

.30

on

QA

.30

.30

.20

.20

.20

.20

.20

.20

.20

Apr.

0.20 

.20 

.20 

.20 

.20 

.20 

.20 

.20 

.20

.20

.20

.20

.20

.20

.20

.20

.20 

9n

.20

°0

May.

0.20 

.20 

.20 

.25 

.20 

.20 

.20 

.20

.20

.20

OQ

.20

.20

.20

.20

.20

.20 

°8

.20

.20

.20

.20

.20

June.

0.20 

.20 

.20 

.20 

.20 

.20 

.20 

.20 

°0

30

.20

On

.20

.20

.20

.20

.20

.20

.20

.30

.25

.20

.20

July.

O.tiO 

.30 

.20 

.20 

.20 

.20 

.35 

.25 

.20

.20

.20

.20

.20

.20

.20

.20

.20

.57

75

60

65

.75

.60

.50

.65

Aug.

0.65 

.80 

.65 

.50 

.85 

.85 

1.00 

.80

Kn

f^fi

.40

.45

.50

CfV

.40

1.98 

.75

.55

.40

.40

.45

.40

.30

1.12

1.00

.85

.75

.70

.60

Sept.

0.60 

.50 

.40 

.30 

.30 

.30 

.30 

.20

.20

.20

.15

.10 

.10

.10

.10

.10

.10

.10

.10

.10

1.25

Oct.

1.80 

2.10

1.50

1.30

1 °0

90

Qft

.90

.95 

.95

1.00

1.00

1.00

1.10

1.10

1.10

1.20

1.20

1.20

1.20

1.20

1.20

Nov.

1.20 

1.25 

1.15 

1.05 

1.00 

1.05 

1.10 

1.10 

1.10

1.05

1.05

1.10

1.10

1.05

1.10 

1.10

1.10

1.10

1.10

1.10

1.05

1.20

1.10

1.15

1.10

1.00

1.50

Dec.

1.00 

.90 

.90 

.90 

.95 

1.00 

1.00 

.90 

1.05

1.05

1.10

1.10

1.10

1.10

1.10

1.10

1.15

1.10 

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.15

1.20

« All gage heights refer to original gage. 

HONDO RIVER AT ROSWELL, N. MEX.

This station was established April 25, 1903, by W. M. Reed. It is 

located at the bridge at the intersection of Main and Vegas streets, 

Roswell, N. Mex. The gage is a 4 b}T 4 inch inclined timber set on 

the right bank 150 feet below the bridge. It is read by members of 

the Geological Survey office force at Roswell. Discharge measurements are made from the highway bridge. The initial point for 

soundings is a zero marked on the east stringer at the north end of 

the bridge. The channel is nearly straight for 50 feet above and 450 

feet below the bridge and has a width at ordinary high stages of 40 

feet. The current has a moderate velocity. Both banks are low and 

overgrown with weeds, bat are not liable to overflow. The bed of the 

stream is sandy loam, fairly permanent, and free from vegetation. 

There is but one channel at all stages. The bench mark is the initial 

point for soundings. Its elevation is S.50 feet above the zero of the
TAYLOR AND 

HOYT. ETO GEA *DE DRAINAGE BASIN. 119

The observations at this 

the direction of W. M. Ret

station during 1904: have been made under 

i, district hydrographer.

Discharge measurements tf Hondo River at Bos well, N. Mex., in 1904-

Date. Hydrograph

May 28......... F.

July 3

September 

September 

September 

September

October 10 

November

Dobs

rfo

28... .....do ......

28... .....do ......

28... .....do ......

29 ... .....do ......

...... .....do ......

...... .....do ......

2 .... .....do ......

Mean daily gage height, in ft

Day.

6...........

7...........

g

10...........

11...........

10

13...........

14...........

15...........

16...........

May. July.

1.78

Aug.

0.30

.30 

1.30

1.20

1.35

3.05

.50

.50

2.95

1 '75

Sept.

1.40

.85

r. Width.

F" t.

14 

25 

31 

22 

22 

32 

26 

29 

12

Area of 

section.

Sq.feet. 

7 65 ' 

61 

24 

39 

112 

74 

85 

10.8

Mean 

velocity.

Ft. per sec. 

0.40 

2.55 

3.23 

2.57 

3.12 

3.71 

3.46 

3.95 

1.27

Gage 

height.

Feet. 

0.53 

2.80 

3.60 

2.30 

2.95 

4.50 

3.85 

4.20 

.90

Discharge.

Second-ft. 

2.8 

167 

196 

61 

121 

415 

257 

336 

13.7

i, of Hondo River at Roswell, N. Mex., for 1904-

)ct.

.90 

.25 

.55 

;.40 

:.20 

!. 15 

1.65 

1.60 

L80 

t.35 

1.50 

S.25 

!.70 

>.10 

1.90 

1.75

Nov.

0.70 

.60 

.60 

.60 

.GO 

.65 

.70 

.80 

.90 

.90 

.90 

.90

.90 

.70 

.70 

.65

Day.

17 

18 

19 

20 

21 

22 

23 

24 

25 

26 

27 

?,8

29 

30 

31

May.

n as

.27

......

July.

0.15

1.50

1.05

00

1.25

1.60

Aug. Sept.

2. 25

3.15

4.30

Oct.

1.75

1.75

1.70

1.60

1.60

1.60

1.50

1.50

1.40

.90

.90

1.00

1.00

.90

.85

Nov.

NOTE. River dry during 1904 on days for which no gage height is given. 

HONDO RIVER AT H 3NDO RESERVOIR SITE, NEW MEXICO.

This station was established March 9, 1903, by W. A. Wilson. It 

is located at the first New Mexico reservoir dam site, 12 miles southwest of Roswell, N. Mex. A footbridge has been constructed 75 feet 

below the dam for the purpose of making discharge measurements. 

The gage is a 4 by 4 inch inclined timber which is located 10 feet north 

of this bridge. The gage is read twice each day by Lee Hall. The 

initial point for soundings is 1 foot south of the north end of the west 

stringer of the bridge. The channel is straight for 200 feet above and
120 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132.

below the station. The current is swift at high water and sluggish at 

low water. Both hanks are high, without trees, and not liable to overflow. There is but one channel at all stages. The bed is composed of 

shifting sand, and the cross section changes during each flood. Bench 

mark No. 1 is the upper surface of the crosspiece which supports the 

stringer at the north end of the bridge. Its elevation is 8.50 feet 

above the zero of the gage. Bench mark No. 2 is on a ledge of rock 

which bears S. 45° W. and is 650 feet distant from the gage. Its 

elevation is 19.10 feet above the zero of the gage.

The observations at this station during 1904 have been made under 

the direction of W. M. Reed, district hydrographer.

Discharge measurements of Hondo River at Hondo reservoir site, New Mexico, in 1904-

Date.

July 4. .........

July 19 .........

July 19.........

August 10 ......

September 3 ....

October !!«_....

November 11 ..."

Hydrographer.

W. A.Wilson......

.....do............

.....do ............

.....do ............

.....do ............

.....do ............

Width.

Feet.

27

26

28

23

18

22

118

12

Area of 

section.

Sq.feet. 

12

107

135

43

17

24

622

7.6

Mean 

velocity.

Ft. per sec. 

3.07

5.35

5.33

3.19

2.99

2.57

10.16

2.50

Gage 

height.

Feet. 

1.90

7.10

7.75

2.90

2.40

2.30

10.64

1.00

Discharge.

^econd-ft. 

37

573

720

137

50

61

6,322

19

"Computed by Kutter's formula.
TAYLOE AND" 

HOYT. RIO GRANDE DRAINAGE BASIN. 121

Mean, dully gage height, in feet, of Hondo River at Hondo reservoir site, New Mexico, for

1904.

Day.

1 ...................................

g

]0. ..................................

]3........... ........................

15 ...................................

18...................................

19...................................

20...................................

21...................................

23 ...................................

'>4

25

26 ...................................

28...................................

29........... ........ .....

30...................................

31......................... ..

Jan.

0.80

.70

.80

.90

1.00

1.10

1.10

1.00

.80

.70

.70

.60

.50

.30

.10

.50

.30

.20

.15

June.

0.30

1.10

.60

.50

July.

1.20

5.10

1.95

1.60

1.45

.60

1.50

1.55

5.70

2.25

1.80

2.95

3.20

2.00

1.85

1.65

1.50

1.40

1.45

.65

Aug.

2.10

4.25

2.90

3.60

5. 05

2.80

2.50

5.45

4.05

2.60

2.35

1.80

1.60

1.60

1.60

1.55

1.35

.60

1.00

1.55

.60

1.70

2.90

2.40

2.10

1.45

.65

60

Sept.

5.60

1.45

1.65

1.40

.60

1.20

2.60

2.60

1.45

1.15

5.50

Get.

10.05

1.80

1.15

1.00

.70

.35

3.05

a 9. 90

8.05

7.80

5.20

4.00

3.35

2.90

2.55

2.25

2.00

1.75

1.55

1.50

1.45

1.40

1.35

1.30

1.30

1.30

1.25

1.20

1.15

1.15

1.25

Nov.

1.20

1.20

1.20

1.15

1.10

1.10

1.10

1.05

1.00

'1.00

1.00

1.10

1.05

1.05

.95

1.00

1.00

1.00

.95

.95

.95

1.00

1.00

.95

1.00

1.00

.95

1.00

1.00

.95

Dec.

0.95

.90

.90

.90

1.35

.90

.95

.90

.90

1.00

.95

.90

.90

.95

1.05

.95

1.05

1.00

1.00

1.00

1.00

.95

.90

.95

.90

.90

61.70

61.35

61.50

61.35

61.20

a River over its banks. z» Ice conditions. 

NOTE. Dry during 1904 on days j.or which no gage height is given.

TOYAH CREEK AT TOYAHVALE, TEX.

Toyah Creek is located in trans-Pecos, Texas, in Reeves County, and 

is fully described in Water-Supply Paper No. 105. It rises in a large 

spring 40 miles southwest of Pecos, Tex., and the water is used both 

for irrigation and power purposes, the power plants being a result 

of the irrigation as they are located upon the irrigation ditches.

About 100 yards north of Toyah Spring, on the land of C. W. 

Giffin, are two other springs (that derive their waters from a similar 

underground source), with a combined discharge of 8 second-feet. 

The location of these springs in arid Texas makes their waters very 

valuable, and they have been utilized in the excellent irrigation 

systems that are fully described in Water-Supply Papers Nos. 71 

and 105,
122 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132.

The discharge of the main spring has been measured as follows:

Discharge measurements of Toyah Creek at Toyahvale, Tex., 1900 and 1904.

Date.

Septembers, 1900 ......

July 21, 1904 ...........

Hydrographer.

T. U. Taylor. ......--..,. ..-.--.-.--....--.

.....do ....................................

Discharge.

Second-feet. 

46

46

SANTA ROSA SPRING NEAR FORT STOCKTON, TEX.

Santa Rosa Spring is 9 miles from Grand Falls and 28 miles north 

of Fort Stockton. It rises suddenly in the mesquite prairie and is 

carried off in ditches to the irrigated farms of Ray and Scott, near the 

post-office of Santa Lucia. The discharge of the spring, as measured 

on July 27, 1904, at the irrigation ditch at Santa Lucia, was 4 secondfeet.

COMANCHE CREEK NEAR FORT STOCKTON, TEX.

Comanche Creek is located in Pecos County and has its source at 

the town of Fort Stockton, and this creek has long been a factor in 

the civilization of western Texas. It was here where one of the first 

United States Government forts was established, on account of the 

excellent water. The oldest irrigation systems in trans-Pecos, Texas, 

away from the Rio Grande are located here. The waters of this 

creek are used both for irrigation and power, the power plant being 

located upon the irrigation ditches.

Discharge measurements have been made as follows:

Discharge measurements of Comanche Creek near Fort Stockton, Tex., 1899 and 1904-

Date.

Summer, 1899. ..........

July 26, 1904............

Hydrographer.

T. U. Taylor _........--..---..----.---.-.--

... .do ......i... ..........................

Discharge.

Second-feet. 

66

64

DEVILS RIVER AT DEVILSRIVER, TEXAS.

This station was established in April, 1900, by the International 

(Water) Boundary Commission. It is opposite the Southern Pacific 

Railway station at Devilsriver. The river is about 50 miles in length, 

has a perennial flow, and during flood periods is subject to great 

fluctuations.

The observations at this station during 1904 have been made under 

the direction of International (Water) Boundary Commission.
TAYLOE 

HOYTrTAND ] RIO GRANDE DRAINAGE BASIN,

Discharge measurements of Devils Rirer at Devilsriver, Tex., in 1904-

123

Date.

January 11 ....

January 17

January 27 ....

February 5 ....

February 15 ...

February 21 ...

February 26 ...

March 7 .......

March 17 ......

March 23 ......

March 30 ......

April 4 ........

April 12 .......

April 22 .......

April 27 .......

May 6.........

May 11 ........

May 16 ........

May 23 ........

May 27 ........

June 1 ........

June 6 ........

June 11 .......

June 20 .......

June 27

Hydrographer.

J. D. Dillard. ........

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

do

rlo ....... .

July 5. ........ E. E. Winter ........

July 11. ....... .... .do ..............

July 22........ .....do ..............

July 25........ .....do ..............

July 29........ .....do ..............

August 3 .......... .do ..............

August 29 ..... .... .do ..............

« On April 17 the cable at this station was mo

Area of 

section.

Square feet. 

450 

441 

450 

449 

442 

446 

449 

438 

440 

447 

447 

438 

449 

429 

664 

286 

317 

318 

361 

336 

334 

316 

590 

389 

339 

325 

369 

356 

351 

361 

362 

352 

347 

342 

345 

344 

647 

425 

422 

ved 150 feet d

Mean 

velocity.

Ft. per sec. 

1.18 

1.22 

1.21 

1.21 

1.20 

1.15 

1.15 

1.18 

1.11 

1.15 

1.14 

1.12 

1.17 

1.14 

2.68 

1.56 

1.54 

1.53 

1.64 

1.55 

1.52 

1.49 

2.31 

1.69 

1.57 

1.52 

1.39 

1.27 

1.17 

1.35 

1.33 

1.39 

1.39 

1.41 

1.29 

1.26 

2.23 

1.32 

1.44 

ownstream.

Gage 

height.

Feet. ' 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.25 

2.3 

2.3 

2.25 

2.35 

2.25 

3.7 

2.25 

2.25 

2.25 

2.4 

2.3 

2.3 

2.25 

3.25 

2.6 

2.4 

2.3 

2.3 

2.3 

2.25 

2.3 

2.3 

2.25 

2.25 

2.25 

2.25 

2.25 

3.3 

2.5 

2.5 

The old gage

Discharge.

Second-feet. 

529 

537 

546 

542 

529 

513 

517 

516 

488 

512 

511 

490 

526 

491 

1,777 

445 

489 

485 

593 

520 

509 

472 

1, 361 

656 

532 

495 

512 

451 

412 

488 

482 

489 

483 

481 

444 

432 

1,443 

563 

609 

is still used.
124 STREAM MEASUREMENTS IN 1904, PART IX. [NO. 132. 

Discharge measurements of Devils Hirer at Devilsriver, Tex., in 1904- Continued.

Date.

October 6 ......

October 24.....

November 4 ...

November 23 . .

November 27 . .

December 2 ....

December 22. ..

December 30...

Hydrographer.

E. E. Winter ........

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do ..............

.....do .:............

.....do ..............

.....do ..............

Area of 

section.

Square feet. 

363

411

374

376

377

352

357

364

344

345

Mean 

velocity.

Ft. per sec. 

1.48

1.45

1.35

1.36

1.32

1.29

1.34

1.34

1.30

1.28

Gage 

height.

Feet. 

2.4

2.5

2.4

2.4

2.4

2.35

2.35

2.3

2.3

2.3

«

Discharge.

Second-feet. 

538

596

504

513

499

454

478

489

446

443

Mean, daily gage height, in feet, of Devils River at Devilsriver, Tex., for 1904-

Day.

1.... ...........

2..............

4.............. 

5.. ............

6. ....... ......

7............:-.

8..............

9..............

10. .............

11.............. 

12..............

13..............

14..............

16..............

17..............

18..............

19.............. 

20. .............

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Jan.

2.3

2.3

2.3

2.3 

2.3

2.3 

2.3

2.3

2.3

2.3

2.3 

2.3

2.3

2.3

2.3

2.3

2.3 

2.3

2.3 

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2,3

2.3

2.3

Feb.

2.3

2.3

2.8

2.3 

2.3

2.3 

2.3

2.3

2.3

2.3

2.3 

2.3

2.3

2.3 

2.3

2.3

2.3 

2.3

2.3 

2.3

2.3

2.3

2.3

2.8

2.3

2.3

2.3

2.3

2.3

.......

Mar.

2.3

2.3

2.25

2.25 

2.25

2.25 

2.25

2.25

2.25

2.3

2.3 

2.3

2.3

2.3

2

0

2.3 

2.3

2.3 

2.3

2.3

2.3

2

0

2

0.

2.3

2.3

2.25

2.25

2.25

2.25

2,25

Apr.

2.3

2.3

2.35 

2.35

2.3

2.3

2.3

2.25

2.25 

2.25

2.25

2.25

9 9^

2.25 

2.25

2.25

2.25

3.4

2.35

2 OK

2.25

2.25

2.25

2.25

2.25

May.

2.3

2.3

2.25 

2.25

2.25

2.25

2.5 

2.5

2.45

2.4

2

0

2.3

2.3

2.3

2

0.

2.25

2.25

2.3

2.3

2.35

2,35

2,3

June.

2.25

2.25

2.25

2.25 

2.8

3.2 

2.6

2.45

2.45

2.45

2.7 

2.7

2.6

2.5 

2.5

2.4

2.4 

2.4

2.4 

2.4

2.4

2.4

2.35

2.35

2.35

2.3

2.3

2.3

2.3

2.3

July.

2.3

2.3

2.3

2.3 

2.3

O Q

2.3

2.3

2.3

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

3.2

2.3

2.25

2.25

2.25

2.25

2.25

2.25

Aug.

2.25

2.25

2.25

2.25 

2.25

2.25 

2.25

2.25

2.25

2.25

2.25 

2.25

2.25

2.25 

2.25

2.25

2.25 

2.25

2.25 

2.25

2.25

2.25

2.25

2.25

2.25

2.25

2.25

2.25

2.25

2.25

2.25

Sept.

2.25

2.25

2.25

2.3 

2.3

'2.35 

2.5

2.85

3.0

2.8

2.5 

2.55

2.35

2.3

2.3

2.3 

2.5

2.5 

2.5

2.5

2.75

2.95

2.5

2.5

2.5

2.5

2.5

2.5

2.5

Oct.

2.5

2.5

2.5

2.5 

2.5

2.45 

2.5

2.5

2.5

2.5

2.5 

2.5

2.5

2.5 

2.5

2.45

2.4 

2.4

2.4 

2.4

2.4

2.4

2.5

2.5

2.4

2.4

2.4

2.4

2.4

2.4

2.4

Nov.

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

2.35

2.35

2.35

2.35

2.35

2.35

2.35

Dec.

2.35

2.35

2.35

2.3 

2.3

2.3 

2.3

2.3

2.3

2.3

2.3 

2.3

2.3

2.3 

2.3

2.3

2.3 

2.3

2.3 

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3
TAYLOR 

HOYT,AND ] RIO GRANDE DRAINAGE BASIN. 125

Mean daily discharge, in second-feet, of Demls River at Devilsriver, Texas, for 1904.

Day. Jan.

1.............. 530

 > ^30

5.............. 530

6.............. «530

7.............. 530

8.............. 535

9.............. 535

10.............. 535

n ' a t&~\

12 535

13.............. 535

14.............. 540

17 « 545

18 545

1Q tvi^

20.............. 545

 21.............. 545

22 545

°3 545

24.............. 545

25.............. 545

28.............. 540

29.............. 540

30.............. 540

31.............. 540

Feb.

535

535

530

KOA

n f^on

con

COK

cnt^

525

520

520

515

«515

K1 K

K-IK

K1 Ki

xi r>

K-IC;

515

515

515

K1 K

«515

K1K

^1 fi

JVI K

Mar.

515

510

490

490

490

«490

490

490

510

510

510

510

515

515

M n

PL-lrt

510

510

490

490

490

"490

490

Apr.

510

510

525

a525

525

ivin

510

490

490

a 4QH

490

490

490

490

490

490

490

don

4on

al,580

490

445

AAZ.

445

445

May.

470

460

490

500

480

490

490

485

485

485

680

680

a 630

595

530

5°0

520

520

«520

480

480

"510

K1 A

560

560

510

June.

a 470

470

470

470

800

«1,300

655

560

560

560

"730

730

655

590

590

530

530

530

530

a 530

530

510

510

510

495

a 495

495

495

495

July.

500

500

510

5101

a 510

500

490

480

470

460

a 450

450

450

450

450

450

410

410

410

410

a 490

450

450

440

440

440

Aug.

450

470

a 490

490

490

490

490

485

485

485

485

a 485

480

480

480

«480

470

465

460

455

450

445

440

440

435

435

430

430

Sept.

430

430

430

480

480

505

620

970

al, 120

910

600

650

480

440

440

440

440

560

560

a 565

570

770

930

580

580

580

580

580

580

580

Oct.

590

600

610

a 610

610

"575

610

610

610

610

600

600

600

600

600

570

530

530

530

530

530

530

595

530

530

530

530

530

530

530

Nov.

520

515

510

a 505

505

505

510

510

510

510

510

a 510

510

510

510

505

505

505

505

500

500

500

«500

460

460

460

a 455

456

450

450

Dec.

470

a 480

480

440

445

450

455

460

465

470

475

480

485

«490

480

475

470

465

460

455

450

a 445

445

445

445

445

445

445

445

a 445

445

a Meter measurements. 

Estimated monthly discharge of Devils River at Devilsriver, Texas, for 1904-

Month.

January ...............................

February ..............................

March .................................

April ..................................

May ............................. .....

June ...................................

July...................................

August. .... . . .

September .............................

October .... ...........................

November

December ..............................

Discharge in second-feet.

Maximum.

545 

535 

515 

1,580 

680 

1,300 

1,200 

490 

1,120 

610 

520 

490

1,580

Minimum.

530 

515 

490 

445 

460 

470 

410 

430 

430 

530 

450 

440

410

Mean.

538 

520 

503 

523 

519 

578 

479 

464 

596 

570 

495 

460

520

Total in 

acre-feet.

33, 104 

29,911 

30, 932 

31, 140 

31, 934 

34,364 

29, 455 

28, 532 

35, 464 

35, 078 

29, 474 

28, 264

377, 652
126 STKEAM MEASUREMENTS IN 1904, PART IX.

SAN FELIPE CREEK AT DELKIO, TEX.

[NO. 132.

San Felipe Creek rises in four large springs northeast of Delrio, 

Tex., and flows south 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, while the one to 

the east has recently befen constructed by G. Bedell Moore. The following table shows the discharge measurements that have been taken 

on the combined flow of Madre ditch and the creek just south of the 

railroad bridge of the Southern Pacific Railway.

Discharge measurements of San Felipe Creek at Delrio, Tex., 1895-1904-

Date.

December, 1895 .........

March, 1899.............

September, 1900. ........

December, 1901 .........

September, 1902..... ....

March, 1904.............

Hydrographer.

C. C. Babb ................................

T. U. Taylor. ..............................

.....do ....................................

C. N. Campbell............................

T. U. Taylor. ..............................

.....do ...................................

Discharge.

Second '-feet. 

99

113

«149

''150

115

"118

a Rainy season. > After Brackett flood. ^Includes 38 second-feet in ditch.

LAS MORAS CREEK NEAR BRACKETTVILLE, TEX.

Las Moras, 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 very variable, being a reflex 

barometer of the season preceding, and, like the Leona at Uvalde, it 

gives a safe index of the rainfall on the Edwards Plateau for the 

months before. The following table shows the discharge measurements that have been taken:

Discharge measurements of Las Moras Creek near Brackettmlle, Tex., 1895-1904.

Date.

December, 1895 .........

June, 1899..............

September, 1900.........

September, 1902. ........

September, 1902. . .......

March, 1904 ............

Hydrographer.

C. C. Babb ................................

T. U. Taylor. ..............................

.....do ....................................

.....do ....................................

.....do ....................................

.....do ....................................

Discharge.

Second-feet, 

ft 21

''60

f'51

611

''11

a At footbridge, Brackett. fcMilligansBend.
TAYLOK 

HOYT

AND ~| 

'. J

KIO GBANDE DBAINAGE BASIN.

Discharge of the big springs of Texas.

127

Stream."

Bartons Springs... 

Clear Creek.......

Comanche Creek _. 

Comal River......

Devils River ......

Kickapoo Spring.. 

Lampasas River... 

1 ia$ Moras Creek .. 

Leona River ......

Lipan Spring .....

Mill Creek........

Mormon Springs .. 

Salado Creek .....

San Antonio River 

San Felipe Creek.. 

San Marcos Creek. 

Sail Pedro Creek .. 

Santa Rosa Spring. 

San Saba River....

Toyah Creek......

Minimum 

discharge in 

second-feet.

20

15

65

320

380

4

10

11

0

1

10

4

13

10

90

150

9

4

15

46

Location.

Austin.

Menard County.

Fort Stockton.

Comal County.

Valverde County.

Tom Green County.

Lampasas.

Brackettville.

Uvalde.

Tom Green County.

San Saba.

Austin.

Bell County.

San Antonio (hot wells).

Delrio.

San Marcos.

San Antonio.

Santa Lucia.

Fort McKavett.

Toyahvale.

"Stream leading from spring. 

MISCELLANEOUS MEASUREMENTS IN RIO GRANDE DRAINAGE BASIN.

Discharge measurements at miscellaneous stations.

Stream. Date. Hydrographer.

1904. 

Kio Grande canal 200 feet May 16

above head-gate.

Rio Grande at Monte Vista.' May 24 .....do

Rio Grande Valley ditch ]....do...].....do 

5 miles northwest of 

Monte Vista.

G. B. Monk....

Rio Grande at Monte Vista. 

Rio Grande at San Marcial. 

Rio Grande at Monte Vista. 

RioGrandeat Albuquerque 

Rio Grande at San Marcial.

July 14 .do.

July '25 '.....do .

July 30

Oct. 22

Nov. 3

.do. 

.do. 

.do.

Width. Area of 

section.

Feet. 

66

157

14

105

155

44

102

159

Sq.feet. 

100

389

16

134

138

40

600

Mean 

velocity.

Gage 

height.

Ft. per sec. | 

4.71

1.35

4.00

.58

2.11

2.05

3.75

4.92

Feet. 

1.70

.50

7.80

.60

8.10

Discharge.

Second-fl. 

471

525

64

77

291

82

2,252

1,318

INDEX,

Albuquerque, N. Mex. 

Rio Grande at:

Colorado River (of Tekas) at:

discharge

Barton Springs near 

Austin, Tex.:

Brackettville, Tex. 

Las Moras Creek near:

Brazos River at 

Richmond, Tex.:

Waco, Tex.-

Carlsbad, N. Mex. 

Pecos River at:

description ...................

discharge. ........ \ ...........

gage heights. .................

Clear Creek in 

Menard County, Tex.:

Colorado River (of Texas) at 

Ton. 139 OF, Q

Page.

127

.... 44

.... 44, 127

36

37

39

38

39

45

44

.... 44, 127

126

.... 126,127

.... 32-33

33

35

33

.... 34

.... 28-29

30

31

on

01

28

103

103

104

127

37

39

00

OQ

Colorado River (of Texas) at Continued. 

Columbus, Tex.:

Colorado River (of Texas) drainage basin:

Comal River at 

New Braunfels, Tex.:

Comanche Creek near 

Fort Stockton, Tex.:

Conejos River near 

Mogote, Colo. :

Cuero, Tex.

Rio Grande near:

Delrio, Tex.

San Feiipe Creek at:

d ischarge. ........................

Devils River at 

Devilsriver, Tex.:

19Q

Page. 

40

40

41

42

35

40

40

42

49

50,127

122

122, 127

94

95

96

95

45-46

46

49

48

52

53 

54

126

126, 127

122

123-124
130 INDEX.

Devils River at Continued.

Devilsriver, Tex. Continued.

discharge, mean daily............

discharge, monthly ..............

gage heights......................

Devils River, Texas.

Rio Grande below mouth of:

description.......................

discharge.........................

discharge, mean daily ...........

discharge, monthly ..............

gage heights .....................

Devilsriver, Tex. 

Devils River at:

description.......................

discharge ............... .... 123-

discharge, mean daily............

discharge, monthly..............

gage heights......................

Eagle Pass, Tex. 

Rio Grande near:

description .......................

discharge.........................

discharge, mean daily............

discharge, monthly...............

gage heights......................

El Paso, Tex.

Rio Grande near:

description.......................

discharge.........................

discharge, mean daily............

discharge, monthly...............

gage heights......................

Evadale, Tex.

Neches River at:

description .......................

discharge.........................

gage heights......................

Flood, the Pecos, of 1904:

description...........................

Fort McKavett, Tex. 

San Saba River atdischarge.........................

Fort Stockton, Tex.

Comanche Creek near:

description.......................

discharge.........................

Santa Rosa Spring near:

description .......................

Fort Sumner, N. Mex. 

Pecos River near:

description .......................

discharge.........................

discharge, mean daily............

discharge, monthly...............

gage heights......................

Gallinas River near 

Las Vegas, N. Mex.:

description.......................

discharge.........................

Guadalupe River near 

_ Cuero, Tex.:

description.........

discharge...........

discharge, monthly.

Page.

125

125

124

84-85 

87

122

124,127

125

125

124

67-68

68-69

70

71

69

23

24

24

114-116

122

122,127

122

98-99

99

100

101

100

116-117

117

118

45-46 

46 

49

Guadalupe River near Continued. Page. 

Cuero, Tex. Continued.

gage heights...................... 47

rating table....................... 48

Guadalupe River drainage basin:

description........................... 45

Hondo reservoir site, New Mexico: 

Hondo River at:

description ....................... 119-120

discharge......................... 120

gage heights...................... 121

Hondo River at 

Hondo reservoir site, New Mexico:

description....................... 119-120

discharge......................... 120

gage heights...................... 121

Roswell, N. Mex.:

description ....................... 118-119

discharge......................... 119

gage heights...................... 119

Kickapoo Spring near 

San Angelo, Tex.:

description....................... 43

discharge......................... 127

Lampasas, Tex.

Lampasas River at:

discharge......................... 127

Lampasas River at 

Lampasas, Tex.:

discharge......................... 127

Langtry, Tex.

Rio Grande near:

description....................... 80

discharge......................... 80-81

discharge, mean daily............ 83

discharge, monthly .............. 83

gage heights...................... 82

Las Moras Creek near 

Brackettville, Tex.:

description................'....... 126

discharge......................... 126,127

Las Vegas, N. Mex.

Gallinas River near:

description....................... 116-117

discharge......................... 117

gage heights...................... 118

Leona River at 

Uvalde, Tex:

description....................... 51

discharge......................... 51,127

Lipan Spring nearSan Angelo, Tex.:

description.....................

discharge.......................

Lobatos, Colo.

Rio Grande near:

description.....................

discharge. ......................

discharge, monthly ............

43

127

rating table.......................

Longview, Tex.

Sabine River near:

description....................... 19-20

discharge......................... 20

discharge, monthly.............. 23
INDEX. 131

Longview, Tex. Continued. Page.

Sabine River near Continued.

gage heights...................... 21

rating table....................... 22

Margueretta flume near 

Pecos, Tex.:

description....................... 104-105

discharge......................... 105

gage heights...................... 107

rating table....................... 108

Mill Creek at 

SanSaba, Tex.:

discharge......................... 127

Mogote, Colo.

Conejos River near.

description....................... 94

discharge......................... 95

discharge, monthly............... 96

gage heights...................... 95

rating table....................... 96

Monte Vista, Tex.

Rio Grande at and near:

discharge......................... 127

Moorhead, Tex.

Pecos River near:

description....................... 109

discharge......................... 109-111

discharge, mean daily............ 113

discharge, monthly............... 114

gage heights...................... 112

Mormon Springs near 

Austin, Tex.:

description....................... 45

discharge......................... 127

Neches River at 

Evadale, Tex.:

description....................... 23

discharge......................... 24

gage heights...................... 24

New Braunfels, Tex.

Comal River at:

description....................... 49

discharge......................... 50

Pecos, Tex.

Margueretta flume near:

description....................... 104-105

discharge......................... 105

gage heights...................... 107

rating table....................... 108

Pecos River near:

description....................... 104-105

discharge......................... 1C5

discharge, monthly............... 109

gage heights...................... 106

rating table....................... 108

West Valley ditch:

discharge, mean daily............ 106

Pecos flood of 1904:

description........................... 114-116

Pecos River at and near 

Carlsbad, N. Mex.:

description....................... 103

discharge......................... 103

gage heights.....:................ 104

Fort Sumner, N. Mex.:

description....................... 98-99

discharge......................... 99

Pecos River at and near Continued. Page.

Fort Sumner, N. Mex. Continued.

discharge, mean daily............ 100

discharge, monthly............... 101

gage heights...................... 100

Moorhead, Tex.:

description....................... 109

discharge......................... 109-111

discharge, mean daily............ 113

discharge, monthly............... 114

gage heights...................... 112

Pecos, Tex.:

description....................... 104-105

discharge......................... 105

discharge, monthly............... 109

gage heights...................... 106

rating table....................... 108

Roswell,N. Mex.:

description....................... 101

discharge......................... 102

gage heights...................... 102

Santa Rosa, N. Mex.:

description....................... 97

discharge......................... 97

gage heights................. I 1 .... 98

Presidio, Tex., ''

Rio Grande above:

description....................... 71

discharge......................... 72

discharge, mean daily............ ' 74

discharge, monthly............... 75

gage heights...................... 73

Rio Grande below:

description....................... 75

discharge......................... 75-78

discharge, mean daily............ 79

discharge, monthly............... 79

gage heights...................... 78

Richmond, Tex.

Brazos River at:

description....................... 32-33

discharge.......................'.. 33

discharge, monthly .............. 35

gage heights....................... 33

rating table....................... 34

Rio Grande canalabove head-gate:

discharge......................... 127

Rio Grande at and nearAlbuquerque, N. Mex.:

discharge......................... 127

Del Norte, Tex.:

description....................... 52

discharge......................... 53

discharge, monthly .............. 54

gage heights...................... 53

rating table ...................... 54

Devils River, Texas:

description....................... 84

discharge......................... 84-85

discharge, mean daily............ 87

discharge, monthly .............. 88

gage heights...................... 86

Eagle Pass, Tex.:

description....................... 88

discharge......................... 88-91

discharge, mean daily............ 93
132 INDEX.

Rio Grande at and near Continued. Page.

Eagle Pass, Tex. Continued.

discharge, monthly .............. 94

gage heights...................... 92

El Paso, Tex.:

description....................... 67-68

discharge......................... 68-66

discharge, mean daily............ 70

discharge, monthly .............. 71

gage heights...................... 69

Langtry, Tex.:

description ........................ 80

discharge......................... 80-81

discharge, mean daily............ 83

discharge, monthly .............. 83

gage heights...................... 82

Lobatos, Colo.:

description ....................... 55

discharge......................... 55

discharge, monthly .............. 57

gage heights...................... 56

rating table ...................... 56

Monte Vista, Tex.:

discharge......................... 127

Presidio, Tex.: 

__ description ....................... 71,75

discharge........................ 72,75-78

discharge, mean daily............ 74,79

discharge, monthly .............. 75,79

gage heights...................... 73,78

San Ildefonso, N. Mex.:

description ....................... 57-58

discharge......................... 59

discharge, monthly............... 62

gage heights...................... 60

rating tables...................... 61

San Marcial, N. Mex.:

description ....................... 62-63

discharge....................... 63-64,127

discharge, mean dail y............ 66

discharge, monthly............... 67

gage heights...................... 65

Rio Grande drainage basin:

description........................... 51

Rio Grande Valley ditch near 

Monte Vista, Tex.:

discharge......................... 127

Riverside, Tex.

Trinity River at:

description....................... 25

discharge......................... 26

discharge, monthly .............. 28

gage heights...................... 26

rating table ...................... 27

Roswell, N. Mex.

Hondo River at:

description....................... 118-119

discharge......................... 119

gage heights...................... 119

Pecos River near:

description....................... 101

discharge......................... 102

gage heights...................... 102

Sabine River near 

Longview, Tex.:

description....................... 19-20

discharge......................... 20

Sabine River near Continued. Page. 

Longview, Tex. Continued.

discharge, monthly .............. 23

gage heights...................... 21

rating table....................... 22

Sabine River drainage basin:

description........................... 19

Salado Creek in 

Bell County, Tex.:

discharge......................... 127

San Angelo, Tex.

Kickapoo Spring near:

description....................... 43

discharge. ....................... 127

Lipan Spring near:

description....................... 43

discharge......................... 127

San Antonio, Tex.

San Antonio River at:

description....................... 50

discharge......................... CO, 127

San Pedro Creek at:

discharge......................... 127

San Antonio River at 

San Antonio, Tex.:

description....................... 50

discharge............ ............ ",0,127

San Felipe Creek at 

Delrio, Tex.:

description....................... 126

discharge......................... 1J6,127

San Ildefonso, N. Mex. 

Rio Grande near:

description....................... .'.7-58

discharge......................... 59

discharge, monthly .............. 62

gage heights............ ......... 60

rating tables...................... 61

San Marcial, N. Mex. 

Rio Grande near:

description....................... 62-63

discharge....................... 63-64,127

discharge, mean daily............ 66

discharge, monthly .............. 67

gage heights...................... 65

San Marcos, Tex.

San Marcos Creek at:

discharge......................... 127

San Marcos Creek at 

San Marcos, Tex.:

discharge......................... 127

San Pedro Creek at 

San Antonio, Tex.:

discharge......................... 127

San Saba, Tex. 

Mill Creek at:

discharge.......................

San Saba River at:

description.....................

discharge.......................

San Saba River at 

Fort McKavett, Tex.:

discharge.......................

San Saba, Tex.:

description.....................

discharge.......................

127

127

43
IJSTDEX. 138

Santa Lucia, Tex. Page. 

Santa Rosa Spring at:

discharge......................... 127

Santa Rosa, N. Mex. 

Pecos River at:

description....................... 97

discharge......................... 97

gage heights...................... 98

Santa Rosa Spring at and near 

Fort Stockton, Tex.:

description....................... 122

Santa Lucia, Tex.:

discharge......................... 127

Springs of Texas:

discharge and list of.................. 127

Toyah Creek at 

Toyahvale, Tex.:

description....................... 121

discharge......................... 122,127

Toyahvale, Tex. 

Toyah Creek at:

description.................. .... 121

discharge......................... 122,127

Trinity River at 

Riverside, Tex.:

description....................... 25

discharge......................... 26

discharge, monthly .............. 28

gage heights ..................... 26

rating table ...................... 27

Trinity River drainage basin:

description........................... 25

Uvalde, Tex.

Leona River at:

description....................... 51

discharge......................... 51.127

Waco, Tex.

Brazos River at:

description....................... 28-29

discharge......................... 30

discharge, monthly .............. 31

gage heights ..................... 30

rating table ...................... 31

West Valley ditch near 

Pecos, Tex.:

discharge,mean daily............ 106

o