DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SUEVEY

GEORGE OTIS SMITH, DIRECTOR

WATER-SUPPLY PAPER 268

SURFACE WATER SUPPLY OF THE 

UNITED STATES

1909

PART Till. WESTERN GULF OF MEXICO

PREPARED UNDER THE DIRECTION OF M. 0. LEIGHTON

BY

W. B. FEEEMAN AND K. H. BOLSTEE

WASHINGTON

GOVERNMENT PRINTING OFFICE 

1911

CONTENTS.

Page.

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

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

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

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

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

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

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

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

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

Office methods of computing and studying discharge and run-off.......... 20

Accuracy and reliability of field data and comparative results............ 24

Use of the data........................................................ 25

Cooperative data...................................................... 25

Cooperation and acknowledgments....................................... 26

Division of work...................................................... 26

Gaging stations in western Gulf of Mexico drainage basins................... 27

Rio Grande drainage basin................................................. 28

General features....................................................... 28

Rio Grande proper.................................................... 32

Rio Grande at Thirtymile Bridge, near Creede, Colo................. 32

Rio Grande near Creede, Colo....................................... 34

Rio Grande near Del Norte, Colo................................... 36

Rio Grande near Lobatos, Colo..................................... 38

Rio Grande near Buckman, N. Mex................................ 41

Rio Grande near San Marcial, N. Mex.............................. 43

Rio Grande near El Paso, Tex....................................... 45

Rio Grande above Presidio, Tex.................................... 48

Rio Grande below Presidio, Tex.................................... 51

Rio Grande near Langtry, Tex...................................... 54

Rio Grande below Devils River, Tex................................ 56

Rio Grande at Eagle Pass, Tex...................................... 59

Rio Grande near Laredo, Tex....................................... 61

Rio Grande near Roma, Tex........................................ 63

Rio Grande near Brownsville, Tex................................... 65

Conejos River basin.................................................... 67

Conejos River near Mogote, Colo..................................... 67

Santa Fe Creek basin.................................................. 69

Santa Fe Creek at Santa Fe, N. Mex................................ -69

Flood on Bluewater Creek, N. Mex., Sept. 6, 1909....................... 73

Mimbres River basin................................................... 75

Mimbres River near Faywood, N. Mex.............................. 75

Cameron Creek basin.................................................. 78

Cameron Creek at Fort Bayard, N. Mex.............................. 78

Stephens Creek near Fort Bayard, N. Mex........................... 80

3
4 CONTENTS.

Rio Grande drainage basin Continued. Page.

Pecos River drainage basin............................................. 81

Description........................................................ 81

Pecos River near Fort Sumner, N. Mex............................. 83

Pecos River near Dayton, N. Mex................................... 86

Pecos River near Lakewood, N. Mex................................ 88

Pecos River near Moorhead, Tex.................................... 90

Gallinas River near Las Vegas, N. Mex............................... 93

Devils River drainage basin............................................ 95

Devils River at Devils River, Tex.................................. 95

Rio Salado drainage basin............................................... 97

Rio Salado near Guerrero, Tamaulipas, Mex.......................... 97

Rio San Juan drainage basin........................................... 99

Rio San Juan near Santa Rosalia ranch, Tamaulipas, Mexico......... 99

Miscellaneous measurements in Rio Grande basin ............................. 101

Index.................................................................... 103

ILLUSTRATIONS.

Page. 

PLATE I. Typical gaging stations; A, For bridge measurement; B, For

wading measurement......................................... 16

II. Small Price current meters...................................... 18

III. Leasburg diversion dam and headgates of Rio Grande canal looking upstream................................................. 30

IV. A, The largest concrete drop in main Rio Grande canal; B, Concrete flume across Pecos River, N. Mex........................ 30

V. A, Rio Grande near Creede, Colo.; B, Conejos River near Mogote,

Colo.......................................................... 34

VI. A, Automatic gage on Mimbres River near Faywood, N. Mex.; B,

Pecos River valley between Ribera and Fort Sumner, N. Mex.. 76
SURFACE WATER SUPPLY OF THE WESTERN GULF OF

MEXICO, 1909.

By W. B. FREEMAN and R. H. BOLSTER.

INTRODUCTION.

AUTHORITY FOE INVESTIGATIONS.

This volume contains results of flow measurements made on certain streams in the United States. The work was performed by 

the water-resources branch of the United States Geological Survey, 

either independently or in cooperation with organizations mentioned 

herein. These investigations are authorized by the organic law of 

the Geological Survey (Stat. L., vol. 20, p. 394), which provides, 

among other things, as follows:

Provided that this officer [the Director] shall have the direction of the Geological 

Survey and the classification of public lands and examination of the geological structure, mineral resources, and products of the national domain.

Inasmuch as water is the most abundant and most valuable 

mineral in nature the investigation of water resources is included 

under the above provision for investigating mineral resources. The 

work has been supported since the fiscal year ending June 30, 1895, 

by appropriations in successive sundry civil bills passed by Congress 

under the following item:

For gauging the streams and determining the water supply of the United States, and 

for the investigation of underground currents and artesian wells, and for the preparation of reports upon the best methods of utilizing the water resources.

The various appropriations that have been made for this purpose 

are as follows:

Annual appropriations for the fiscal year ending June 30 

1895................................................................. $12,500

1896................................................................. 20,000

1897 to 1900, inclusive............................................... 50,000

1901 to 1902,inclusive............................................... 100, 000

1903 to 1906,inclusive............................................... 200, 000

1907................................................................. 150,000

1908 to 1910,inclusive............................................... 100, 000

1911................................................................. 150,000

5
6 SURFACE WATER SUPPLY, 1909, PART VIII. 

SCOPE OF INVESTIGATIONS.

These investigations are not complete nor do they include all the 

river systems or parts thereof that might purposefully be studied. 

The scope of the work is limited by the appropriations available. 

The field covered is the widest and the character of the work is believed 

to be the best possible under the controlling conditions. The work 

would undoubtedly have greater scientific importance and ultimately 

be of more practical value if the money now expended for wide areas 

were concentrated on a few small drainage basins; but such a course 

is impossible because general appropriations made by Congress are 

applicable to all parts of the country. Each part demands its proportionate share of the benefits.

It is essential that records of stream flow shall be kept during a 

period of years long enough to determine within reasonable limits 

the entire range of flow from the absolute maximum to the absolute 

minimum. The length of such a period manifestly differs for different 

streams. Experience has shown that the records for some streams 

should cover from five to ten years, and for other streams twenty 

years or even more, the limit being determined by the relative importance of the stream and the interdependence of the results with other 

long-time records on adjacent streams.

In the performance of this work an effort is made to reach the 

highest degree of precision possible with a rational expenditure of 

time and a judicious expenditure of a small amount of money. In 

all engineering work there is a point beyond which refinement is 

needless and wasteful, and this statement applies with especial force 

to stream-flow measurements. It is confidently believed that the 

stream-flow data presented in the publications of the survey are in 

general sufficiently accurate for all practical purposes. Many of the 

records are, however, of insufficient length, owing to the unforeseen 

reduction of appropriations and consequent abandonment of stations. 

All persons are cautioned to exercise the greatest care in using such 

incomplete records.

Records have been obtained at more than 1,550 different points 

in the United States, and in addition the surface water supply of 

small areas in Seward Peninsula and the Yukon-Tanana region, 

Alaska, has been investigated. During 1909 regular gaging stations 

were maintained by the survey and cooperating organizations at about 

850 points in the United States, and many miscellaneous measurements were made at other points. Data were also obtained in 

regard to precipitation, evaporation, storage reservoirs, river profiles, 

and water power in many sections of the country and will be made 

available in the regular surface water-supply papers and in special 

papers from time to time.
WESTERN GULF OP MEXICO. 7 

PURPOSES OF THE WORK.

The results contained in this volume are requisite to meet the immediate demands of many public interests, including navigation, irrigation, domestic water supply, water power, swamp and overflow 

land drainage, and flood prevention.

Navigation. The Federal Government has expended more than 

$250,000,000 for the improvement of inland navigation, and prospective expenditures will approximate several times this amount. 

It is obvious that the determination of stream flow is necessary to 

the intelligent solution of the many problems involved.

Irrigation. The United States is now expending $51,000,000 on 

federal irrigation systems, and this amount is far exceeded by the 

private expenditures of this nature in the arid West. The integrity 

of any irrigation system depends absolutely on the amount of water 

available. Therefore investigations of stream flow in that portion of 

the country are not only of first importance in the redemption of the 

lands but constitute an insurance of federal and private investments.

Domestic water supply. The highest use of water is for domestic 

supply, and although this branch of the subject is of less direct federal 

interest than the branches already named, it nevertheless has so 

broad a significance with respect to the general welfare that the 

Federal Government is ultimately and intimately concerned.

Water power. The development of the water power of the country 

is an economic necessity. Our stock of coal is being rapidly depleted 

and the cost of steam power is increasing accordingly. Industrial 

growth and, as a consequence, the progress of the United States as 

a nation will cease if cheap power is not available. Water power 

affords the only avenue now open. When the electric transmission 

of power was accomplished the relation of our water powers to 

national economy changed entirely. Before the day of electric transmission water power was important only at the locality at which it 

was generated, but it has now become a public utility in which the 

individual citizen is vitally interested. Inasmuch as the amount of 

water power that may be made available depends on the flow of 

rivers, the investigation of flow becomes a prerequisite in the judicious 

management of this source of energy.

Drainage of swamp and overflowed lands. More than 70,000,000 

acres of the richest land in this country are now practically worthless 

or of precarious value by reason of overflow and swamp conditions. 

When this land is drained it becomes exceedingly productive and 

its value increases many fold. Such reclamation would add to 

the national assets at least $700,000,000. The study of run-off is the 

first consideration in connection with drainage projects. If by the 

drainage of a large area into any particular channel that channel
SURFACE WATER SUPPLY, 1909, PART VIII.

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

upon to convey that overflow conditions are created in places where 

previously the land was not subject to inundation, then drainage 

results merely in an exchange of land values. This is not the purpose of drainage improvement.

Flood prevention. The damage from floods in the United States 

probably exceeds on the average $100,000,000 annually, and in the 

year 1908, according to estimates based on reliable data, the aggregate damage approximated $250,000,000. Such an annual tax on 

the property of great regions should be reduced in the orderly progress 

of government. It goes without saying that any consideration of 

flood prevention must be based on a thorough knowledge of stream 

flow, both in the contributing areas which furnish the water and 

along the great lowland rivers.

PUBLICATIONS.

The data on stream flow collected by the United States Geological 

Survey since its inception have appeared in the annual reports, bulletins, and water-supply papers. Owing to natural processes of evolution and to changes in governmental requirements, the character of 

the work and the territory covered by these different publications 

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

States Reclamation Service, the United States Forest Service, the 

United States Weather Bureau, and the United States Geological 

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

divided into twelve parts, whose boundaries coincide with certain 

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

following list of papers on surface water supply for 1909. The dividing line between the North Atlantic and South Atlantic drainage 

areas lies between York and James rivers.

Papers on surface ivater supply of the United States, 1909.

Part.

I

11

III

IV

V

No.

261

262

263

204

265

Title.

North Aclantic coast.

South Atlantic coast and eastern 

Gulf of Mexico.

Ohio River Basin.

St. Lawrence River Basin.

Upper Mississippi River and Hudson 

Bay basins.

Part.

VI

VII 

VIII

IX

X

XI 

XII

No.

266

267 

268

269

270

271 

272

Title.

Missouri River Basin.

Lower Mississippi River Basin. 

Western Gulf of Mexico.

Colorado River Basin.

Great Basin.

California. 

North Pacific coast.

The following table gives the character of data regarding stream 

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

United States Geological Survey exclusive of all special papers. 

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

the data are available.
WESTEBN GTJLF OF MEXICO.

Stream-flow data, in reports of the United States Geological Survey. 

[Arm.=Annual Report; B.=Bulletin; W. S.=Water-Sapply Paper.]

Report.

12th Ann., pt. 2........

13th Ann., pt. 3........

B. 131..................

16th Ann., pt. 2........

B. 140..................

W. S. 11................

W. S. 15................

W. S. 16................

W. S. 27..... ...........

W. S. 28................

W. S. 35 to 39. .........

W. S. 47 to 52..........

22d Ann., pt. 4.........

W. S. 65, 66............

W.S. 75..... ...........

W. S. 82 to 85..........

W. S. 97 to 100.........

W. S. 124 to 135. .......

W. S. 165 to 178........

W.S. 201 to 214........

W. S. 241 to 252........

W. S. 261 to 272........

Character of data.

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

monthly discharge (also many data covering earlier years).

(also similar data for some earlier years).

States, eastern Mississippi River, and Missouri River above 

junction with Kansas.

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

(also some long-time records').

eastern Mississippi River, and Missouri River.

western United States.

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

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

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

Year.

1884 to Sept.,

1890. 

1884 to June 30,

1891. 

1884 to Dec. 31,

1892. 

1888 to Dee. 31,

1893. 

1893 and 1894.

1895.

1896.

1895 and 1896.

1897.

1897.

1897.

1898.

1898.

1898.

1899

189k

1900.

1900.

1901.

1901.

1902.

1903.

1904.

1905.

1906.

1907-8.

1909.

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

The records at most of the stations discussed in these reports 

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

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

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

numbers of the papers on surface water supply published from 1899 

to 1909. Wherever the data for a drainage basin appear in two 

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

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

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

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

relating to Platte and Kansas rivers.
10 SURFACE WATER SUPPLY, 1909, PART VIII.

Numbers of water-supply papers containing results of stream measurements, 1899-1909.

Atlantic coast and eastern 

Gulf of Mexico: 

New England rivers... 

Hudson River to Delaware Eiver, incluSusquehanna River to 

York River, incluJames River to Yadkin River, inclusive. 

Santee River to Pearl 

River, 'inclusive. . . . .

Mississippi River:

Upper Mississippi

Lower Mississippi 

River....... . .

Western Gulf of Mexico. . . 

Pacific coast and Great 

Basin:

South Pacific coast to 

Klamath River, inNorth Pacific coast.. . .

1899.a

35

QE

qc

(35), 36

36 

36

36

| 36

(36), 37

} »

37

f}n\ qo

38, (39)

(38), 39

38

1900.6

47 

47,C48)

48

48

48 

49

48, (49)

49

49, (50)

50

50 

50

51

V 51

51

1901.

65,75

65,75

65,75 

65,75

66,75

65, 75

65,75

1(65). \ 

\66,75/

66, 75

60, 75

66,75

66,75

1902.

82 

82

82

(82), 83

83 

(82), 83

85

83

83

84

(83), 84

84 

85

85

85

85

1903.

97 

97

97

(97), 98

98 

97

100

98

98, (99)

99

(98), 99

99

100

100

100

1904.

124 

125

126

126

127 

129

130

128

/ .128, 

I (130)

/ 130,

I (131) 

/ (128), 

\ 131

132 

/ 133,

I (134) 

( 133,

I (134) 

134

135

1905.

165 

166

167

167

168 

170

171

169

} »'

f I 179 17"

(169), 

173

174 

175,

(177) 

176,

(177) 

177

f(177). 

\ 178

1906.

201 

202

203

203

204 

206

207

205

207

208

(205), 

209

210 

211,

(213) 

212,

(416) 

213

| 214

1907-8.

241 

241

241

242

242 

244

245

243

245

240

> 247

248 

249,

(251) 

250.

(251) 

'251

252

1909.

261 

261

261

262

262 

264

265

263

265

266

267

268 

269,

(2/1) 

270,

(271)

271

272

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

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

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

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

No.

83

97

98

99

128

130

131

134

169

177

205

213

251

271

River basin. Tributaries included.

James.......

Missouri....

Colorado....

Sacramento. 

Great Basin. 

Delaware....

Ohio........

Missouri.....

Lower Mississippi.. 

/James..............

\St. Lawrence.......

Lower Mississippi..

James..............

Lower Mississippi..

Upper Mississippi..

Lower Mississippi..

Upper Mississippi..

Missouri...........

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

\Great Basin........

Lower Mississippi.. 

[Colorado...........

{Great Basin........

[North Pacific coast.

Lower Mississippi.. 

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

\Great Basin........

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

\Great Basin........

Gallatin.

Green, Gunnison, Grand above junction with Gunnison.

Except Kings and Kern.

Mqhave.

Wissahickon and Schuylkill.

Scioto.

Loup and Platte near Columbus, Nebr. All tributaries below

junction with Platte. 

Yazoo.

Lake Ontario, tributaries to St. Lawrence River proper. 

Yazoo.

Do.

Tributaries from the west. 

Yazoo.

Tributaries from the west. 

Platte, Kansas.

Data near Yuma, Ariz., repeated. 

Susan, Owens, Mohave. 

Yazoo.

Below junction with Gila. 

Susan repeated, Owens, Mohave. 

Rogue, Urnpqua, Siletz. 

Yazoo, Homochitto.

Data at Hardyville repeated; at Yuma, Salton Sea. 

Owens, Mohave.

Yuma and Salton Sea stations repeated. 

Owens River basin.
WESTEEN GULF OF MEXICO. 11

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

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

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

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

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

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

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

being given before taking up the next one below.

The exceptions to this rule occur in the records for Mississippi 

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

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

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

forth over the lake surface.

DEFINITION OF TEEMS.

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

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

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

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

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

defined as follows:

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

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

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

given in the following table of equivalents:

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

and city water supply.

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

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

It is commonly used by miners and irrigators throughout the West 

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

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

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

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

regards time and area.

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

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

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

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

in inches.
12 SURFACE WATER SUPPLY, 1909, PART VIII.

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

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

used in connection with storage for irrigation work.

CONVENIENT EQUIVALENTS.

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

computations:

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

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

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

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

minute; equals 646,272 gallons for one day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

100 California miner's inches equal 96 Colorado miner's inches.

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

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

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

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

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

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

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

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

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

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

1 acre-foot equals 325,850 gallons. »

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

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

1 foot equals 0.3048 meter.

1 mile equals 1.60935 kilometers. '

1 mile equals 5,280 feet.

1 acre equals 0.4047 hectare.

1 acre equals 43,560 square feet.

1 acre equals 209 feet square, nearly.

1 square mile equals 2.59 square kilometers.

1 cubic foot equals 0.0283 cubic meter.

1 cubic foot equals 7.48 gallons.

1 cubic foot of water weighs 62.5 pounds.

1 cubic meter per minute equals 0.5886 second-foot.
WESTERN GULF OF MEXICO. 13

1 horsepower equals 550 foot-pounds per second.

1 horsepower equals 76 kilogram-meters per second.

1 horsepower equals 746 watts.

1 horsepower equals 1 second-foot falling 8.80 feet.

1J horsepower equal about 1 kilowatt.

To calculate water power quickly: Sec --ft-Xfall in feet_net horsepower on water

wheel realizing 80 per cent of theoretical power.

EXPLANATION OF TABLES.

For each drainage basin there is given a brief description of general conditions covering such features as area, source, tributaries, 

topography, geology, conditions of forestation, rainfall, ice conditions, 

irrigation, storage, power possibilities, and other special features of 

importance or interest.

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

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

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

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

For stations located at weirs or dams the gage-height table is omitted.

.In addition to statements regarding the location and installation 

of current-meter stations, the descriptions give information in regard 

to any conditions which may affect the constancy of the relation of 

gage height to discharge, covering such points as ice, logging, shifting 

conditions of flow, and backwater; also information regarding diversions which decrease the total flow at the measuring section. Statements are also made regarding the accuracy and reliability of the 

data.

The discharge-measurement table gives the results of the discharge 

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

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

discharge in second-feet.

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

surface of the river as found from the mean of the gage readings 

taken each day. At most stations the gage is read in the morning 

and in the evening. The gage height given in the table represents 

the elevation of the surface of the water above the zero of the gage. 

All gage heights during ice conditions, backwater from obstructions, 

etc., are published as recorded, with suitable footnotes. The rating 

is not applicable for such periods unless the proper corrections to 

the gage heights are known and applied. Attention is called to the 

fact that the zero of the gage is placed at an arbitrary datum and has 

no relation to zero flow or the bottom of the river. In general, the 

zero is located somewhat below the lowest known flow, so that 

negative readings shall not occur.
14 SURFACE WATER SUPPLY, 1909, PART VIII.

The discharge measurements and gage heights are the base data 

from which rating tables, daily discharge tables, and monthly discharge tables are computed.

The rating table gives, either directly or by interpolation, the discharge in second-feet corresponding to every stage of the river recorded 

during the period for which it is applicable. It is not published in 

this report, but can be determined from the daily gage heights and 

daily discharges for the purpose of verifying the published results as 

follows:

First plot the discharge measurements for the current and earlier 

years on cross-section paper with gage heights in feet as ordinates and 

discharge in second-feet as abscissas. Then tabulate a number of 

gage heights taken from the daily gage height table for the complete 

range of stage given and the corresponding discharges for the days 

selected from the daily discharge table and plot the values on crosssection paper. The last points plotted will define the rating curve 

used and will lie among the plotted discharge measurements. After 

drawing the rating curve, a table can be developed by scaling off the 

discharge in second-feet for each tenth foot of gage height. These 

values should be so adjusted that the first differences shall always be 

increasing or constant, except for known backwater conditions.

The table of daily discharges gives the discharges in second-feet 

corresponding to the observed gage heights as determined from the 

rating tables.

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

gives the mean flow, as determined from the rating table, for the day 

when the mean gage height was highest. As the gage height is the 

mean for the day, it does not indicate correctly the stage when the 

water surface was at crest height and the corresponding discharge 

consequently larger than given in the maximum column. Likewise, 

in the column of "Minimum" the quantity given is the mean flow for 

the day when the mean gage height was lowest. The column headed 

"Mean" is the average flow in cubic feet for each second during the 

month. On this the computations for the remaining columns, which 

are defined on page 11, are based.

FIELD METHODS OF MEASURING STREAM FLOW.

There are three distinct methods of determining the flow of openchannel streams: (1) By measurements of slope and cross section 

and the use of Chezy's and Kutter's formulas; (2) by means of a 

weir or dam; (3) by measurements of the velocity of the current and 

of the area of the cross section. The method chosen depends on the 

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

available, and the length of time that the record is to be continued.
WESTEEN GULP OP MEXICO. 15

Slope method. Much information has been collected relative to the 

coefficients to be used in the Chezy formula, v=c-\fRs^. This has 

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

determining the values of the coefficient n which appears therein. 

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

approximate, owing to the difficulty in obtaining accurate data and 

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

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

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

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

is referred to the various text-books on hydraulics.

Weir method. Relatively few stations are maintained at weirs or 

dams by the United States Geological Survey. Standard types of 

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

accurate coefficients have been experimentally obtained, give very 

accurate records of discharge if properly maintained. At practically 

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

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

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

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

backwater at high stages, uncertainty regarding coefficient, irregularity of crest, obstructions from logs or ice, use of flashboards, old 

turbines with imperfect ratings, and many others, depending on the 

type of development and the uses of the diverted water.

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

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

experience of the United States Geological Survey, however, that 

records at current-meter gaging stations under unobstructed-channel 

conditions are more accurate than those collected at dams and where 

the conditions are reasonably favorable are practically as good as 

those obtained at sharp-crested weirs. 1

Velocity method. Streams in general present throughout their 

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

location of the measuring section with respect to these physical 

conditions current^meter gaging stations may in general be divided 

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

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

1 The determination of discharge over the different types of weirs and dams is treated fully in " Weir 

experiments, coefficients, and formulas" (Water-Supply Paper 200) and in the various text-books on 

hydraulics. "Turbine water-wheel tests and power tables" (Water-Supply Paper 180) treats of the discharge through turbines when used as meters. The edition of the latter water-supply paper is nearly 

exhausted. The paper can, however, be consulted at most of the larger libraries of the country or it can 

be obtained from the Superintendent of Documents, Washington, D. C., at a cost of 20 cents.
16 SURFACE WATER SUPPLY, 1909, PART VIII.

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

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

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

determining the daily flow different office methods are necessary for 

each class. The field data on which the determinations are based and 

the methods of collecting them are, however, in general the same.

Great care is taken in the selection and equipment of gaging stations for determining discharge by velocity measurements in order 

that the data may have the required degree of accuracy. They are 

located, as far as possible, at such points that the relation between 

gage height and discharge will always remain constant for any given 

stage. The experience of engineers of the Geological Survey has 

been that permanency of conditions of flow is the prime requisite of 

any current-meter gaging station when maintained for several years, 

unless funds are available to cover all changes in conditions of flow. 

A straight, smooth section, without cross currents, backwater, boils, 

etc., at any stage is highly desirable, but on most streams is not 

attainable except at the expense of a cable equipment. Rough, permanent sections, if measurements are properly made by experienced 

engineers, taking measuring points at a distance apart of 5 per cent 

or less of the total width, will within reasonable limits yield better 

results for a given outlay of money than semipermanent or shifting 

sections with smooth, uniform current. So far as possible, stations 

are located where the banks are high and not subject to overflow at 

high stages and out of the influence of tributary streams, dams, or 

other artificial obstructions which might affect the relation between 

gage height and discharge.

A gaging station consists essentially of a gage for determining the 

daily fluctuations of stage of the river and some structure or apparatus from which discharge measurements are made, usually a bridge 

or cable.

The two factors required to determine the discharge of a stream 

past a section perpendicualr to the mean direction of the current are 

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

that section.

In making a measurement with a current meter a number of points, 

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

the measuring section at which observations of depth and velocity 

are taken. (See PL I, A.) These points are spaced equally for those 

parts of the section where the flow is uniform and smooth, and are 

spaced unequally for other parts, according to the discretion and 

judgment of the engineer. In general, the points should not be spaced 

farther apart than 5 per cent of the channel width, nor farther apart 

than the approximate mean depth of the section at the time of 

measurement.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 268 PLATE I

A. FOR BRIDGE MEASUREMENT.

B. FOR WADING MEASUREMENT.

TYPICAL GAGING STATIONS.

WESTERN GULF OF MEXICO. 17

The measuring points divide the total cross section into elementary 

strips, at each end of which observations of depth and velocity are 

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

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

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

The sum of the discharges of the elementary strips is the total discharge of the stream. 1

Depths for the determination of the area are usually obtained 

by sounding with the current meter and cable. In rough sections 

or swift current an ordinary weight and cable are used, particular 

care being taken that all observations shall be in the plane of the 

cross section.

Two methods of determining the velocity of flow of a stream are 

in general use the float method and the current-meter method.

The float method, with its various modifications of surface, subsurface, and tube or rod floats, is now considered obsolete in the 

ordinary practice of the United States Geological Survey. The use 

of this method is limited to special conditions where it is impracticable to use the current meter, such as in places where large quantities of ice or debris which may damage the meter are flowing with 

the current, and for miscellaneous measurements or other work where 

a high degree of accuracy is not necessary. Tube floats are very 

satisfactory for use in canals with regular bottoms and even flow of 

current. Measurements by the float method are made as follows: 

The velocity of flow of the stream is obtained by observing the time 

which it takes floats set free at different points across the stream to 

pass between two range lines about 200 feet apart. The area used 

is the mean value obtained from several cross sections measured 

between the two range lines. The chief disadvantages of this method 

are difficulty in obtaining the correct value of mean area for the 

course used and uncertainty regarding the proper coefficient to apply 

to the observed velocity.2

The Price current meter is now used almost to the exclusion of 

other types of meters by the United States Geological Survey in the 

determination of the velocity of flow of water in open channels, a 

use for which it is adapted under practically all conditions. 3

Plate II shows in the center the new type of penta-recording current 

meter equipped for measurements at bridge and cable stations; on the 

left the same type of meter is shown equipped for wading measure1 For a discussion of methods of computing the discharge of a stream see Engineering News, June 25,1908.

2 Further information regarding this method is given in Water-Supply Paper 95 and in the various textbooks covering the general subject of stream flow. The edition of this paper is nearly exhausted. It can, 

however, be consulted at most of the larger libraries of the country, or can be obtained from the Superintendent of Documents, Washington, D. C., at a cost of 15 cents.

3 See Hoyt, J. C., and others, use and care of the current meter as practiced by the United States Geological Survey: Trans. Am. Soc. C. E., vol. 66,1910, p. 70.

83182° WSP 268 11 2
18 SUEPACE WATER SUPPLY, 1909, PART VIII.

ments, to record by the acoustic method; the meter shown on the 

right is equipped to record electrically. (See PI. I, B.) Briefly, the 

meter consists of six cups attached to a vertical shaft which revolves 

on a conical hardened-steel point when immersed in moving water. 

The revolutions are indicated electrically. The rating or relation 

between the velocity of the moving water and the revolutions of 

the wheel is determined for each meter by drawing it through still 

water for a given distance at different speeds and noting the number 

of revolutions for each run. From these data a rating table is prepared which gives the velocity per second of moving water for any 

number of revolutions in a given time interval. The ratio of revolutions per second to velocity of flow in feet per second is very nearly a 

constant for all speeds, and is approximately 0.45.

Three classes of methods of measuring velocity with current meters 

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

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

vertical velocity curve and 0.2 and 0.8 depth.

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

10 to 20 per cent of the depth apart. By plotting these velocities as 

abscissas and their depths as ordinates and drawing a smooth curve 

among the resulting points, the vertical velocity curve is developed. 

This curve shows graphically the magnitude and changes in velocity 

from the surface to the bottom of the stream. The mean velocity 

in the vertical is then obtained by dividing the area bounded by 

this velocity curve and its axis by the depth. This method of obtaining the mean velocity in the vertical is probably the best known, 

but on account of the length of time required to make a complete 

measurement its use is largely limited to the determination of coefficients for purposes of comparison and to measurements under ice.

In the second multiple-point method the meter is held successively 

at 0.2 and 0.8 depth, and the mean of the velocities at these two 

points is taken as the mean velocity for that vertical. (See PI. I, A.) 

On the assumption that the vertical velocity curve is a common 

parabola with horizontal axis, the mean of the velocities at 0.22 and 

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

Actual observations under a wide range of conditions show that this 

multiple-point method gives the mean velocity very closely for openwater conditions and that in a completed measurement it seldom 

varies as much as 1 per cent from the value given by the vertical 

velocity curve method. Moreover, the indications are that it holds 

nearly as wTell for ice-covered rivers. It is very extensively used in 

the regular practice of the United States Geological Survey.

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

the depth of the threat} of meaij yelocjty or at an arbitrary depth
U. S. GEOLOGICAL SURVEY

E?

SMALL PRICE CURRENT METERS.

WESTEEN" GULF OF MEXICO. 19

for which the coefficient for reducing to mean velocity has been 

determined or must be assumed.

Extensive experiments by means of vertical velocity curves show 

that the thread of mean velocity generally occurs between 0.5 and 

0.7 total depth. In general practice the thread of mean velocity is 

considered to be at 0.6 depth, and at this point the meter is held in 

most of the measurements made by the single-point method. A 

large number of vertical velocity curve measurements, taken on 

many streams and under varying conditions, show that the average 

coefficient for reducing the velocity obtained at 0.6 depth to mean 

velocity is practically unity. The variation of the coefficient from 

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

0.8 method and the general results are not as satisfactory.

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

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

effect of the wind or other disturbing influences. This is known as 

the subsurface method. The coefficient for reducing the velocity 

taken at the subsurface to the mean has been found to be in general 

from about 0.85 to 0.95, depending on the stage, velocity, and channel conditions. The higher the stage the larger the coefficient. This 

method is especially adapted for flood measurements or when the 

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

position for the other methods.

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

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

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

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

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

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

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

rapid enough to vitiate the accuracy of the resulting velocity.

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

owing to diversity and instability of conditions during the winter 

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

of flow of water under ice. The method now employed is to make 

frequent discharge measurements during the frozen periods by the 

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

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

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

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

a series of curves) similar to that used for open channels, but considering, in addition to gage heights and discharge, the varying 

thickness of ice. 1

1 For information in regard to flow under ice cover see Water-Supply Paper U. S. Geol. Survey No. 187, 

1907,
20 SUEFACE WATEE SUPPLY, 1909, PAET VIII.

OFFICE METHODS OF COMPUTING AND STUDYING DISCHARGE AND

RUN-OFF.

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

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

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

The rating tables prepared from these curves are then applied to 

the tables of daily gage heights to obtain the daily discharges, and 

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

are computed.

Rating curves are drawn and studied with special reference to 

the class of channel conditions which they represent. The discharge 

measurements for all classes of stations when plotted with gage 

heights in feet as ordinates and discharges in second-feet as abscissas 

define rating curves which are generally more or less parabolic in 

form. In many cases curves of area in square feet and mean velocity 

in feet per second are also constructed to the same scale of ordinates 

as the discharge curve. These are used mainly to extend the discharge curves beyond the limits of the plotted discharge measurements and for checking purposes to avoid errors in the form of the 

discharge curve and to determine and eliminate erroneous measurements.

For every rating table the following assumptions are made for 

the period-of application of the table: (a) That the discharge is a function of and increases gradually with the stage; (&) that the discharge is 

the same whenever the stream is at a given stage, and hence such 

changes in conditions of flow as may have occurred during the period 

of application are either compensating or negligible, except that the 

rating is not applicablefor known conditions of ice, log jams, or other 

similar obstructions; (c) that the increased and decreased discharge 

due to change of slope on rising and falling stages is either negligible 

or compensating.

As already stated, the gaging stations may be divided into several 

classes, as indicated in the following paragraphs:

The stations of class 1 represent the most favorable conditions for 

an accurate rating and are also the most economical to maintain. 

The bed of the stream is usually composed of rock and is not subject 

to the deposit of sediment and loose material. This class includes 

also many stations located in a pool below which is a permanent 

rocky riffle that controls the flow like a weir. Provided the control 

is sufficiently high and close to the gage to prevent cut and fill at the 

gaging point from materially affecting the slope of the water surface, 

the gage height will for all practical purposes be a true index of the 

discharge. Discharge measurements made at such stations usually
WESTERN GULP OF MEXICO. 21

plot within 2 or 3 per cent of the mean discharge curve, and the rating 

developed from that curve represents a very high degree of accuracy. 

Stations of this type are found in the north Atlantic coast drainage 

basins.

Class 2 is confined mainly to stations on rough mountainous 

streams with steep slope. The beds of such streams are, as a rule, 

comparatively permanent during low and medium stages, and when 

the flow is sufficiently well defined by an adequate number of discharge measurements before and after each flood the stations of this 

class give nearly as good results as those of class 1. As it is seldom 

possible to make measurements covering the time of change at flood 

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

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

recorded during the flood. Hence the only uncertain period occurs 

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

actual change in conditions of flow. Stations of this type'are found 

in the upper Missouri River drainage basin.

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

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

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

nor is it necessary for the uses to which discharge data are applied. 

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

The percentage error, however, is greater at low stages. No absolute 

rule can be laid down for stations of this class. Each rating curve 

must be constructed mainly on the basis of the measurements of the 

current year, the engineer being guided largely by the past history 

of the station and the following general law. If all measurements 

ever made at a station of this class are plotted on cross-section paper, 

they will define a mean curve which may be called a " standard 

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

high stage a relatively constant condition of flow occurs at medium 

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

smooth curve which is practically parallel to the standard curve 

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

at stations with semipermanent and shifting channels. It is not 

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

requirements of estimates made at low and medium stages after a 

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

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

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

the measuring section. For all except small streams the changes in
22 STJEFACE WATEE SUPPLY, 1909, PART VIll.

section usually occur at the bottom. The following simple but typical 

examples illustrate this law:

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

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

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

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

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

be analogous to a uniform fill or cut in a river channel which either 

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

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

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

marked tendency toward decrease or increase, respectively, of the 

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

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

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

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

rocky control, the area curve will remain the same as before the 

change, and it can be shown that here again the change in velocity 

curve is such that it will produce a new discharge curve essentially 

parallel to the original discharge curve with respect to their ordinates.

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

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

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

If these changes are very radical and involve large percentages of 

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

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

which tend to produce a new parallel discharge curve may interfere 

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

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

measuring section would more properly fall under class 4 and would 

require very frequent measurements of discharge. Special stress is 

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

utilization of this law will yield the most probable results.

Slight changes at low or medium stages of an oscillating character 

are usually averaged by a mean curve drawn among them parallel 

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

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

considered good for stations of this class. Stations of this type are 

found in the south Atlantic coast and eastern Gulf of Mexico drainage 

basins.

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

Good results can be obtained from such sections only by frequent 

discharge measurements, the frequency varying from a measure-
WESTERN GULF OF MEXICO. 23

merit every two or three weeks to a measurement every day, according to the rate of diurnal change in conditions of flow. These 

measurements are plotted and a mean or standard curve drawn 

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

for every day of the year and that this rating is parallel to the standard curve with respect to their ordinates. On the day of a measurement the rating curve for that day passes through that measurement. 

For days between successive measurements it is assumed that the 

rate of change is uniform, and hence the ratings for the intervening 

days are equally spaced between the ratings passing through the two 

measurements. This method must be modified or abandoned 

altogether under special conditions. Personal judgment and a knowledge of the conditions involved can alone dictate the course to pursue 

in such cases. Stations of this type are found in the Platte, Arkansas, Rio Grande, and lower Colorado drainage basins.

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

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

slide rule have been generally used. All computations are carefully 

checked.

After the computations have been completed they are entered 

in tables and carefully studied and intercompared to eliminate or 

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

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

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

notes accompanying such estimates follow the daily and monthly 

discharge tables.

For most of the northern stations estimates have been made of 

the monthly discharge during frozen periods. These are based on 

measurements under ice conditions whenever available, daily records 

of temperature and precipitation obtained from the United States 

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

adjacent streams. Although every care possible is used in making 

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

being so poor that the estimates are liable to as much as 25 to 50 

per cent error. It is believed, however, that estimates of this character are better than none at all, and serve the purpose of indicating in a relative way the proportionate amount of flow during 

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

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

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

some error is involved in doing so.
24 SURFACE WATEE SUPPLY, 1909, PAET VIII.

ACCURACY AND RELIABILITY OF FIELD DATA AND COMPARATIVE

RESULTS.

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

observation. Inasmuch as the errors of meter measurements are 

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

much more accurate than the individual measurements. Numerous 

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

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

usually gives results that are much more reliable than those from 

stations at dams, where uncertainty regarding the coefficient and 

complicated conditions of flow prevail.

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

With relatively few exceptions, the observers perform their work 

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

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

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

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

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

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

The effort is made to visit every station at least once each year 

for the purpose of making a measurement to determine the constancy 

of conditions of flow since the last measurement made during the 

preceding year, and also to check the elevation of the gage. On 

account of lack of funds or for other causes some stations were not 

visited during the current year. If conditions of flow have been 

reasonably permanent up to the time of the last preceding measurement, it is considered best to publish values of discharge on the 

basis of the latest verified rating curve rather than to omit them 

altogether, although it should be distinctly understood that such 

records are at times subject to considerable error. This is also 

true, although to a less degree, of the period of records since the 

date of the last measurement of the current year. As a rule, the 

accuracy notes are based on the assumption that the rating curve 

used is strictly applicable to the current year.

In order to give engineers and others information regarding the 

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

daily discharge tables, stating the probable accuracy of the rating 

tables used, and an accuracy column is inserted in the monthly discharge table. For the rating tables "well denned" indicates, in general, that the rating is probably accurate within 5 per cent; "fairly 

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

within 15 to 25 per cent. These notes are very general and are based
WESTERN GULF OF MEXICO. 25

on the plotting of the individual measurements with reference to the 

mean rating curve.

The accuracy qplumn in the monthly discharge table does not 

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

the monthly mean. It is based on the accuracy of the rating, the 

probable reliability of the observer, and knowledge of local conditions. 

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

accurate within 5 per cent; B, within 10 per cent; 0, within 15 per 

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

USE OF THE DATA.

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

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

engineers. This is done to comply with the law, and also for theexpress purpose of giving to any engineer the opportunity of examining the computed.results and of changing and adjusting them as may 

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

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

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

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

year nearly always throw new light on data already collected and 

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

results of earlier years. It is therefore expected that the engineer 

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

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

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

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

the funds for such work are available.

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

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

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

estimates.

The daily discharges are published to allow a more detailed study 

of the variation in flow and to determine the periods of deficient flow.

COOPERATIVE DATA.

Cooperative data of various kinds and data regarding the run-off 

at many stations maintained wholly by private funds are incorporated 

in the surface water-supply reports of the United States Geological 

Survey.

Many stations throughout the country are maintained for specific 

purposes by private parties who supply the records gratuitously to 

the United States Geological Survey for publication. When such
26 SURFACE WATER SUPPLY, 1909, PART VIII.

records are supplied by responsible parties and appear to be reasonably accurate, they are verified, so far as possible, and estimated 

values of accuracy are given. Records clearly knoim to be worthless 

or misleading are not published. As it is, however, impossible to 

completely verify all such records furnished because of lack of funds 

or for other causes they are published for what they are worth, as 

they are of value as a matter of record and afford at least approximate 

information regarding stream flow at the particular localities. The 

Survey does not, however, assume any responsibility for inaccuracies 

found in such records, although most of them are believed to be 

reasonably good.

COOPERATION AND ACKNOWLEDGMENTS.

Special acknowledgments are due the following parties for assistance rendered and records furnished:

The International Boundary Commission Gen. Anson Mills, commissioner on the part of the United States; Senor Don Jacobo Blanco, 

commissioner on the part of Mexico; and W. W. Follett, consulting 

engineer on the part of the United States.

The Territorial engineer of New Mexico, Mr. V. L. Sullivan, who 

has taken great interest in this work and done everything possible 

to promote cooperation. During 1909 the Territory spent $2,500, 

winch was set aside specifically for the work throughout New Mexico, 

in addition to some other funds of the Territorial engineer's office.

The State engineer of Colorado, Mr. Charles W. Comstock, who 

paid the salaries of the observers and the expenses of the hydrographers at a number of stations in Colorado.

The Atchison, Topeka & Santa Fe Railway Co., which donated 

$1,000 to be spent in New Mexico in 1909 by the Territorial engineer 

in cooperation with the United States Geological Survey.

The Farmers Union Irrigation Co., which paid the expense of 

obtaining a record on the Rio Grande at the Thirty Mile Bridge, under 

the direction of their engineers.

The Rio Mimbres Irrigation Co., which donated $250 toward the 

installation and maintenance of an automatic gage on Mimbres 

River.

The United States Reclamation Service, which furnished the 

records on the lower Pecos River in New Mexico.

The United States Weather Bureau, the United States Forest 

Service, and many engineers and companies.

DIVISION OF WORK.

The field data in the Rio Grande drainage basin, except for those 

stations maintained by the International Boundary Commission, were 

collected under the direction of W. B. Freeman, district engineer,
WESTERN GULF OF MEXICO. 27

assisted by J. B. Stewart, G. H. Russell, and W. H. Sutton. The 

New Mexico work h-as been handled under the more immediate direction of Vernon L. Sullivan, Territorial engineer, assisted by C. D. 

Miller and others.

The data furnished by the International Water Commission were 

computed under the direction of W. W. Follett from the discharge 

measurements.

The data, ratings, and special studies of the completed data of the 

stations maintained by the United States Geological Survey were 

prepared by W. B. Freeman and R. H. Bolster. The computations 

and the preparation of the completed data for publication were made 

by G. C. Stevens, R. C. Rice, J. G. Mathers, H. D. Padgett, M. I. 

Walters, M. E. McChristie, and L. T. King.

The entire report was edited by Mrs. B. D. Wood.

GAGING STATIONS MAINTAINED IN WESTERN GULF 

OF MEXICO DRAINAGE BASINS.

The following list comprises the gaging stations regularly maintained in western Gulf of Mexico drainage basins by the United 

States Geological Survey and cooperative parties. Data for these 

stations have appeared in the published reports as shown in tables on 

pages 8-10. The stations are arranged by river basins, appear in 

downstream order, tributaries of main streams being indicated by 

indention. (Sec p. 11.)

Sabine River near Longview, Tex., 1904-1906. 

Sabine River at Logansport, La., 1903-1906.

Neches River at Evadale, Tex., 1904-1906. 

Trinity River at Dallas, Tex., 1903-1906. 

Trinity River at Riverside, Tex., 1903-1906. 

Brazos River at Waco, Tex., 1898-1906. 

Brazos River at Richmond, Tex., 1903-1906. 

Colorado River at Austin, Tex., 1895-1906. 

Colorado River at Columbus, Tex., 1902-1906.

San Saba River near San Saba, Tex., 1904-1906. 

Guadalupe River near Cuero, Tex., 1903-1906. 

Rio Grander

Rio Grande at Thirty mile Bridge, near Creede, Colo., 1909.

Rio Grande near Creede (Wason), Colo., 1907-1909.

Rio Grande near Del Norte, Colo., 1889-1909, except 1907.

Rio Grande near Lobatos (Cenicero), Colo., 1899-1909.

Rio Grande near Alamosa, Colo., 1894, 1895, 1903.

Rio Grande near Embudo, N. Mex., 1889-1903.

Rio Grande near Buckman, N. Mex. (Rio Grande near San Ildefonso), 1895-1905 

and 1909.

Rio Grande near San Marcial, N. Mex., 1895-1909.

Rio Grande near El Paso, Tex., 1889-1893, 1897-1909.

Rio Grande near Fort Hancock, Tex., 1900-1903.

Rio Grande above and below Presidio, Tex., 1900-1909.
28 SURFACE WATER SUPPLY, 1909, PART VIII.

Rio Grande Continued.

Rio Grande near Langtry, Tex., 1900-1909.

Rio Grande near Devils River (below mouth), Tex., 1900-1909.

Rio Grande near Eagle Pass, Tex., 1900-1909.

Rio Grande near Nuevo Laredo, Tamaulipas, Mexico, 1900-1903.

Rio Grande near Laredo, Tex., 1903-1909.

Rio Grande near Roma, Pex., 1900-1909.

Rio Grande near Brownsville, Tex., 1900-1909.

Conejos-River near Mogote, Colo., 1899, 1900, 1903-1909. 

Chama River near Abiquia, N. Mex., 1895-1897. 

Santa Fe Creek at Santa Fe, N. Mex., 1907-1909. 

Mimbres River near Faywood, N. Mex., 1908-1909.

Cameron Creek at Fort Bayard, N. Mex., 1907-1909. 

Stephens Creek at Fort Bayard, N. Mex., 1907-1909. 

Pecos River at Santa Rosa, N. Mex., 1903-1906. 

Pecos River near Fort Sumner, N. Mex., 1904-1909. 

Pecos River near Roswell, N. Mex., 1903-1906. 

Pecos River near Dayton, N. Mex., 1905-1909. 

Pecos River near Lakewood, N. Mex., 1906-1909. 

Pecos River at Avalon, N. Mex., 1906-1907. 

Pecos River at Carlsbad, N. Mex., 1903-1908. 

Pecos River near Pecos, Tex., 1898-1907.

Marguerreta flume near Pecos, Tex., 1898, 1900-1908. 

Pecos River near Moorhead, Tex., 1900-1909. 

Pecos River at High Bridge, near Lozier, Tex., 1898. 

Gallinas River near Las Vegas, N. Mex., 1903-1909. 

Taylor Moore ditch near Roswell, N. Mex., 1905. 

Hondo River below Hondo reservoir, N. Mex., 1903-1906. 

Hondo reservoir inlet near Hondo reservoir, N. Mex., 1906-1908. 

Hondo reservoir scour gage No. 1 near Hondo reservoir, N. Mex., 1906. 

Hondo River near Roswell, N. Mex., 1903-1906. 

Penasco River near Dayton, N. Mex., 1905-1908. 

Lake McMillan at Lakewood, N. Mex., 1906-1907 and 1909. 

Devils River near Devils River, Tex., 1900-1909. 

Rio Salado at Guerrero, Tamaulipas, Mexico, 1900-1909. 

Rio San Juan at La Quemada, Tamaulipas, Mexico, 1900-1902. 

Rio San Juan at Santa Rosalia Ranch, Tamaulipas, Mexico, 1902-1909.

RIO GRANDE DRAINAGE BASIN.

GENERAL FEATITBES.

The Rio Grande basin is a long, narrow strip of country extending 

from the southern part of Colorado southeastward tor the Gulf of 

Mexico. The perennial supply of water for the upper j third of this 

basin comes principally from a comparatively small area of about 

2,000 square miles of lofty mountains in Colorado and f the extreme 

northern part of New Mexico. The Conchos enters the river from 

the Mexican side some 200 miles below El Paso and brings a good 

perennial flow as well as enormous floods in the summer and fall. 

Pecos and Devils rivers and springs also substantially augment the 

perennial supply, and other tributaries frequently furnish flood 

discharges, so that the " lower river" is not dependent on themoun-
WESTERN GULF OF MEXICO. 29

tain area for its perennial flow. The flood season above the Conchos 

is May and June; below it is August and September. Frequently 

the river is dry at El Paso when the lower river country is inundated. 

In addition to the areas contributing a perennial supply of water and 

a spasmodic supply, a vast area of "lost river" basins which supply 

no water at any time, may, from topographic considerations, be 

included within this great catchment basin.

The Rio Grande rises in the mountainous area to the south and 

-east of the Continental Divide in southwestern Colorado, flows eastward for a time as a mountain stream, and enters the San Luis 

Valley about 80 miles below its source. In this valley it receives 

from the north the waters of Saguache and San Luis rivers, by seepage, if at all; from the west, near the lower end of the valley, Alamos, 

La Jara, and Conejos rivers; and from the east the Trinchera, Culebra, 

and Rio Costilla. About 4 miles north of the Colorado State line 

it enters a long canyon locally known as the Rio Grande Canyon. 

From the east there enter this canyon two tributaries, Red River 

and Rio Hondo.

The general slope of the valley is still toward the south, the river 

descending, however, more rapidly than the surface of the country. 

This canyon is 300 or 400 feet deep in places, appearing from above as 

a gash in an otherwise level mesa. Its south end is 3 miles above 

Embudo, N. Mex., where the walls open and the river enters the 

Espanola Valley. While in the valley above Embudo the river 

receives from the east Taos River, Embudo Creek, and other small 

streams, and in the Espanola Valley it is increased by the Chama, 

flowing in from the west, and by a number of streams from the east.

At the lower end of Espanola Valley the river passes through 

White Rock Canyon, a gorge in a range of hills stretching from the 

Jemez to the Santa Fe Mountains. From Pena Blanca, near the 

lower end of this canyon, nearly to Socorro, the river flows in a valley 

from 1 to 3 miles wide, bounded on each side by mesas from 300 to 

600 feet above the river. About 20 miles below Pena Blanca the 

Jemez enters from the west, and 60 miles or more below Albuquerque 

the Puerco comes in from the same side. The latter is a torrential 

stream with no perennial flow. Below these streams the Rio Grande 

has no tributaries of note until the Pecos comes in about 400 miles 

by river below El Paso.

At and below Socorro the valley contracts until it becomes too 

narrow for agriculture, but from San Antonio to San Marcial its 

width ranges from 1 to 2 miles. Below San Marcial the river swings 

to the west around the Cristobal and Caballos mountains, which lie 

along the west edge of the Jornada del Muerto, the valley from San 

Marcial to Rincon being narrow, low, and marshy. At Rincon the 

river enters a canyon which extends to Fort Selden, a distance of 15
30 SURFACE WATER SUPPLY, 1909, PART VIII.

miles. The Mesilla Valley, the most fertile valley in New Mexico, 

begins below Fort Selden and extends to the pass above El Paso, a 

distance of over 50 miles. Above El Paso the banks of the river 

again assume the canyon-like character for 3 miles, and the river 

passing this enters the Ysleta Valley, now commonly called the El 

Paso Valley.

The canyons above these valleys are not cut into hard, indurated 

rocks, but are bordered in many places by steep walls of comparatively soft, friable sandstones, alternating with conglomerates or 

beds of clay, the whole series in the northern part of New Mexico, at 

least, being capped by a vesicular lava. The fall through these 

canyons being great, the down-cutting is rapid, and thus the waters 

are supplied constantly with fresh detritus, part of which is deposited 

in turn in the valley below.

From El P"aso to the Gulf the river forms the boundary between 

Mexico and the United States.

From source to mouth the Rio Grande is nearly 2,000 miles long, 

and its drainage area comprises about 248,000 square miles.

Many national forests have been established on the headwaters of 

the Rio Grande and its tributaries, both in Colorado and New Mexico. 

The drainage basin of the Rio Grande, exclusive of the Pecos, includes 

between 5,000 and 6,000 square miles of merchantable-timber land, 

6,000 square miles of woodland and sparsely timbered land, and 2,000 

square miles of burned and cut-over land, the remainder being sagebrush and open land.

The largest tributaries are the Conchos, which enters from the 

Mexico side, 200 miles below El Paso; the Conejos, which joins the 

Rio Grande just above the Colorado-New Mexico line; the Chama, 

which enters it in the Espanola Valley; the Pecos, which joins it in 

the southwestern part of Texas; and Devils River, about 50 miles 

below the Pecos. Most of the remaining tributaries are intermittent 

in character.

The mountains at the headwaters reach altitudes up to 14,000 feet 

above sea level. At Albuquerque, N. Mex., the elevation of the 

river is 5,000 feet and it leaves the Territory at an elevation of about 

4,000 feet.

The rainfall varies greatly from year to year and from source to 

mouth, its irregularity making it very difficult to give averages. 

The annual precipitation in the mountainous district of Colorado 

that is, along the upper Rio Grande ranges from 15 to 25 inches. 

In the northern part of New Mexico it ranges from 10 to 15 inches 

and in the southern part from 5 to 12 inches.

In the mountains of Colorado the river is covered with a .foot or 

more of ice from early in the winter until late in the spring. During 

severe winters the river is frozen over at times in northern New Mexico,
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 268 PLATE III

- **&*!!&>

- -- "' ^jj ,_];"- 

LEASBURG DIVERSION DAM AND HEADGATES OF RIO GRANDE CANAL, RIO GRANDE PROJECT, NEW MEXICO, LOOKING UPSTREAM.

U. S. GEOLOGICAL SURVEY

A. THE LAR3EST CONCRETE DROP IN MAIN RIO GRANDE CANAL, RIO GRANDE PROJECT,

NEW MEXICO.

£. CONCRETE FLUME ACROSS PECOS RIVER, CARLSBAD PROJECT, NEW MEXICO.

WESTERN GITLF OF MEXICO. 31

and the snowfall is often very heavy. From the melting of the snows 

in Colorado and New Mexico comes the spring floods.

Irrigation is now practiced extensively in the following valleys 

along the Rio Grande and its smaller tributaries:

1. San Luis Valley, beginning a short distance above Del Norte 

and extending to the mouth of Conejos River. This district contains 

probably the largest cultivated area along the Rio Grande, aggregating nearly half a million acres.

2. Valleys of the Taos district, lying on the east side of the river below 

the Colorado line and including the valleys of Red River, Arroyo 

Hondo, and Taos. The Taos Valley surpasses the others both in 

water facilities and in area cultivated.

3. Espanola Valley, located south of the Taos district and Tres 

Piedras Mesa. It lies along the river, and, as in the Taos country, 

agriculture has been engaged in for years.

4. Albuquerque district, including the valley from Pena Blanco to 

San Marcial. The system of irrigation is practically the same as the 

old Pueblo Indian system. In the last few years, however, new settlers have adopted progressive methods and have greatly increased 

the duty of water.

5. Mesilla Valley, next to San Luis, is the most important agricultural area along the Rio Grande. The valley broadens just below 

Selden and continues generally broad and fertile for a distance of 

35 miles or beyond the Texas line. A view of the Leasburg diversion 

dam of the United States Reclamation Service's Rio Grande project 

is presented in Plate III. The main canal of the same project is 

shown in Plate IV, A.

Along the Rio Grande and its tributaries in Colorado and New Mexico 

are available reservoir sites equal to storing of all flood waters. The 

largest reservoir in the country is about to be built near Engle, 

N. Mex. It will impound 2,500,000 acre-feet of water for the irrigation of nearly 200,000 acres of land in New Mexico, Texas, and 

Mexico.

The estimated power available on the Rio Grande and its tributaries, from its source to El Paso, Tex., is theoretically as follows:

Minimum horsepower........................................ 123, 500

Minimum horsepower, six high months........................ 241, 000

Horsepower from storage, six months period.................... 405, 000

Developments will, however, be made chiefly on the upper tributaries in Colorado and a few of the mountain streams in New Mexico, 

and will not amount to more than 100,000 horsepower. At present 

very few water-power plants of any importance are operated in the 

drainage basin. The waters of the Rio Grande have been used only 

for irrigation and domestic purposes, but some of the tributaries have 

also been used in riming.
32 SURFACE WATER SUPPLY, 1909, PART VIII.

The wettest years on the upper Rio Grande appear to be 1906 and 

1907; 1902 and 1908 are low-water years.

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 all of the Texas stations down to Eagle 

Pass are maintained by the United States section of the International 

Boundary Commission. The data used for the following stations 

have been collected by W. W. Follett, consulting engineer for the 

commission, and have been furnished through the courtesy of Gen. 

Anson Mills, commissioner:

Rio Grande near San Marcial, N. Mex.

Rio Grande near El Paso, Tex.

Rio Grande above Presidio, Tex.

Rio Grande below Presidio, Tex.

Rio Grande near Langtry, Tex.

Rio Grande at Eagle Pass, Tex.

Pecos River near Moorhead, Tex.

Devils River near Devils River Station, Tex.

On account of the shifting character of the river beds at the international water stations, no rating tables have been prepared. The 

estimated monthly discharges are from daily discharges computed 

by Mr. Follett directly from the discharge measurements.

The five stations from Laredo down (Laredo, Roma, Brownsville, 

Salado near Guerrero, and San Juan at Santa Rosalia ranch) are 

maintained by the Mexican section of the commission.

BIO GRANDE PROPER. 

RIO GRANDE AT THIRTYMILE BRIDGE, NEAR CREEDE, COLO.

This station, which was established June 18, 1909, is about 30 miles 

west of Creede, Colo., and about 200 feet above the mouth of Big 

Squaw Creek at an elevation of about 9,200 feet above sea level.

No water is diverted above the station and none of any importance 

for many miles below except a little water used for meadow irrigation. 

The station is about one-half mile downstream from the proposed 

reservoir of the Farmers Union Irrigation Company, which will store 

flood water to be used in the irrigation of land in the valley 70 miles 

downstream. The records at this station have been taken at the 

expense of the company by their engineers under the general direction of the United States Geological Survey.

The chain gage, the datum of which has remained constant, is on 

the right bank 200 feet upstream from the Thirtymile Bridge, and 

discharge measurements have been made from a cable 30 yards below 

the gage.

This stream is frozen over for a number of months each year and 

there is also a large snowfall in that locality.
WESTERN GULF OF MEXICO. 33

Discharge measurements of Rio Grande at Thirtymile Bridge, near Creede, Colo., in 1909.

Date.

June 21.........

June 24.........

July 4... .......

July 8. .........

July 11.........

July 15. ........

July 18. ........

July 21.........

July 22.........

July 29. ........

August 10......

August 25. .....

Hydrographer.

O. P. Pennock.. ....................................

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Width.

Feet. 

60

59

58

57

56

55

55

54

52

52

51

52

53

51

49

48

50

Area of 

section.

Sq.ft. 

255

232

222

196

 195

191

1P4

159

135

121

111

119

155

117

100

96

105

Gage 

height.

Feet. 

5.90

5.50

5.30

5.05

4.90

4; 78

4.75

4.12

3.70

3.48

3.20

3.45

4.12

3.38

3.00

2.90

3.12

Discharge.

Sec.-ft. 

1,440

1,220

1.050

910

880

806

840

494

366

315

241

303

531

285

205

179

250

a Measurement not satisfactory, meter not working well.

Daily gage height, in feet, of Rio Grande at Thirtymile Bridge, near Creede, Colo., for 1909.

[O. P. Pennock, observer.]

Day.

1..........

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

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

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

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

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

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

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

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

10: ..............

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

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

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

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

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

June. July.

4.7

4.55

4.55

4.7

4.85

4.6

4.4

4.15

4.1

3.85

3.8

3 7

3.6

3.5

Aug.

i 1 n

3.25

3.1

3.2

3.1

3.2

3.05

3.0

3.0

2.9

3.2

3.25

3.15

3.1

3.05

Sept.

3.5

3.4

3.4

3.6

6.15

5.75

5.2

4.8

4.5

4.3

4.2

4.4

4.2

4.05

3.9

Day.

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

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

19

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

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

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

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

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

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

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

97

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

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

30

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

June.

6.2

5.9

5.65

5.5

5.3

5.15

5.05

i Q

4.9

5.0

4.8

July.

3.35

3.3

3.25

3.2

3.2

3.55

4 1

3.6

3.85

3.55

3.8

^ Q

3.55

3.4

3.3

3.2

Aug.

Q A.

3.1

3.1

3.2

3.6

3.4

3.3

3.35

3.25

3.15

3.15

3.3

3.2

3.6

3.5

3.5

Sept.

3.8

3.7

3.6

3.5

3.45

3.35

3.25

3.2

3.15

3.1

3.05

3.0

2.9

2.85

2.85

Daily discharge, in second-feet, of Rio Grande at Thirty-mile Bridge, near Creede, Colo.,

for 1909.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

June. July.

788

717

717

788

861

740

648

540

520

426

409

376

345

316

302

Aug.

252

220

241

220

241

210

201

201

184

241

252

OQft .

220

210

Sept.

316

289

289

345

1,610

1,360

1,040

836

694

604

561

648

.561

500

444

Day.

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

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

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

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

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

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

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

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

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

25...........:...

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

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

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

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

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

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

June.

1,640

1,450

1,300

1,210

a 1, 170

a 1, 130

1,100

1,010

962

886

886

936

836

July.

276

264

252

241

241

330

604

345

426

330

409

444

J330

289

264

241

Aug.

289

220

220

241

345

289

264

276

252

230

230

264

-241

345

316

316

Sept.

409

376

345

316

302

276

252

241

230

220

210

201

184

176

176

o Interpolated.

NOTE. These discharges "aj-e based on a rating curve that is well defined between 

second-feet.

and 1,510

83182° r-3.
34 SURFACE WATER SUPPLY, 1909, PART VIII.

Monthly discharge of Rio Grande River at Thirtymile Bridge, near Creede, Colo., for 1909.

Month.

June (18-30) ..........................'.............

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

Discharge in second-feet.

Maximum.

1,640 

861 

345 

1,610

Minimum.

836 

241 

184 

176

Mean.

1,120 

444 

248 

467

Run-off 

(total in 

acre-feet).

28,900 

27,300 

15,200 

27,800

Accuracy.

A. 

A. 

A. 

A.

RIO GRANDE NEAR CREEDE, COLO.

The station, which was established April 24, 1907, to obtain information concerning the quantity of run-off of the upper Rio Grande 

available for storage, is located at the three-span highway bridge 

one-quarter mile south of Wason siding, on the Creede branch of the 

Denver & Rio Grande Railroad, about 3 miles from Creede, the 

terminus of the line, and is a few miles above the site of a proposed 

dam and reservoir. The chain gage is fastened to the downstream 

side of left span, and discharge measurements are also made from 

the same side.

Willow Creek (or Goblin Creek) enters the river a short distance 

upstream from Wason, and Goose Creek comes in at Wagon-wheel 

Gap, about 5 miles below. The drainage area above the station is 

about 700 square miles.

Except for a little meadow irrigation, no water is diverted above 

this station. Two or three reservoirs are about to be constructed on 

the upper waters of the Rio Grande and its tributaries above Wason. 

Among others may be mentioned the Farmers' Union Irrigation 

Co.'s reservoir on the main stream, about 35 miles above. The 

proposed reservoir near Wason will have a capacity almost equal 

to the normal annual flow of the river.

The winters are long and very severe in this locality, and the 

stream has a heavy ice cover for several months. The bridge piers 

cause eddies, which materially affect the accuracy of measurements. 

The river channel is rough and the velocity high at flood stages, so 

that results obtained at this station are only fair.

The datum of the gage has not been changed since the station was 

established.

A view of the river at this station is shown in Plate V, A.

Discharge measurements of Rio Grande near Creede, Colo., in 1909.

Date.

May 18........

June 20........

Oct. 6..........

Hydrographer.

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

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

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

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

Width.

Feet. 

116

116

116

107

105

65

Area of 

section.

Sq.ft. 

485

547

537

238

243

146

Gage 

height.

Feet.

3.90

4.13

1.22

1.05

.88

Discharge.

Sec.-ft. 

2,800

3,260

3,400

588

546

233

a Made by wading; ice along edges.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 268 PLATE V

A. RIO GRANDE N£AR CREELDE, COLO.

B. CONEJOS RIVER NEAR MOGOTE, COLO.

WESTERN GULF OF MEXICO. 35

Daily gage height, in feet, of Rio Grande near Creede, -Colo., for 1909. 

[Henry H. Wason, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

1Q

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

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

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

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

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

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

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

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

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

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

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

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

Apr.

0.25

.25

.25

.25

.35

.35

.35

.55

.55

.55

.55

.55

.7

.75

.75

.75

.75

2.15

1.7

1.4

1.5

1.5

1.45

1.75

1.65

1.45

May.

1.45

1.65

1.7

2.5

2.85

3.15

3.0

2.75

3.0

3.0

3.1

3.15

3.3

3.55

3 EC

3.6

3.65

3.15

2.85

2.7

2.9

2.85

3.35

3.6

3.45

2.9

June.

3.0

4.15

5.65

A QC

4.8

4.6

4.5

4.5

4.5

4.0

4.3

4.45

4.25

4.2

4.15

3.95

3.7

3.65

3.4

3.25

3.25

2.85

2.85

2.75

July.

2.7

2.6

2.55

2.95

2.75

2.45

2.2

2.05

1 Q^

1.85

1.65

1.65

1.5

1.45

1.35

1.25

1.25

1.25

1.85

2.35

2.4

2.25

1.7

1.7

1.75

1.65

1.45

1.35

1.25

Aug.

1.15

1.35

1.25

1.25

1.25

1.25

1.2

1.15

1.15

1.35

1.25

1.25

1.25

1.2

1.25

1.3

1.2

1.2

1.35

1.4

1.25

1.35

1.35

1.25

1.15

1.15

1.45

1.45

1.45

1.35

Sept.

1.35

1.35

1.5

1.65

2.85

3.95

3.65

3.7

3.7

3.05

2.75

2.6

2.25

2.25

2.05

1.9

1.8

1.65

1.55

1.55

1.45

1 35

1.35

1.35

1.25

1.15

1.05

1.05

1.05

1.05

Oct.

0.95

.95

1.0

1.05

1.05

1.0

1.0

1.0

1.0

1.0

.95

.95

.9

.95

.95

.95

.95

g

.9

.9

.9

.9

.9

.9

.9

.9

.9

.85

.8

Nov.

.85

.85

g

.85

.8

.85

.85

.8

.8

.8

.75

' .75

.7

.6

.6

.55

.5

.5

.4

.4

.4

.3

.3

.3

.2

.2

NOTE. Ice conditions during December.

Daily discharge, in second-feet, of Rio Grande near Creede, Colo., for 1909.

Day.

1...............;... .................

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

25..............................?.....

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

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

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

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

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

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

Apr.

ol61

161

161

161

161

190

190

190

260

260

260

260

260

320

342

342

342

342

1,500

1,300

920

710

775

775

o764

o753

742

960

882

742

May.

742

882

920

1,120

2,060

2,420

2,240

2,180

2,240

2,240

2,360

2,420

2,620

2,950

2,950

3,020

3,080

2,420

2,060

 1,880

2,120

2,060

2,680

3,020

2,810

2,120

ol,860

June.

1,610

3,770

6,250

4 970

4,970

4,740

4,280

4,280

4,280

3,560

3,980

4,200

3,910

4,060

3,840

3,770

3,490

3,150

3,080

2,740

2,550

2,550

a 2, 300

2,060

2,060

1,940

July.

1,880

1,770

1,820

1,720

2,180

1,940

1,610

1,350

1,210

1,120

1,040

882

882

775

742

678

615

615

615

615

1,040

1,500

1,560

1,400

920

920

960

882

742

678

615

Aug.

555

678

615

615

615

615

585

555

555

678

615

615

615

585

615

645

585

585

615

678

710

615

678

. 678

615

555

555

742

742

742

678

Sept.

678

678

775

882

2,060

3,490

3,080

3,150

3,150

2,300

1,940

1,770

1,400

1,400

1,210

1,080

1,000

882

810

810

742

678

678

678

615

555

498

498

498

498

Oct.

442

442

442

470

498

498

470

470

470

470

470

442

442

415

442

442

442

442

415

415

415

415

415

415

415

415

415

415

390

365

«378

Nov.

390

390

390

415

390

365

390

390

365

365

365

342

342

320

280

280

260

240

240

240

205

205

205

175

175

175

o!61

147

147

ol47

a Interpolated. 

NOTE. These discharges are based on a rating curve that is well denned below 2,880 second-feet.
36 SURFACE WATEE SUPPLY, 1909, PART VIII.

Monthly discharge of Rio Grande near Creede, Colo.,for 1909.

Month.

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

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

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

Discharge in second-feet.

Maximum.

1,500 

3,080 

6, 250 

2,180 

742 

3,490 

498 

415

Minimum.

'161 

742 

1,610 

615 

555 

498 

365 

147

Mean.

506 

2,180 

3,680 

1,140 

630 

1,280 

435 

283

Run-off 

(total in 

acre-feet).

30,100 

134,000 

219,000 

70, 100 

38,700 

76,200 

26,700 

16,800

612,000

Accuracy.

A. 

A. 

B. 

A. 

A. 

A. 

A. 

A.

RIO GRANDE NEAR DEL NORTE, COLO.

This station, which was established in the fall of 1889, was originally located about 2 miles above Del Norte, and records were taken 

more or less continuously until May 16, 1908, when a new station 

was established at the new state highway bridge about 6 miles above 

Del Norte, near the upper edge of the San Luis Valley. Some inflow 

takes place between the two points at certain seasons of the year, 

so that the mean annual flow at the state bridge is somewhat less 

than that at the old station.

As the station is above all the important diversions, the records 

show the amount of water available for irrigation and also the 

run-off from a drainage area of 1,400 square miles.

The new station is about 4 miles above the mouth of Los Pinos 

Creek, below the mouth of Wolf Creek, and about 10 miles below 

the mouth of the South Fork of the Rio Grande. The old station 

is just above the mouth of Los Pinos Creek.

The diversions from the Rio Grande and its tributaries above this 

point are all small and are used chiefly for meadow irrigation. They 

represent a very small percentage of the total flow of the stream. 

The largest ditch takes water out at Del Norte, about 2 miles below 

the original station. From this canal and many others diverted at 

various points nearly 300,000 acres of land in Colorado are now 

being irrigated from the Rio Grande.

Numerous small storage reservoirs under construction or in contemplation on the tributaries of the Rio Grande will store a large 

proportion of flood waters, but all the waters of the upper Rio Grande 

have been filed upon.

The flow of the stream is affected by ice for three or four months 

during the winter.

Practically no change was made in the datum of the gage at the 

old station during its maintenance, and this old gage is still being 

used by the water commissioner in that irrigation district of the 

State. The present chain gage is located on the highway bridge,
WESTERN GULF OF MEXICO. 37

and the readings have no determined relation to those 'taken at the 

old gage. Discharge measurements are made from the downstream 

side of the bridge.

Very good results can be obtained at the present station except 

when ice conditions prevail.

Discharge measurements of Rio Grande near Del Norte, .Colo., in 1909.

Date.

May 17. ........

June 21 ........

Oct. 1..........

Hydrographer.

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

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

Width.

Feet. 

181

193

167

Area of 

section.

Sq. ft. 

733

878

' 383

Gage 

height.

Feet. 

3.58

4.27

1 60

1.40

Discharge.

Sec.-ft. 

3,730

4,960

840

752

Daily gage height, in feet, of Rio Grande near Del Norte, Colo., for 1909. 

[James G. Duncan, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Apr.

1.7

1.8

9 1

2.25

2.0

May.

1.8

1.9.

2.25

2.05

3.2

3.5

3.f>5

4.0

3.35

3.3

3.4

3.35

3.4

3.4

3.15

3.35

3.55

3.95

4 05

3.9

3.55

3.45

3.35

3.25

3.1

3.15

3.4

3.1

June.

2.85

3.2

3.85

4.4

4.9

5.15

5.0

4.9

4.8

4.7

4.6

4.4

45

4.2

4.2

4.3

4.25

4.3

4.35

4.25

4 05

4.0

3.95

3.8

3.8

3

K

3 35

3.2

3.3

July.

3.05

2 05

2.95

2.9

2.9

3.15

2.9

2.6

2.45

2.3

2.15

2.05

1.9

1.85

1.8

1.75

1.7

1.65

1.6

1.6

1.6

1.7

2.1

2.25

2.05

1.85

9 1

1.75

1.65

1.6

Aug.

1.55

1.5

1.55

1.55

1.6

1.5

1.5

1.4

1.4

1.35

1.45

1.4

1.5

1.5

fe45

1.5

1.5

1.45

1.45

1.65

1.75

1.55

1.65

1.65

1.8

1.6

1.65

2.05

1.95

1.9

Sept.

1.85

 1.75

1.75

1.85

2.2

4.3

4.25

3.45

3.0

2.75

2.6

2.45

2.65

2.55

2.45

2.3

2.2

2.1

2.0

1.95

1.85

1.8 '

1.75

1.65

1.6

1.6

1.55

].5

1.45

1.4

Oct.

1.4

1.35

1.35

1.35

1.65

1.7

1.7

1.65

1.5

1.5

1.45

1.45

1.4

1.4

1.35

1.3

1.3

1.3

1.25

1.25

1.25

1.2

1.2

1.15

1.15

1.1.5

1.1

1.1

1.1

1.1

1.05

Nov.

1.0

1.05

1.1

1.05

1.0

1.0

1.0

1.0

1.0

1.05

1.0

.95

.95

.9

.9

.8

.75

.75

.85

1.0

1.1

1.0

1.0

1.1

1.1

1.0

1.0

1.05

1.0

1.0

Dec.

0.95

1.0

1.0

1.0

1.0

.95

.95

1.0

1.0

1.05

1.05

.95

1.0

1.0

1.0

.95

1.05

1.05

NOTE. Probable ice conditions December 19-31.
38 STJEFACE WATEE SUPPLY, 1909, PAET VIII.

Daily discharge, in second-feet, of Rio Grande near Del Norte, Colo.,for 1909.

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

90

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

Q1

Apr.

........

........

........

::::::::

........

965

1,370

1,620

1,260

May.

1,060

1,160

1,560

2,120

2,970

3,500

3,770

4,430

3,230

3,140

3,320

3,230

3,320

3,320

2,880

3,230

3,590

4,340

4,530

4,240

3,410

Q oqn

2,800

2,880

3,590

4,140

3,320

2,720

June.

2,420

2,970

4,140

5,260

6,320

6,870

6,540

6,320

6,100

5,890

5,680

5,260

5,470

4,840

4,840

5,050

4,940

5,050

4,940

5,160

4,940

4,530

4 430

4 050

4,050

3,500

3,230

2,970

3,140

July.

2,720

2,560

2,560

2,490

2,490

2,880

2,490

2,040

1,830

1,620

1,430

1,320

1,160

1,110

1,060

1,020

965

920

875

875

875

965

1,370

1,560

1,320

1,110

1,370

1,210

1,020

920

875

Aug.

832

790

832

832

875

790

790

710

710

672

750

710

790

790

750

790

790

750

750

920

1,020

832

QOA

920

1,060

875

920

920

1,320

1,210

1,160

Sept.

1,110

1,020

1,020

1,110

1,490

5,050

4,940

3,410

2,640

2,260

2,040

1,830

2,120

1,970

1,830

1,620

1,490

1,370

1,260

1,210

1,110

1,060

1,020

920

875

875

832

790

750

710

Oct.

710

672

672

672

920

965

965

920

790

790

750

750

710

710

672

635

635

635

598

598

598

560

560

525

525

490

490

490

490

458

Nov.

425

458

490

458

425

425

425

425

425

458

425

398

398

370

370

320

295

295

345

425

490

425

490

490

425

425

458

425

425

Dec.

398

425

425

425

425

398

398

425

425

458

458

398

425

425

425

398

458

458

400

400

350

350

350

350

350

350

350

350

350

350

350

NOTE. These discharges are based on a rating curve that is fairly well denned. Discharges December 

19-31 estimated because of probable ice conditions.

Monthly discharge of Rio Grande near Del Norte, Colo.,for 1909. 

[Drainage area, 1,400 square miles.]

Month.

April 25-30.................

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

November.

Discharge in second-feet.

Maximum.

1,620 

4,530 

6,870 

2,880 

1,320 

5,050 

965 

490 

458

Minimum.

965 

1,060 

2,420 

875 

672 

710 

458 

295 

350

Mean.

1,310 

3,180 

4,770 

1,520 

864 

1,660 

661 

418 

397

Per 

square 

mile.

.936 

2.27 

3.41 

1.09 

.617 

1.19 

.472 

.299 

.284

Run-off.

Depth in 

inches on 

drainage 

area.

0.21 

2.62 

3.80 

1.26 

0.71 

1.33 

.54 

.33 

.33

Total in 

acre-feet.

15,600 

196,000 

284,000 

93,500 

53,100 

98,800 

40,600 

24,900 

24,tOO

831,000

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

C.

EIO GEANDE NEAR LOBATOS, COLO.

This station was established June 28, 1899, at the state bridge 

about 15 miles east of Antonito, in T. 33 N., K. HE.

The station is particularly important because it is located only a 

few miles above the Colorado-New Mexico line, and the records show
WESTERN GULF OF MEXICO. 39

the amount of water passing from Colorado into New Mexico. The 

data are valuable also in connection with the proposed Engle reservoir 

of the United States Reclamation Service, and they will be used in 

the adjudication of all water rights along the Rio Grande which must 

eventually be made.

Conejos River enters about 7 miles above the station. A large 

part of the normal flow of the river is diverted above this station during the irrigation period. About 450,000 acres of land are irrigated, 

and more will be put under water in connection with some of 'the 

proposed reservoir systems above.

Ice usually forms on the river at this point for about three months 

during the winter, but occasionally open-water conditions prevail 

through part of this period.

The datum of the gage has not been changed since the station was 

established. The present chain gage is fastened to downstream handrail of bridge. Measurements are also made from downstream side 

of this bridge. Very good results have been obtained at this station. 

The river channel is quite permanent, being a gash cut in the lava 

rock. Occasionally during low water some sediment is deposited, 

but it is scoured out in times of flood.

Discharge measurements of Rio Grande near Lobatos, Colo., in 1909.

Date.

Feb. 13 a .......

Mar.26... ......

May 16.........

Aug. 2.........

Sept. 29........

Nov. 12........

Hydrographer.

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

G. H . Russell. ......................................

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

Width.

Feet. 

192

224

251

255

196

233

222

Area of 

section.

Sq.ft. 

150

402

990

1,180

256

572

426

Gage 

height.

Feet. 

2.20

1.90

4.60

5.01

1.40

2.62

2.05

Discharge.

Sec.-fi. 

390

480

3,960

4,310

170

1,140

500

a Ice conditions.

Daily gage height, in feet, of Rio Grande near Lobatos, Colo., for 1909. 

[Roman Mondragon, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

2.35

Feb.

1.85

1.85

1.85

1.85

1.9

1.95

2.0

2.05

2 AC

2 AC

2 9

2.15

Mar.

1.95

1.65

1.75

1.9

1.95

1.95

1 OH

1.95

1.95

2 AC

1.95

2.1

2 AC

1.85

1.95

Apr.

1.9

1.9

1 9

1.9

1.9

1.9

1 9

1.9

1.9

1 9

1 9

1 9

1.85

1.85

2.2

May.

2 9

2.65

2

£C

2.95

3.35

4.0

4.6

5.15

c 9

5 AC

4

QC

4. 7^1

4.85

June.

3.65

3.4

3.4

3.65

4.15

P; 4

C QC

6.4

6.65

6.7

6.55

6

QC

6.1

C QC

5. 65

July.

3.1

2.95

2.6

2.6

2.7

2 7

2.8

2.6

2.4

2

0

1 9

1.8

1.6

Aug.

1.4

1.3

1.3

1.3

1.2

1.2

1.15

1.2

1.25

1 0

1.4

1 AK.

1.4

1.4

Sept.

-3.1

3.05

3.1

3.0

3.1

3.6

4.35

4.8

4.9

C A

4.7

4.35

3.95

Oct.

2.5

2.5

2.45

2.35

2.3

2.4

2

CK

2

0

2

0

2

0

2 7

2

CC

2.5

Nov.

1 9

1.9

2.0

2.0

2.0

2.0

2 A

2.0

2.0

2.0

2 A

2.0

2.1

2.1

Dec.

2.15

2.2

2.1

2.4

2.3

2.35

2.35

2.4

2.4

9 A.

2.3

2.3

2.3

2.4
40 SUBFACE WATEK SUPPLY, 1909, PAET VIII.

Daily gage height, in feet, of Rio Grande near Lobatos, Colo., for 1909 Continued.

Day.

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

17.... .......... -

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

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

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

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

22.....--..-.....

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

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

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

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

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

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

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

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

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

Jan.

2.35

2.35

2.35

2.35

2.3

2.3

2.3

2.25

2.2

2.1

2.0

2.0

1.9

1.85

1.85

1.85

Feb.

2.15

2.05

1.95

1.95

1.95

1.95

2.05

2.05

2.05

2.05

2.05

2.05

2.05

Mar.

2.05

2.05

1.95

1.95

1.95

1.95

1.95

1.95

1.95

1.95

1.95

1.95

1.95

1 Q^

1.95

1 9

Apr.

2.2

2.2

2.45

3.4

4.0

4.05

3.65

3.35

3.0

2.8

2.7

2.6

2.65

2.85

3.15

May.

4.8

4.4

4.5

4.85

5.0

5.1

5.0

4.55

4.3

3.95

3.7

3.65

3.85

4.1

4.1

3.75

June.

5.35

4.9

5.0

5.1

5.2

5.15

5.0

4.85

4.55

4.35

4.2

4.0

3.85

3.65

3.45

July.

1.5

1.4

1.3

1.3

1.3

1.1

1.1

1.1

1.1

1.15

1.8

2.0

1.75

1.6

1.6

1.5

Aug.

1.4

1.4

1.6

1.7

1.8

1.9

1.9

2.5

2.2

2.25

2.4

2.4

2.5

2.65

2.9

3.0

Sept.

3.9

3.75

3.6

3.5

3.4

3.25

3.15

3.0

2.85

2.85

2.8

2.7

2.7

2.65

2.6

Oct.

2.4

2.4

2.35

2.25

2.25

2.2

2.2

2.2

2.15

2.1

2.1

2.1

2.1

2.0

1.95

1.95

Nov.

2.1

2.0

1.95

1.9

1.85

1.95

2.1

2.1

2.2

2.2

2.2

2.2

2.1

2.1

2.2

Dec.

2.3

2.15

2.3

2.3

2.1

2.3

2.15

2.35

2.15

2.05

2.3

2.2

2.3

2.2

2.2

2.2

NOTE. Probable ice conditions January 1 to March 1 and December 5-31.

Daily discharge, in second-feet, of Rio Grande near Lobatos, Colo., for 1909.

Day.

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

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

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

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

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

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

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

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

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

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

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

13.........:--...

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

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

16....-.--..---..

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

400

4nn

400

400

400

Feb.

410

410

410

420

420

440

440

440

450

430

430

400

390

380

380

380

370 °.7n

380

380

oon

380

380

380

380 OCA

Mar.

350

320

372

460

495

495

495

495

495

572

495

615

572

430

495

572 ^70

495

495

495

495

AQX

495

495

495

495

495

460

Apr.

460

460

460

460

460

460

460

460

460

460

460

460

430

430

705

705

Qf^n

2,130

2,990

2,480

2

ACA

1,600

1,230

1,110

1,410

1 son

May.

1,470

1,170

1,170

1,540

2,060

2,990

3,920

4,630

4,790

4,870

4,630

4,470

4,310

4,150

4,310

4,230

3 7ftn

4,310

4,550

3,840

3

4CA

2,920

2,560

2 480

2,770

3,140

3,140

June.

2,480

2,130

2,130

2,480

3,220

5,200

6,120

6,920

7,370

7,460

7,190

6,830

6,380

5,940

5,610

5,110

4,390

4,550

4,710

4,870

4,790

4,550

4,310

3,840

3,300

2

AAA

2,770

2,480

2 200

July.

1,730

1,540

1,290

1,110

1,110

1,230

1,230

1,350

1,110

900

800

615

460

400

295

250

165

165

165

110

110

110

110

122

400

530

07O

one

295

OCA

Aug.

205

165

165

165

135

135

122

135

150

165

205

228

205

205

205

205

205

OQF:

460

460

1 000

7AK

7FTO

AAA

nn/1

1 000

1,470

1 Ron

Sept.

1,730

1,660

1,730

1,600

1,730

2,410

3,530

4,230

4,390

4,550

4,070

3,530

3,140

3,140

2,920

2,840

2,410

2 97n

2,130

1,920

1,800

 1,410

1,410

I OCA

1,230

1,230

1,170

1,110

Oct.

1,000

1,000

950

850

800

900

1,060

1,350

1,350

1,350

1,230

1,060

1,060

1,060

1,000

900

850

705

660

615

615

615

C0fl

495

4Qc

Nov.

460

460

530

530

530

530

530

530

530

530

530

530

615

615

615

615

530

495

460

43n

4QC

615

615

705

705

705

615

615

705

Dec.

660

705

615

615

600

600

600

570

570

570

550

550

500

450

4CA

400

300

280

QAA

300

on/1

QAA

300 °.nn

QAA

Qflfl

300

300 °.nn

300

NOTE. These discharges are based on a rating curve that is well defined below 4,550 second-feet, 

charges estimated January 1 to March 1 and December 5-31, due to probable ice conditions.

Dis-
WESTERN GULF OF MEXICO. 41

Monthly discharge of Rio Grande near Lobatos, Colo.,for 1909. 

[Drainage area, 7,700 square miles.]

Month.

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

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

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

Discharge in second-feet.

Maximum.

400 

450 

615 

3,060 

4,870 

7,460 

1,730 

1,600 

4,550 

1,350 

705 

705

7,460

Minimum.

400 

370 

320 

430 

1,170 

2,130 

110 

122 

1,110 

495 

130 

300

110

Mean.

400 

398 

490 

1,060 

3,460 

4,520 

607 

466 

2,360 

869 

569 

441

1,300

Per 

square 

mile.

0.052 

.052 

.064 

.138 

.449 

.587 

.079 

.061 

.306 

.113 

.074 

.057

.169

Run-off.

Depth in 

inches 

on drainage area.

0.06 

.05 

.07 

.15 

.52 

.65 

.09 

.07 

.34 

.13 

.08 

.07

2.28

Total in 

acre-feet.

24,600 

22,100 

30,100 

63,100 

213,000 

269,000 

37,300 

28,700 

140,000 

53,400 

33,900 

27,100

942,000

Accuracy.

C. 

C, 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

C.

RIO GRANDE NEAR BUCKMAN,1 N. MEX.

This station was first established February I, 1895, to obtain data 

for use in connection with irrigation enterprises. Since that date 

records have been obtained at various intervals. It is located at the 

Denver & Rio Grande Railroad bridge, which crosses the river oneeighth mile east of Rio Grande. The bridge is a{)out 9 miles below 

Espanola, 2 miles below San Ildefonso, an Indian pueblo 3^ miles 

above Buckman lumber camp. No important tributaries enter in 

the immediate vicinity.

Beginning in the vicinity of Del Norte, Colo., many large and 

small ditches divert water for irrigation.

The original gage was located on the left bank, about 200 feet above 

the bridge, and measurements were made from a cable which was 

located just above the bridge. On March 30, 1904, a vertical rod gage 

was established at a new datum on the downstream side of the railroad pier. The station was discontinued December 31, 1905, and 

reestablished June 22, 1909, the same gage being used as in 1904. 

The cable had been removed, and measurements during 1909 were 

made from the bridge. Gage heights are not affected by ice. Since 

1904 the datum has remained practically unchanged.

Discharge measurements of Rio Grande near Buckman, N. Mex., in 1909.

Date.

Aug. 2.........

Aug. 27........

Hydrographer.

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

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

-Width.

Feet. 

158

103

Area of 

section.

Sq.ft. 

1,160

253

462

Gage 

height.

Feet. 

5.75

2.15

3.70

Discharge.

Sec.-ft. 

6,860

603

2,040

NOTE. These measurements are liable to be considerably in error because of the skew of the bridge 

and cross currents.

Formerly known as near San Ildefonso.
42 SURFACE WATER SUPPLY, 1909, PART VIII.

Daily gage height, in feet, of Rio Grande near Buckman, N. Hex.; for 1909. 

[Aaron Martinez, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

June.

6.fi5

6.4

5.95

5.8

5.65

5.4

5.15

4.85

July.

4.7

4.35

4.2

4.2

4.0

4.35

4.1

3.95

4.05

3.9

3.5

3.35

3.25

3.15

3.0

3.3

3.1

2.8

2.6

2.15

2.05

2.2

2.4

2.25

2.5

2.7

2.6

2.4

2.5

2.25

2.15

Aug.

2.2

2.0

2.2

2.35

2.75

2.85

2.40

2.25

2.1

2.0

2.05

2.3

2.4

2.4

2.5

2.5

2.6

3.2

3.75

3!95

5.8

3.85

3.55

3.8

3.7

3.95

3.85

3.75

3.85

3.75

4.15

Sept.

4.0

4.2

4.1

4.0

4.75

6.0

5.85

5.95

6.15

6.1

6.3

5.95

5.75

5.55

5.35

5.25

5.15

4.95

4.75

4.55

4.45

4.3

4.2

3.95

3.85

3.65

3.50

3.40

3.5

3.45

Oct.

3.35

3.0

2.9

2.9

2.8

2.85

3.55

3.75

3.25

3.45

3.65

3.65

3.50

3.45

3.35

3.25

3.25

3.2

2.95

2.85

2.8

2.7

2.65

2.6

2.5

2.45

2.4

2.5

2.3

2.3

2.3

Nov.

2.3

2.2

2.25

2.25

2.1

2.2

2.1

2.05

2.0

1.9

1.8

1.85

1.75

1.8

1.7

1.75

1.75

1.85

1.8

1.7

1.75

1.7

1.75

2.05

2.05

2.05

2.2

2.05

2.2

2.05

Dec.

2.05

2.25

2.25

2.35

2.5

2.45

2.35

2.25

2.15

1.95

2.0

1.85

2.05

2.1

2.0

1.95

1 85

1.9

1.95

1.95

2.05

2.15

2.25

2.15

2.05

2.25

2.15

2.05

2.15

2.05

1.95

Daily discharge, in second-feet, of Rio Grande near Buckman, N. Mex.,for 1909.

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

June.

5,850

5,060

4,560

4,170

3,810

July.

3,210

2,780

2,600

2,600

2,370

2,780

2 480

2,320

2,420

2,260

1,830

1,670

1,570

1,470

1,320

1,620

1,420

1,130

950

601

533

63G

785

672

865

1,040

950

785

865

672

601

Aug.

636

500

636

747

1,080

1,180

785

672

566

500

533

709

785

785

865

865

950

1,520

2,100

2,320

4,800

2,210

1,880

2,150

2,040

2,320

2.210

2,100

2,210

2,100

2,540

Sept.

2,370

2,600

2,480

2,370

3,280

5,140

4,880

5,060

5,400

5,310

5,670

5,060

4,720

4,400

4,100

3,950

3,810

3,540

3,280

3,020

2,900

2,720

2,600

2,320

2,210

1,990

1,830

1,720

1,830

1,780

Oct.

1,670

1,320

1,220

1,220

1,130

1.180

1,880

2,100

1.570

1,780

1,990

1,990

1,830

1,780

1,670

1,570

1,570

1,520

1,270

1,180

1,130

1,040

994

950

865

825

785

865

709

709

709

Nov.

709

636

672

672

566

636

566

533

500

440

386

413

362

386

337

362

362

413

386

337

362

337

362

533

533

533

636

533

636

533

Dec.

533

672

672

747

865

825

747

672

601

470

500

413

533

566

500

470

413

440

470

470

533

601

672

601

533

672

601

533

601

533

470

NOTE. These discharges are based on a rating curve that is fairly well defined between 100 and 4,500 

second-fee 1 .
WESTERN GULF OF MEXICO.

Monthly discharge of Rio Grande near Buckman, N. Mex.. for 1909.

43

Month.

June 23-30. ........................................

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

Discharge in second-feet.

Maximum.

6,330 

3,210 

4,800 

5,670 

2,100 

709 

865

Minimum.

3,400 

533 

500 

1,720 

709 

337 

413

Mean.

4,750 

1,540 

1,460 

3,410 

1,320 

489 

578

Run-off 

(total in 

acre-feet).

75,400 

94. 700 

89,800 

203,000 

81,200 

29, 100 

35, 500

609,000

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

B.

RIO GRANDE NEAR SAN MARCIAL, N. HEX.

On August 8, 1889, a station was established near San Marcial 

and a measurement made giving a discharge of 19 second-feet. 

Soon after this date the gage was destroyed and the station abandoned until January 29, 1895, when it was reestablished at the 

Atchison, Topeka & Santa Fe Railway bridge, which crosses the 

river 1 mile south of San Marcial, N. Mex. The inclined gage, 

installed in 1895, was carried away in 1896 and a wire gage put in its 

place at the same datum. This was soon abandoned and gage 

heights were obtained by measuring, by means of a graduated rod, 

the distance from the bridge deck to the water surface.

Since January 1, 1901, the station has been maintained by the 

United States section of the International Boundary Commission.

The channel is sandy and very shifting. During high stages 

bridge piers interfere with the accuracy of results.

No important tributaries enter in the immediate vicinity.

Discharge measurements of Rio Grande near San Marcial, N. Mex., in 1909. 

[By Geo. W. King.]

Date.

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

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

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

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

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

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

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

Feb. 3...................

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

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

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

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

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

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

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

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

Mar. 3...................

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

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

Area of 

section.

Sq.ft. 

181

150

176

179

178

163

195

198

1 3A

147

1 *\9

161

150

190

172

144

126

259

200

Gage 

height.

Feet. 

10.5

10.4

10.4

10.4

10.5

10.3

10.4

in *\

10.5

10.5

10.3

10.6

10.6

10.4

10.5

10.8

10.6

Discharge.

Sec.-ft. 

564

649

581

634

736

723

74.7

774

686

A34.

753

697

666

688

549

631

657

529

495

. 1,205

942

Date.

Mar.12. ..................

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

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

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

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

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

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

Apr. 2 ..................

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

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

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

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

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

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

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

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

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

May 3. ..................

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

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

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

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

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

Area of 

section.

Sq.ft. 

209

216

158

149

166

191

224

151

193

241

230

237

392

716

659

563

480

508

525

1,058

1,360

1,266

1,082

Gage 

height.

Feet. 

10.6

10.5

10.4

10.4

10.2

10.4

10.6

10.5

10.6

10.6

10.4

10.6

11.0

11.9

12.0

11.3

11.25

11.5

11.1

12.5

12.2

12.4

12.1

Discharge.

Sec.-ft. 

1,037

836

643

698

708

913

1,082

752

854

1,127

847

867

1,141

4,074

3,696

2,904

2,737

3,135

2,834

6,340

6,976

7,242

6,503
44 SURFACE WATER SUPPLY, 1909, PART VIII.

Discharge measurements of Rio Grande near San Martial, N. Hex., in 1909 Continued.

Date.

May21...................

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

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

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

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

8

'

U.... ..............

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

A no1 Q

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

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

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

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

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

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

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

Area of 

section.

Sq.ft. 

1,093

1,090

912

714

711

664

860

1,353

1,200

980

800

830

788

664

602

391

370

245

198

211

122

186

87

232

59

80

48

56

64

205

68

222

480

363

458

Gage 

height.

Feet. 

12.2

12.3

11.7

11.4

11.3

12.7

12.5

19 fi

11.7

11.8

11.5

10.9

10.5

10.2

10.0

9.9

9.9

9.4

9.7

9.4

10.05

8.8

9.0

8.9

9.2

10.2

9.0

10.3

11.1

10.4

10.6

Discharge.

Sec.-ft. 

6,622

6,751

5,027

3,928

4,139

3,175

4,937

7,887

7,585

5,874

4,497

4,346

4,121

2,010

1,398

1,033

768

665

238

401

235

756

112

290

146

185

241

736

232

995

2,688

1,708

1,759

Date.

Sept. 2...................

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

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

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

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

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

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

97

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

Oct. 3...................

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

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

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

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

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

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

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

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

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

Nov. 3...................

g

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

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

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

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

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

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

Dec. 1... ................

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

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

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

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

Area of 

section.

Sq.ft. 

295

343

401

814

669

524

564

545

431

387

345

271

198

507

251

431

334

215

231

198

192

294

202

175

207

325

259

235

328

267

253

245

197

203

209

Gage 

height.

Feet. 

10.3

10.6

11.3

11.6

12.0

11.4

11.4

11.2

10.8

10.7

10.6

10.5

10.4

11.1

10.8

10.7

10.7

10.6

10.6

10.6

10.5

10.5

10.5

10.5

 10.5

10.6

10.7

10.65

10.85

10.9

10.65

10.85

10.7

10.7

10.85

Discharge.

Sec.-ft. 

1,086

1,457

2,488

4,225

4,199

3,316

3,001

2,876

1,832

1,614

1,176

914

764

2,029

1,317

1,280

1,138

806

738

689

616

623

590

584

539

778

660

618

973

883

875

936

582

515

604

NOTE. River frozen over from December 18 to December 31,1909.

Daily gage height, in feet, of Rio Grande near San Martial, N.' Mex.,for 1909.

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.

10.45

10.5

10.4

10.4 

10.4

10.5

10.5

10.4

10.4

10.55

10.45

10.4

10.4

10.35

10.4

10.35

10.5

10.45

10.45

10.5

10.5

10.4

10.45

in ^c

10.5

10.35

10.35 

10.35 

10.5

Feb.

10.45

10.4

10.4

10.4 

10.4

10.45

10.35

10.4

10.45

10.55

10.5

10.45

10.5

10.4

10.3

10.3

10.4

10.5

10.4

10.4

10.45

10.55

10.55

10.6

10.6

in fi

Mar.

10.45

10.5

10.5

10.55 

10.7

10.8

10.8

10.7

10.6

10.55

10.55

10.6

10.6

10.5

10.5

10.5

10.4

10.4

10.5

10.6

10.45

10.3

10.2

10.2

10.35

10.5 

10.6 

10.6

Apr.

10.5

10.5

10.5

10.55 

10.6

10.6

10.65

10.7

10.6

10.5

10.4

10.4

10.5

10.6

10.6

10.6

10.6

11.15

11.3

11.85

11.95

12.15

11.8

n

o

10.9

10.7 

11.0

May.

11.4

11.4

11.4

11.0 

10.8

10.95

11.55

12.1

12.5

12.65

12.5

12.3

12.1

12.1

12.3

12.25

12.2

12.05

12.1

12.05

12.15

12.25

12.3

12.3

12.25

12.15

11.85

11.7

11.3 

11.3 

11.5

June.

11.5

11.5

11.55

11.6 

11.4

11.2

11.2

11.6

12.4

12.65

12.65

12.7

12.7

12.6

12.25

12.0

11.95

11.7

11.7

11.9

n

o

n

o

11.65

11.45

11.5

H OC

11.2

11.1 

10.9

July.

10.9

10.9

10.75

10.6 

10.5

10.4

10.3

10.2

10.5

10.2

10.0

10.0

10.05

9.95

9.9

9.9

9.9

9 85

9.75

9.45

9.4

9 35

9.55

9.4

9.05

10.1

10.0

9.6

9.1

8.85 

8.8

Aug.

8.55

8.35

8.65

9.0 

9.05

8.8

8.95

9.0

8.95

8.95

9.05

9.0

8.95

9.75

9.9

9.4

9.45

9.1

9.2

9.1

10.4

11.7

11.25

10.55

10.1

m ^

10.6

10.4

10.35 

10.4 

10.5

Sept.

10.5

10.3

10.65

10.5 

10.6

12.05

13.3

12.5

11.6

11.95

12.2

12.05

11.8

11.7

11.4

11.35

11.35

11.4

11.35

11.3

11.2

10.8

10.8

10.85

10.65

10.7

10.6 

10.6

Oct.

10.55

10.5

10.5

10.45 

10.4

10.4

10.4

10.4

10.4

11.15

. 10. 75

10.8

10.8

10.8

10.8

10.7

10.7

10.7

10.7

10.7

10.6

10.6

10.6

10.6

10.6

10.6

10.6

10.6

10.6 

10.5 

10.5

Nov.

10.5

10.5

10.5

10.6 

10.45

10.4

10.4

10.35

10.5

10.5

10.5

10.4

10.45

10.5

10.5

10.45

10.45

10.55

10.65

10.65

10.7

10.7

10.65

10.6

10.7

10.75

10.85

10.95

11.05 

10.9

Dec.

10.9

10.85

10.8

10.65 

10.7

10.8

10.85

10.9

10.75

10.7

10.6

10.55

10.65

10.95

10.95

10.9

10.75

10.7

10.9

10.7

10.7

10.7

10.7

10.7

10.7

10.7

10.7

10.7

10.85 

11.15 

11.4

NOTE. River frozen over from December 18 to 31.
WESTERN GULF OF MEXICO. 45

Daily discharge, in second-feet, of Rio Grande near San Martial, N. Mex.,for 1909.

Day.

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

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

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

6. ...... -.--...-

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

g

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

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

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

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

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

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

16...---.........

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

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

19

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

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

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

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

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

25T. .............

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

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

28

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

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

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

Jan.

555

a 565

560

605

o650

675

655

a 580

580

670

670

700

a 715

720

705 741;

77 e

775

o775

705

695

a 665

685

645

665

0755

Feb.

685

620

«590

605

620

0666

595

615

705

680

620

o550

CCA

CQ A

a 630

605

605

620

a 645

630

a 615

570

570

a 530

Mar.

525

525

o495

680

970

ol,200

1,200

1,070

935

965

1,000

870

805

745

OAK

a 735

680

665

o710

885

0915

QQH

995

al,080

1,080

Apr.

870

«750

750

800

855

0855

995

1,140

985

QAC

885

925

QCC

ftfiK

2 1 9ft

"3,910

Q 7QA

3,470

3,070

nO QftA

2,500

2,300

o2,540

May.

2,980

2,980

o2,980

2,760

2,610

a2, 720

3,960

5,340

7,050

7,160

6,840

o7,HO

6,750

a6, 380

6,500

6 440

06 560

6,750

a6, 750

6,320

a5,460

4,860

S QQft

o3, 720

4,120

June.

4,130

o4,140

4,050

3,960

o3,370

2,960

2,960

a3, 840

6,220

7,350

al, 730

6,760

5,940

o5,720

5,260

4,660

o4,500

4,850

4,480

n A OCA

4,230

4,080

3 7fifl

3,400

o3, 160

2,700

July.

2,260

o2, 010

1,780

1,550

ol,400

1,280

1,150

al, 030

1,420

o770

820

o715

CQA

510

o435

415

Q7C

a 255

99ft

200

a 315

9Qft

140

a Rftfl

o700

(j9()

260

o!30

110

Aug.

60

20

o!45

290

325

ol45

205

225

a205

185

205

165

515

o590

400

«275

OCA

290

ol 050

3.950

1 920

1 9Qn

ol,570

1,760

1,700

ol,710

1,710

Sept.

1,550

ol,090

1,520

1,330

ol,460

o5,110

9,490

7,010 nd 9qn

4 650

4 osn

o4 300

3,760

o3, 320

3,140

2,970

2,940

n 9 Bftfl

ol,830

1 Qdft

1,510

1 330

ol,180

Oct.

1,060

940

o915

840

765

765

o765

765

765

o2, 150

1,200

1,3-20

ol,320

1,320

1,320

1,190

1,090

785

760

720

705

690

615

o615

Nov.

620

620

680

585

550

545

510

o590

590

590

o555

540

555

570

630

o750

690

0660

660

620

680

745

1,040

1,100

920

Dec.

Q1 f»

Q9fl

o935

880

700

o580

500

o485

665

665

o635

KAR

515

635

515

515

515

515

515

515

515

515

515

665

965

1,210

o Date of measurement. 

Monthly discharge of Rio Grande near San Martial, N. Mex.,for 1909.

Month.

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

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

Discharge in second-feet.

Maximum.

775 

705 

1,200 

4,080 

7,180 

7,890 

2,260 

3,950 

9,490 

2,150 

1,100 

1,210

9,490

Minimum.

555 

530 

495 

750 

2,610 

2,700 

110 

20 

1,090 

615 

510 

450

20

Mean.

676 

618 

856 

1,753 

5,468 

4,873 

782 

856 

3,009 

972 

665 

679

1,767

Run-off 

(total in 

acre-feet).

41,554 

34,334 

52, 622 

104,340 

336,238 

289,983 

48,080 

52,661 

179, 048 

59,742 

39,580 

41, 752

1,279,934

RIO GRANDE NEAR EL PASO, TEX.

This station was located at the pumping house of the smelter company, 3 miles north of El Paso, Tex. The bed of the stream at that 

point is composed of mud and is constantly shifting and changing. On 

May 1, 1897, the station was placed under the charge of W. W. 

Follett, consulting engineer, International Boundary Commission, and 

by him removed 1 mile farther up the river to Courchesne's limekiln.
46 SURFACE WATER SUPPLY, 1909, PAET VIII.

Although the section is unstable and subject to overflow, it is still the 

best site for a station in the vicinity of El Paso, as the entire bed is 

constantly shifting for many miles above and below. On this account 

frequent discharge measurements are made in order to closely estimate 

the daily discharge.

River heights were measured at the masonry pump-foundation 

pier. As the pier was torn down in October, 1902, an inclined wooden 

gage was established some 60 feet upstream. This has since been 

moved about 300 feet downstream.

Discharge measurements of Rio Grande near El Paso, Tex., in 1909. 

[By T. A. Stiles and W. L. Follett]

Date.

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

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

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

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

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

Feb. 5..................

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

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

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

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

21...... ....

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

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

Mar. 3..................

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

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

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

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

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

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

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

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

Apr. 3 ..................

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

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

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

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

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

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

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

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

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

May 3..................

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

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

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

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

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

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

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

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

June 3..................

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

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

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

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

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

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

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

Area of 

section.

Sq.ft. 

204

1Q7

150

172

214

161

192

159

187

176

116

169

84

87

94

22

180

325

274

108

143

107

75

226

114

130

92

342

446

404

441

1,027

1,011

848

959

652

641

492

525

980

967

886

642

665

Gage 

height.

Feet. 

7.9

7.9

7.7

8.0

8.1

8.0

8.25

8.1

8.3

8.2

7.8

8.1

7.5

7.3

7.4

7.1

8.1

9.15

8.8

7.6

8.1

8 fiK

7.8

7.8

7.4

6.85

8.6

7 8

7 9

7.6

11.25

10.55

9 5

9 OK

10.1

12.1

11.7

12.1

10.7

10.6

10.1

11 9

12.1

11.7

10.7

10 9

Discharge.

Sec.-f. 

443

418

276

370

509

359

363

390

476

392

224

329

145

163

159

33

470

1,084

858

230

433

358

186

200

113

49

721

267

260

129

3,834

3,089

1,625

2,238

2,028

2,265

6,044

5,755

3,580

3,194

2,461

2,710

5,531

6,168

5,118

3,670

3,599

Date.

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

July 19..................

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

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

Aug. 21 .................

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

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

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

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

Sept, 3..................

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

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

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

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

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

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

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

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

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

Oct. 3..................

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

9

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

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

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

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

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

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

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

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

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

9

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

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

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

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

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

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

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

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

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

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

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

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

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

Area of 

section.

Sq.ft. 

604

488

47

33

qfi

21

16

402

219

250

205

187

QQl

7<97

577

463

364

258

OfiC

220

147

151

221

153

152

151

124

170

132

128

1 f*9

146

136

243

174

243

217

176

127

230

111

85

58

Gage 

height.

Feet. 

10.4

9 9

6.9

6.4

6.05

6.1

6.0

9.35

8.25

8.5

8.0

7 QK

U QK

11.45

10.5

9 4

8.9

8.75

8.2

8.4

7 9

7.8

9.2

8

0

8.4

8.4

8.2

8.1

8.1

8.0

8.1

7 7*;

7.6

7 Q

7 Q

7.7

8.3

8.0

8.2

8.4

8.4

8.2

7.8

8.3

7.5

7.2

6.95

Discharge.

Sec.-ft. 

3,175

76

28

15 -53

14

1,864

741

1,070

584

5,574

4,480

3,289

2,360

1,674

1,107

1,059

690

869

431

342

1,573

7<U

705

516

481

486

416

336

299

274

364

358

288

399

506

779

463

364

233

475

191

146

101
WESTERN GULF OF MEXICO. 47 

Daily gage height, in feet, of Rio Grande near El Paso, Tex.,/or 1909.

Day.

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

'2...............

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

7.85

7.9

7.95

7 9

7 Q

7.9

7.9

7.85

7.7

7.5

7.2

7.85

7.95

8.0

8.35

8.1

8.0

8.15 

8.1 

7.95

7.75

7.65

7.65

8.05

7.95

7 Q

7.95

7.95 

7.9

8.05

Feb.

8.35

8.35

8 2

O OK

8.3

8.05

7.9

7.8

8.0

8.1

8.2 

8.25

8.05

8.1

8.2

8.2

8.0

7.85 

7.75

7.7

8.1

8.1

8.0

7.7

7.55

7.45

7.4

7.3

Mar.

7.8

7.75

7.45

7 OK

7.15

7.1

7.05

6.95

7.8

8.4

8.3 

8.85

9.2

9.0

9.0

8.85

8.85

8.55 

8.05 

7.8

7.75

7 Q

8.0

8.05

8.6

8.4

8.2

8.1

8.1 

7.95

7.8

Apr.

7.75

7.7

7.9

7.8

7 75

7.4

7.4

7.2

7.0

8.15

8.85 

8.5

8.05

7.85

7.9

7.8

8.0

7.95 

8.15 

7.8

7.8

9.1

10.3

11.05

11.2

11.2

10.75

10.1

9.8 

9.45

May.

9.3

9.5

10.1

in ^

9

QC

9.8

9.6

9.6

10.3

11.1

11.95 

12.2

12.5

12.5

12.2

11.85

12.0

12.1 

12.05 

11.8

11.7

11.65

11.6

11.95

12.1

12.05

12.0

11.4

11.0 

10.6

June.

10.35

10.5

10.55

10.5

10.3

10.0

9.85

9.6

9.9

10.6

11.35 

11.9

12.15

12.15

12.15

12.15

12.2

11.8 

11.6 

11.5

11.1

10.75

10.7

10.7

10.85

10.75

10.65

10.45

10.15 

9.9

July.

9.85

9.6

9.15

Q Q

8.95

9.0

8.9

8.45

8.3

8.25

7.95 

7.8

7.85

7.7

7.5

8.0

7.55

7.3 

6.95 

6.5

6.6

6.55

6.15

6.1

6.05

5.95

5.9

Aug.

.......

.......

6.15

6.1

6.05

6.05

10.51

9.4

8.2

8.05

8.8 

8.65

8.45

Sept.

8.3

8.3

8.05

7 Q

7.85

8.0

8.1

8.95.

11.75

11.75

11.15 

11.65

11.05

10.5

10.5

10.25

10.1

9.9 

9.8 

9.7

9.4

9.4

9.2

8.95

8.85

8.8

8.75

8.35

8.25 

8.2

Oct.

8.2

8.1

8.15

8.25

8.05

7.9

7.75

7.8

7.85

7.7

7.85 

8.55

8.75

8.3

8.3

8.3

8.3

8.35 

8.3 

8.2

8.35

8.4

8.35

8.15

8.0

8.15

8.15

8.05

8.05 

8.15

8.0

Nov.

8.0

8.0

8.05

7 Q

7.8

7.8

7.95

7.75

7.7

7.65

7.7 

7.6

7.65

7.8

7.9

7.9

7.8

7.75

7.7 

7.75

7.7

8.0

8.25

8.25

7.95

7.85

8.0

7.75

7.8 

7.85

Dec.

8.1

8.35

8.45

8.45

8.5

8.3

8.3

8.35

8.45

8.5 

8.25

8.2

7.95

7.8

7.7

7.65

8.05 

8.3 

8.15

7.8

7.6

7.55

7.5

7.5

7.45

7.3

7.2

7.15 

7.1

7.0

NOTE. No flow July 28 to August 20.

Daily discharge, in second-feet, of Rio Grande near El Paso, Tex.,for 1909.

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

81...............

Jan.

425

a 445

425

a 420

420

420

380

195

75

315

350

620

a 510

420

480

a 420

345

290

260

260

350

330

320

330

330

330

320

355

Feb.

425

425

335

365

a 395

305

265

250

390

435

a455

360

a 390

390

310

205

190

a 330

330

300

205

155

165

«165

Mar.

365

340

a 185

95

55

a 35

25

10

645

590

915

al, 110

985

a 890

885

730

465

a 335

290

350

395

735

600

465

a 395

395

290

a 185

Apr.

175

165

a 230

200

190

a 115

115

90

a65

545

810

a680

410

295

a 320

255

305

a 275

370

. 215

a 215

1,640

2,880

a3, 630

3,780

3,780

a3,300

2/460

2,050

al,460

May.

1,620

2,300

2,030

1,790

1,790

4,160

5,770

a.6, 240

6,830

5,640

6,040

6,090

a5,070

4,990

4,900

5,500

5,750

a.5,670

5,600

4,670

4,050

a3,430

3,120

June.

3,040

3,130

a3, 160

3,070

2,830

a2,460

2,280

1,980

a2,420

3,500

a5, 530

6,110

6,190

6,300

6,430

-5,380

o4, 970

4,830

4,250

o3, 740

3,550

3,440

o3, 530

3,470

3,380

o3,210

2,670

o2, 170

July.

2,030

1,710

1,350

930

990

890

530

415

295

250

265

220

310

175

125

a 80

30

40

a 35

20

15

ol5

10

5

Aug.

a 30

25

20

a 20

a2,680

1,910

690

a 540

1,420

1,250

al,010

Sept.

875

875

a 635

535

520

a625

780

1,840

a5, 140

5,140

3,820

o4,880

3,980

3,290

a3,290

2,820

2,540

a2,250

2,130

2,020

1,670

al,670

1,450

al, 170

1,090

1,070

al,060

790

725

o690

Oct.

690

600

a645

735

560

a430

300

340

a 385

255

385

al,000

1,160

755

755

a 755

635

a 560

550

490

660

705

660

a 500

450

500

o500

460

a465

520

a415

Nov.

400

380

a380

340

310

a 310

335

300

a 290

280

290

o275

290

335

a 365

375

345

a 330

310

320

a290

420

530

a 535

375

320

a400

300

325

345

Dec.

a 460

655

760

630

a 820

760

560

480

a 435

490

515

a 390

365

280

a 235

215

205

375

a475

425

300

225

210

a 190

190

180

160

a 145

135

130

a 110

NOTE. No flow July 28 to August 20.

a Date of measurement.
48 SURFACE WATER SUPPLY, 1909, PAET VIII.

Monthly discharge of Rio Grande near El Paso, Tex.,for 1909.

Month.

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

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

Discharge In second-feet.

Maximum.

620 

455 

1,110 

3,780 

6,830 

6,430 

2,030 

2,680 

5,140 

1,160 

535 

820

6,830

Minimum.

75 

155 

10 

65 

1,450 

1,980 

0 

0 

520 

255 

275 

110

0

Mean.

363 

309 

468 

1,034 

4,392 

3,932 

403 

310 

1,979 

575 

347 

371

1,207

Run-off 

(total In 

acre-feet).

22,324 

17, 177 

28,760 

61,527 

270,050 

233,970 

24,803 

19,031 

117, 759 

35,345 

20,268 

22,820

873,834

RIO GRANDE ABOVE PRESIDIO, TEX.

This station was established April 4, 1900, by the International 

Boundary Commission. It was originally located 9 miles above Presidio 

and 18 miles above the mouth of Rio Conchos, one of the principal 

tributaries of the Rio Grande, and about 200 miles below El Paso. 

The station was in a straight stretch of the river, but in the bight of 

a long bend. In 1905 the river began to erode a cut-off across this 

bend, and the spring flood of 1905 deepened this channel to such an 

extent that more water passed through it than through the station, 

and it became necessary to abandon the location. In September, 

1905, the station was moved 8 miles farther upstream and rebuilt. 

Its location was far enough above the mouth of Rio Conchos to be 

free from the effects of backwater from that stream. Caving banks 

necessitated the abandonment of this upper site, and the station was 

moved back to the original site, at the Haciendita, July 6, 1909. A 

new gage was established whose readings are not comparable with the 

old ones. Changes of river bed have closed the crevasse which 

threatened in 1905, and frequent discharge measurements are necessary to determine closely the daily discharge.

The observations at this station during 1909 have been made 

under the direction of the United States section of the International 

Boundary Commission.
WESTERN GUI^F OF MEXICO. 49

Discharge measurements of Rio Grande above Presidio, Tex., in 1909. 

[By W. T. Millington.]

Date.

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

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

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

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

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

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

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

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

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

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

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

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

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

Mar. 3: .................

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

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

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

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

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

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

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

Apr. 2..................

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Area of 

section.

Sq.ft. 

133

80

83

91

82

62

110

128

92

63

63

62

70

Q7

77

72

70

71

64

49

45

26

23

94

76

34

fid

43

38

21

526

478

333

436

307

572

968

1,035

1,049

941

798

976

856

1,052

968

1,099

842

733

Gage 

height.

Feet. 

3.7

3.5

3.6

3.55

3.45

3.3

3.6

3.6

3.45

3.3

3.2

3.2

3 OK

3.6

3.3

3.3

3.4

3.3

3.25

3.3

3.1

9 Q

2.75

2.6

3.7

0 0

3.0

2.6

0 fl

2.8

2.8

2.6

5.7

5.6

4.6

5.2

4.5

5.8

6.3

6.9

7.0

6.4

6.5

6.0

5.5

5.3

5.9

6.3

6.9

6.9

6.9

6.1

5.9

5.5

Discharge.

Sec.-ft. 

163

105

99

129

141

88

169

195

139

94

86

77

115

99

96

101

95

90

69

43

18

13

223

116

79

73

28

78

56

42

12

2,308

1,157

547

992

493

2,586

3,474

5,158

4,399

3,815

2,539

1,920

1,559

3,250

3,007

4,832

3,160

5,514

3,607

2,483

1,631

Date.

July 6. .................

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

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

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

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

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

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

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

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

Aug. 3..................

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

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

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

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

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

Sept. 2.......... .......

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

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

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

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

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

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

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

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

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

Oct. 3..................

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

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

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

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

18. .................

21..................

24..................

27..................

30..................

Nov. 2..................

5..................

8..................

11..................

14..................

17.................. 20. ..:..............

23..................

26..................

29..................

6..................

9..................

12..................

15..................

19..................

21..................

24. .................

27..................

30. .................

Area of 

section.

Sq.ft. 

446

435

285

201

73

159

120

126

173

80

81

61

22

148

20

75

152

129

133

842

6^3

535

422

338

278

210

195

203

155

137

192

222

224

229

213

175

173

148

129

121

107

92

118

121

121

152

146

180

188

187

184

176

155

162

120

Gage 

height.

Feet. 

8.6

8.4

7.4

6.7

5.4

6.3

5.9

6.0

6.35

5.4

5.4

5.2

/i ^

7.2

4.4

5.5

6.5

6.3

6.4

10.95

9.75

& Q

8.8

8.2

7.5S

7.2

6.9

6.9

6.8

6.45

6.9

7.1

7.1

7.3

7.0

7.1

7.0

6.9

6.8

6.7

6.6

6.6

6.8

6.8

6.6

6.9

6.9

7.1

7.3

7.4

7.4

7.2

7.0

7.2

. 6.9

Discharge

See.-ft 

1,736

1,495

625

289

56

171

97

106

189

73

69

36

8

325

8

41

162

119

139

5,763

2,840

1,859

1,138

691

392

258

191

217

139

109

219

284

268

340

233

187

180

128

101

86

79

65

91

109

109

135

139

213

244

193

155

140

174

204

131

NOTE. Gage heights, July 6 to December 30, taken on new gage, whose readings are not comparable 

with old gage.

83182° wsp 268 11 4
50 SURFACE WATER SUPPLY, 1909, PART VIII.

Daily gage height, in feet, of Rio Grande above Presidio, Tex.,for 1909.

Day.

1... ............

2...............

3...............

4... ........... .-

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15. ..............

16. ..............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30. ..............

31...............

Jan.

3.7

3.7

3.65

3.6

3.6

3.5

3.6

3.6

3.6

3.65

3.6

3.6

3.6

3.5

3.45

3.4

3.4

3.3

3.35

3.5

3.6

3.6

3.6

3.6

3.5

3.5

3.45

3.4

3.3

3.25

3.2

Feb.

3.2

3.3

3.25

3.25

3.2

3.2

3.2

3.2

3.35

3.5

3.6

3.45

3.3

3.3

q q

3.2

3.3

3.4

3.4

3.4

3.25

3.3

3.3

3.35

3.2

3.25

3.1

Mar.

3.1

3.1

3 3

3.2

' 3.1

3.1

2.95

2.9

2.9

2.85

2.85

2.8

2.7

2.65

2.6

9 ft

3.8

4.0

4.0

3.75

3.7

3.6

3.45

3.3

3.2

3.1

3.0

2.9

Apr.

2.6

2.6

3.2

3.1

3.0

2.9

2.8

2.8

2.8

2.8

2.8

2.7

2.7

-2.6

2.6

3 Q

5.7

5.7

May.

6.15

5.5

-4.85

4.7

4.55

4.7

5.0

5.25

5.05

4.7

4.55

4.8

5.3

5.8

6.0

6.3

6.85

7.0

7.05

7.0

7.1

7.15

6.75

6.4

6.3

6 45

6.5

6.5

6.5

June.

6.3

5.95

5.75

5.65

5.55

5.5

5.4

5.35

5.85

5.9

5.9 '

5.95

6.05

6.3

6.55

6.65

6.85

6.55

6.9.

6.9

6 9

6.95

6 9

6.55

6.05

6.1

5.8

5.85

5.9

5.7

July.

5.7

5.45

5.2

5.05

5.0

8.6

8.95

10.4

7.8

7.85

8.15

7.3

6.95

6.7

6.7

6.5

5.95

5.3

6.3

6.3

6.25

6.05

5.95

5.9

5.8

5.85

6.0

7.4

7,6

6.5

5.95

Aug.

5.65

5.55

5.4

5.65

5.45

5.45

5.3

5.2

5.1

4.85

4.65

4.45

6.8

8.7

5.45

4.95

4.7

4.4

4.55

4.5

4.3

Sept.

5.25

5.45

5.5

6.7

6.45

6.85

6.9

6.2

5.85

6.35

6.3

6.55

10.25

11.0

11.15

10.45

9.75

9.85

9.45

9.3

9.5

8.8

8.5

8.35

8.15

7.9

7.65

7.55

7.45

Oct.

7.5

7.35

7.15

7.0

6.9

6.9

6.85

6.8

6.85

6.85

6.95

6.8

6.7

6.55

6.45

6.4

6.45

6.95

7.1

7.05

7.15

7.2

7.15

7.15

7.2

7.1

7.25

7.1

7.0

7.0

7.1

Nov.

7.1

7.05

6.95

6.95

6.95

6.9

6.9

6.9

6.85

6.8

6.8

6.7

6.7

6.75

6.7

6.6

6.55

6.6

6.6

6.8-

6.8

6.8

6.8

6.8

6.65

6.6

6.6

Dec.

7.05

7.0

6.9

6.85

6.9

6.8

6.9

6.8

7.15

7.2

7.2

7.3

7.35

7.3

7.3

7.3

7.3

7.45

7.4

7.3

7.2

7.0

7.0

6.95

6.9

7.15

7.1

7.0

7.0

6.9

6.8

NOTE. On July 6 station was moved back to "The Haciendita," 8 miles above mouth of Conchas, 

and a new gage established not comparable with old gage. 

No flow March 17-18, April 16-27, August 22-31.

Daily discharge, in second-feet, of Rio Grande above Presidio, Tex.,for 1909.

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.

165

165

o!50

1 OK

i qc

a 105

120

110

a 100

120

125

o!40

150

140

»140

195

1OC

a 90

100

140

180

190

o!95

160

o!40

125

95

o85

80

Feb.

85

on

80

o75

80

85

110

110

100

90

100

100

olOO

90

95

o95

100

85

o90

75

Mar.

70

65

a 70

55

45

 o45

35

30

o30

OK

25

o20

15

10

0

0

' 155

185

135

105

QC

o80

80

7C

a 75

70

Apr.

°.n

a

or\

100

on

o80

65

CK

rr\

45

25

oc

10

0

0

0

0

0

0

0

0

0

0

0

2,310

May.

2

/iqn

ol,100

700

610

o510

620

ol, 030

885

o530

975

1,780

a2,590

2,940

«3 480

4^320

o5,020

S nnn

4,770

a4,400

4,670

4,870

o4,080

3,840

3 920

o3, 920

3,920

June.

3,370

2

oqn

2 inn

ol,980

1,740

ol,650

3,110

o3,250

3,000

2,850

o3, 010

3,770

4,070

3,720'

o3, 160

a5, 510

4,680

^ dQn

o3, 610

2, 410'

o2,480

2,060

July.

2,060

1 330

1,180

i i on

5,340

o975

1,020

1,280

o575

410

290

o290

a 45

170

170

o!60

125

105

90

on

olOS

725

o250

140

Aug.

105

a 75

110

80

55

35

20

10

o5

285

o925

130

70

40

5

0

0

0

0

0

0

0

0

0

0

Sept.

30

40

190

a 150

265

280

75

125

175

4,870

a5,830

6,060

4 450

2,990

9 170

ol 860

2,150

ol,140

800

555

440

o390

360

Oct.

380

215

190

185

180

185

200

o!40

130

115

100

no

o235

285

265

o300

310

290

o285

305

270

a 320

270

235

o235

265

Nov.

225

o!85

i 7c

175

o!70

150

140

o!30

115

100

85

85

o90

90

85

70

70

o65

65

o90

95

105

ollO

120

105

ollO

110

Dec.

150

145

o!35

 19^.

o!20

140

120

230

230

a 245

230

195

o!75

165"

175

145

125

150

o!70

160

195

o!90

155

155

o!30

105

o Date of measurement.
WESTEEN GULF OF MEXICO. 

Monthly discharge of Rio Grande above Presidio, Tex., for 19.09.

51

Month.

March

July......................................................

November. ...............................................

Discharge in second-feet.

Maximum.

195 

115 

225 

2,310 

5,020 

5,510 

5,340 

925 

6,060 

380 

225 

245

6,060

Minimum.

80 

75 

0 

0 

510 

1,650 

45 

0 

30 

100 

65 

105

0

Mean.

134

94 

71 

185 

2,828 

3,146 

805 

71 

1,375 

228 

112 

163

768

Run-off 

(total in 

acre-feet).

8,251 

5,246 

4,344 

10,988 

173,871 

187, 200 

49, 478 

4,364 

81,808 

14,103 

6,664 

10,046

556,273

RIO GEANDE BELOW PEESIDIO, TEX.

The station was established April 8, 1900, by the International 

Boundary Commission. It is 6 miles below Presidio, 7 miles below the 

mouth of the Rio Conchos, and about 215 miles below El Paso. It 

is at the west end of the canyon section of the Rio Grande. The 

discharge at this station minus the discharge at the station above 

Presidio, Tex., is the discharge of Rio Conchos, except at rare intervals, when some rain water enters the Rio Grande from the north.

The river is fairly straight at the station and for one-fourth mile 

above and below. The right bank is a rocky bluff. The left bank is 

an alluvial deposit and overflows for 750 feet back from the river, 

where gravel hills are found. The bed is of shifting sand and is 

affected by a drainage line called Alamos Creek, which reaches the 

river one-fourth mile below the station. This creek is subject to 

torrential floods, which bring large quantities of bowlders and gravel 

into the Rio Grande, forming a temporary dam, which remains, 

throwing backwater onto the gage, until a flood in the river scours it 

out. The extreme floods come from the Rio Conchos, the highest 

recorded gage height being 26.35 feet on September 11, 1904. Frequent discharge measurements are made to determine closely the 

daily flow.

The observations at this station during 1909 have been made under 

the direction of the United States section of the International Boundary 

Commission.
52 SURFACE WATER SUPPLY, 1909, PART VIII.

Discharge measurements of Rio Grande below Presidio, Tex., in 1909. 

[By W. T. Millington.]

Date.

7...... .... ........

10..................

13..................

16..................

19..................

22 ..................

25 ..................

9Q

31..................

Feb. 4..................

7...................

10..................

14..................

16..................

19

22...................

28..................

7.... ....... .......

13..................

16..................

19

22..................

25..................

28..................

31 ..................

6..................

9..................

12...................

15..................

18..................

21..................

27..................

30..................

May 1... ...............

7..................

10..................

13 ..................

17..................

Of)

24 ..................

27 ..................

31..................

6..................

9..................

15. .................

18..................

24..... ............

97

30..................

Area of 

section.

Sq.ft. 

650

636

589

609

KQO

627

623

617

tv!7

CfVfi

495

CftO

AAV

554

4.RC

Af) Q

425

iOO

07Q

3'54

one

329

338

1,127

1,236

1,203

1,172

QO4.

1,116

1 QPiQ

1 000

894

805

7 cq

666

1,013

1,117

Gage 

height.

Feet. 

6.8

6.8

6.8

6.8

6.8

6.8

6.8

6.6

0.8

6.7

6.75

6.7

6.6

6.55

6.6

6.6

6.5

6.5

6

AK

6.3

6.2

6.85

6.4

6.3

6.35

6.2

6.1

C QC

5.9

C Q

8.0

7.7

7.8

7.7

7 9

8.6

8 Q

9.1

9 1

8.6

Q A

8.3

8.0

10.7

10.2

10.1

9.5

9 7

Discharge.

Scc.-ft.

704

781

G'V

^flQ

665

501

491

900

616

617

591

KCQ

481

ore

^W

272

238

9Qg

158

174

474

349

280

312

QQO

405

or\7

320

 276

197

190

202

1,128

2,740

2,548

3,719

5, 983

5

AK9

5,338

4 %9

1 986

719

5,242

A 9C1

3

e«K

A Q97

Date.

July 7..................

10 ..................

13..................

16..................

19 ..................

22 ..................

25..................

9g

°.1

7. . .............. ..

10..................

13..................

16..................

19

22

25..................

31..................

Sept. 3 ..................

6 ..................

9 ..................

12......'............

15 ..................

18 ..................

21..................

24 ..................

30 ..................

7..................

10..................

13..................

16..................

19

22 ..................

25 ..................

28 ..................

31..................

Nov. 3 ..................

6..................

9..................

12 ..................

15. .................

24..................

27..................

30..................

7. . .................

10...................

13...................

16...................

20...................

23...................

26...................

?8...................

31...................

Area of 

section.

So. ft.

2, 137

2,434

2,201

1,769

1,269

1,217

1,139

1,419

1,552

1,534

1,663

1,546

1,835

2,388

1,757

1,476

1,486

1,152

2,448

1,619

1,385

1,740

2,305

2,087

1,703

1,188

919

848

799

614

653

646

628

581

564

558

550

526

CflQ

512

514

543

518

594

588

575

569

531

1,971

1,209

Gage 

height.

 Fee t. 

11.9

12.8

12.15

10.7

9.5

9.4

9.0

10.15

10.3

10.4

9.75

10.4

10.3

10.75

11.8

10.2

9.65

9.6

8.6

12.7

9.9

9.0

9.8

11.2

10.5

9.8

9.2

8.6

8.2

8.1

7.9

7.8

7.6

7.8

 7.7

7.7

7.7

7.5

7.4

7.3

7.3

7.2

7.2

7.1

7.1

7.1

7.1

7.0

7.1

7.0

7.2

7.3

7.2

7.2

7.1

7.1

10.85

9.0

Discharge.

Sec.-ft. 

10,407

14,819

10,396

5,945

2,467

2,530

1,993

4,030

6,089

5,001

7,110

5,735

8,114

12,157

7,619

4,215

4,965

2,360

14,222

6,380

4,011

7,578

10, 796

12, 633

7,534

5,298

3,564

2,480

1,702

1,411

1,065

981

911

1,072

1,084

935

1,094

702

755

644

625

595

580

529

462

506

466

478

584

512

639

539

468

596

486

500

8,492

3,205
WESTEKN GULF OF MEXICO. 53 

Daily gage height, in feet, of Rio Grande below Presidio, Tex.,for 1909.

Day.

1...............

2...............

3... ........... .

4...............

5...............

6...............

8...............

9...............

10. ..............

11...............

12...............

13...............

14...............

15...............

16...............

17.......:.......

18...............

19...............

20...............

21...............

22...............

23...............

24. ..............

25. ..............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

6.7

6.7

6.9

6.8

6.8

6.8

6.8

6.85

6.8

6.8

6.85

6.8

6.8

6.8

6.8

6.8

6.75

6.7

6.7

6.7

6.8

6.8

6.8

6 9

6.8

6.8

6.8

6.75

6.7

6.7

6.6

Feb.

6.7

6.7

6.75

6.8

6.8

6.7

6.7

6.7

6.7

6.75

6.8

6.8

6.8

6.75

6.7

6.7

6.7

6.7

6.6

6.6

6.6

6.55

6.5

6.5

6.55

6.6

6.6

6.6

Mar.

6.6

6.55

6.5

6.5 6.5'

6.5

6.5

6.5

6.4

6.4

6.4

6.4

6.4

6.4

6.35

6.3

6.25

6.2

6.2

6.85

6.85

6.8

6.8

6.7

6.6

6.55

6.5

6.4

6.4

6.3

6.2

Apr.

6.15

6.2

6.3

6.4

6.3

6.3

6

9

6.2

6.2

6.2

6.1

6.1

6.1

6.1

6.0

6.0

6.0

6.0

6.0

6.0

5.9

5.9

5.9

5.9

5.9

5.9

5.9

5.9

7.4

7.4

May.

7.85 8-.0

7.85

7.65

7.5

7.5

n OK

7 9

7.95

7.7

7.6

7.6

7.85

8.1

8.35

8.5

8.6

8.75

8.85

8.95

9.0

9.05

9.05

9.05

9.1

9.1

9.1

9.05

9.15

9.1

9.1

June.

8.95

8.75

8.55

8.45

8.4

8.4

8.4

8.3

8.3

8.25

8.15

8.0

8.1

8.35

10.55

9.6

10.0

10.3

10.15

10.1

10. 15 

10.4

10.65

10.3

9.75

9.65

9.45

9.3

9.5

9.7

July.

9.65

9.3

9.2

9.2

11.0

12.6

12.5

12.8

12.3

12.8

12.0

11.15

10.4

10.65

10.45

9.95

9.5

9.65

9.55

9.35

9.1

9.0

9.0

9.75

9.8

10.2

10.5

10.45

10.35

Aug.

10.85

11.2

10.65

10.45

10.5

10.5

9.75

10.05

10.1

10.45

10.3

10.3

10.35

10.85

10.4

10.8

11.7

11.8

11.65

10.8

10.45

10.1

9.75

9.95

9.65

9.05

9.8

9.6

9.6

8.75

8.6

Sept.

9.5

12.15

12.5

11.25

10.25

9.95

9.45

9.1

9.1

9.65

10.15

9.9

10.65

11.1

11.2

11.6

11.4

11.4

11.0

10.95

10.5

10.4

10.05

9.85

9.55

9.25

9 2

9.1

8.7

8.6

Oct.

8.5

8.4

8.3

8.2

8.2

8.15

8.1

8.0

8.0

7.9

7.9

7.85

7.75

7.6

7.6

7.6

7.6

7.75

7.8

7.7

7.7

7.75

7.7

7.7

7.7

7.6

7.6

7.7

7.6

7.5

7.5

Nov.

7.5

7.4

7.4

7.4

7.3

7.3

7.3

7.3

7.3

7.3

7.2

7.2

7.2

7.2

7.2

7.2

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.1

7.0

7.0

7.0

Dec.

7.05

7.1

7.1

7.1

7.05

7.0

7.0

7.0

7.1

7.15

7.3

7.3

7.25

7.2

7.15

7.2

7.1

7.15

7.2

7.2

7.2

7.1

7.1

7.1

7.1

7.1

7.15

10.75

9.9

9.2

9.0

Daily discharge, in second-feet, of Rio Grande below Presidio, Tex.,for 1909.

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.

640 

675 

815 

oSOO 

770

735 

o705 

755 

755 

o780

745 

665 

o605 

620 

635

o650 

610 

575 

o5fi5 

530

545 

0510 

560 

665 

o665

610 

555 

o475 

480 

510

Feb.

635 

695 

795 

o900 

830

685 

o615 

600 

585 

o590

615 

615 

615 

o590 

570

o570 

555 

545 

0480 

480

475 

o445 

385 

345 

o335

360 

360 

a 355

Mar.

355 

310 

270 

-o270 

' 260

250 

a 240 

240 

180 

o!80

180 

175 

a 165 

175 

165

o!60 

160 

160 

o!75 

475

475 

o450 

450 

400 

o350

330 

315 

a280 

»10 

300 

o290

Apr.

290 

330 

a395 

420 

395

o395 

335 

320 

a305 

335

325 

o350 

350 

350 

o320

310 

300 

a300 

275 

255

a!95 

195 

190 

a 190 

195

200 

a200 

200 

1,130 

a 1,130

May.

a 2, 340 

2,740 

2,400 

ol,900 

1,450

1,450 

o2,700 

2,850 

3,000 

o2,090

1,380 

980 

o 1,320 

2,110 

2,910

3,400 

a 3, 720 

4,620 

5,380 

o6,130

6,040 

5,940 

5,700 

o5,450 

5,510

5,430 

a 5, 340 

4,980 

5,070 

4,720 

a 4, 510

June.

3,610 

2,400 

a 1,450 

1,340 

1,290

o 1,290 

1,240 

1,090 

a 1, 040 

985

875 

a 720 

950 

1,530 

a 6, 610

3,190 

4,560 

o5,540 

4,900 

4,550

o 4, 510 

5,580 

6,640 

o5,910 

4,300

4,010 

a 3, 460 

3,160 

3,740 

a 4, 330

July.

4,190 

4,190 

3,220 

2,950 

2,950

7,920 

a9,440 

13,840 

13, 350 

o!4, 820

11,420 

14, 820 

a 9, 940 

7,330 

5,020

a 5, 790 

5,220 

3,770 

o2,470 

2,780

2,700 

a 2, 460 

2,130 

1,990 

ol,990

3,320 

3,410 

a 4, 180 

5,050 

4,900 

a 4, 610

Aug.

6,670 

8,070 

6,710 

a6,210 

6,260

6,260 

a 5, 000 

5,970 

6,130 

o 7, 260

6,450 

6,090 

o5,880 

7,730 

6^720

o8,310 

11, 770 

12, 160 

oil, 730 

9,320

8,320 

o 7, 320 

5,680 

5,700 

a 4, 210

2,950 

5,190 

a 4, 960 

4,960 

2,750 

o2,360

Sept.

4,910 

12, 630 

a!3, 660 

10, 160 

7,360

a 6, 510 

5,200 

4,280 

a 4, 270 

6,200

7,990 

o 7, 810 

9,530 

10, 570 

olO, 800

12, 410 

12, 220 

a!2, 630 

10, 370 

10,090

a 7, 530 

7,210 

6,100 

a 5, 440 

4,570

' 3, 710 

o3,560 

3,380 

2,660 

o2,480

Oct.

2,280 

2,090 

1,890 

o 1,700 

1,660

1,540 

a 1, 410 

1,240 

1,240 

ol,070

1,060 

1,020 

o965 

910 

910

o910 

910 

1,030 

o 1,070 

1,020

1,050 

a 1, 120 

1,030 

980 

o940

910 

960 

o 1,090 

935 

780 

o700

Nov.

740 

710 

o755 

750 

650

a 645 

640 

630 

o625 

625

595 

o595 

590 

585 

o580

580 

530 

o530 

505 

485

a 460 

475 

490 

o505 

495

480 

a465 

425 

450 

a480

Dec.

530

585 

585 

o585 

550

510 

o510 

510 

575 

o605

645 

595 

o505 

470 

435

o470 

430 

495 

565 

o595

595 

485 

a485 

490 

495

oSOO 

550 

a8,200 

5,780 

3,770 

o3, 200

o Date of measurement.
54 SURFACE WATER SUPPLY, 1909, PART VIII.

Monthly discharge of Rio Grande below Presidio, Tex., for 1909.

Month.

February............. ........... . ....

April........

June ..............

July......................................................

October.....

November ...... ... - . .

December... .....

Discharge in second-feet.

Maximum.

815 

900 

475 

1,130 

6,130 

6,640 

14,820 

12, 160 

13, 660 

2,280 

755 

8,200

14, 820

Minimum.

475 

335 

160 

190 

980 

720 

1,990 

2,360 

2,480 

700 

425 

430

160

Mean.

635 

558 

274 

349 

3,663 

3,160 

5,876 

6,616 

7,541 

1,175 

569 

1,139.

2,630

Run-off 

(total in 

acre-feet).

39,065 

30,992 

16, 850 

20, 787 

225, 243 

188,033 

361,329 

406,810 

448, 740 

72, 239 

33,858 

70,016

1,913,962

RIO GRANDE NEAR LANGTRY, TEX.

This station was established in April, 1900, by the International 

Boundary Commission. It is located one-half mile south of Langtry 

station, on the Southern Pacific Kailroad, and is about 440 miles 

below El Paso, Tex., at the east end of the canyon section of the 

Kio Grande, and a short distance to the west of the mouth of Pecos 

River, one of the principal tributaries of the Rio Grande.

The right (Mexican) bank is a rock bluff; the left bank is alluvial 

deposit for 200 feet back to a rock bluff. As the river is constantly 

shifting, because of alluvial deposits, frequent discharge measurements 

are made in order to determine closely the daily flow.

Observations at this station during 1909 have been made under 

the direction of the United States section of the International Boundary 

Commission.

Discharge measurements of Rio Grande near Langtry, Tex., in 1909. 

[By E. E. Winter.]

Date.

Jan. 2. .................

7..................

12. .................

18..................

23..................

28..................

Feb. 2..................

7..................

12..................

17..................

21..................

25..................

Mar. 2..................

7..................

13..................

17..................

22. .................

28..................

Apr. 2..................

7........... .......

12..................

Area of 

section.

Sq.ft. 

390

413

388

398

403

383

371

376

371

375

370

348

350

337

350

310

305

333

318

317

Gage 

height.

Feet. 

0.35

.5

.35

.4

.4

.4

.3

.3

.35

.3.3

.25

.25

.1

.05

.15

.15

.05

Discharge.

Sec.-ft. 

661

770

671

694

723

684

630

626

655

631

565

cyo

549

443

511

503

466

Date.

Apr. 17..................

22..................

27..................

May 2..................

6..................

10. .................

14..................

18..................

23..................

28......T...........

6..................

10..................

19

23..................

27..................

July 2..................

8. .................

12..................

16..................

Area of 

section.

Sq. ft. 

298

291

294

281

605

471

568

709

941

1,073

989

835

824

1,073

1,048

1,059

922

1,056

2,374

1,577

Gage 

height.

Feet. 

0.0

-- .05

- .05

- .05

1.6

.95

1.5

1.8

2.8

3.15

3.0

2.3

2.3

1.8

3.2

3.1

3.2

2.7

3.5

7.5

5.1

Discharge.

Sec.-ft. 

420

379

387

380

1,596

1,088

1,379

2,132

3,991

4,763

4,486

2,929

3,027

2,063

4,919

4,548

4,761

3,858

5,316

16,369

9,501
WESTEKST GULP OP MEXICO. 55

Discharge measurements of Rio Grande near Langtry, Tex., in 1909 Continued.

Date.

July 20..................

25. ..................

28. .................

Aug. 3..................

12..................

16..................

21..................

24..................

28..................

6..................

13..................

17..................

21..................

25..................

27..................

Oct. 2..................

7..................

Area of 

section.

Sq.ft. 

1,305

1,209

1,269

1,455

1,474

1,385

1,463

1,858

1,336

1,066

862

1,754

1,131

1,713

1,642

1,374

1,199

895

746

Gage 

height.

Feet. 

3.9

3.5

3.7

4.45

4.7

4.05

4.7

5.8

3.9

3.1

2.5

5.35

3.3

5.16

5.4

4.0

3.4

2.45

1.9

Discharge.

Sec.-ft. 

6,472

5,374

6,301

7,924

8,952

7,027

9,189

12,031

6,869

4,577

11,319

-5,482

10.378

11,112

7,350

5,783

3,280

2,333

Date.

Oct. 11..................

15..................

20..................

24..................

28..................

Nov. 2..................

7..................

15..................

20..................

24. .................

28. .................

Dec. 2. .................

7..................

11..................

16..................

22. .................

28. .................

Area of 

section.

Sq.ft. 

678

628

595

595

594

570

535

507

509

468

457

442

444

460

458

445

450

438

Gage 

height.

Feet. 

1.7

1.6

1.0

1.0

1.0

.9

.85

.8

.8

.7

.7

.6

.55

.6

.6

.5

.6

.5

Discharge.

Sec.-ft. 

1,956

1,672

1,444

1,440

1,298

1,170

1,074

1,035

985

941

849

850

912

890

839

871

834

Daily gage height, in feet, of Rio Grande near Langtry, Tex., for 1909.

Day.

3...............

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.

0.4

.35

.35

.4

.4

.45

.5

.45

.35

.35

.35

.35

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

Feb.

0.4

.4

.4

.4

.4

.35

.3

.3

.3

.3

.3

.3

.3

.35

.3

.3

.3

.35

.35

.35

.35

.3

.3

.3

.3

.3

.3

.35

Mar.

0.3

.3

.3

.3

.3

.3

.3

.25

.25

.25

.25

.25

.25

.25

.25

.25

.25

.25

.25

.25

.2

.1

' .1.1

.1

.1

.05

.05

.05

.05

Apr.

0.2

.15

.15

.15

.15

.15

.15

.1

.1

.1

.05

.05

.05

.0

.0

.0

.0

.0

.0

.0

- .05

- .05

- .05

- .05

- .05

- .05

- .05

- .05

- .05

- .05

May.

-0.05

- .05

- .05

.8

1.85

1.6

1.45

1.25

1.05

.95

.9

1.05

1.55

1.5

1.3

1.15

1.55

1.85

2.05

2.3

2.5

2.65

2.85

2.9

3.05

3.05

3.1

3.15

3.15

3.1

3.05

June.

3.2

3.0

3.1

2.9

2.65

2.4

2.3

2.25

2.3

2.3

2.25

2.25

2.35

2.1

1.7

1.15

1.55

3.15

3.2

3.2

3.4

3.05

3.1

3.3

3.5

3.15

3.05

2.9

2.6

July.

2.55

2.7

2.75

2.7

2.55

2.5

2.6

3.3

5.75

6.55

6.7

7.55

7.3

7.2

6.25

5.15

5.1

4.5

3.95

3.8

3.65

3.6

3.7

3.75

3.5

3.3

3.45

3.7

3.45

3.6

3.65

Aug.

4.0

4.05

4.35

4.95

4.45

4.55

4.65

4.45

4.15

3.7

3.75

4.1

4.25

4.2

3.95

4.55

4.55

4.75

5.85

5.95

5.8

4.8

4.15

3.65

3.3

3.1

3.1

3.15

2.85

2.55

2.5

Sept.

2.5

2.5

2.55

6.95

6.75

5.25

4.15

3.7

3.45

3.25

2.9

2.65

3.05

3.65

3.8

4.65

5.15

6.0

6.0

5.65

5.3

4.8

4.15

4.0

3.9

3.65

3.4

3.25

3.0

2.8

Oct.

2.65

2.45

2.25

2.1

2.0

2.0

1.9

1.8

1.8

1.7

1.7

1.65

1.6

1.6

1.55

1.4

1.3

1.25

1.15

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

Nov.

1.0

.9

.9

.9

.85

.S5

.85

.8

.8

.8

.8

.8

.8

.8

.8

.75

.7

.7

.7

.7

.7

.7

.7

.7

.6

.55

.55

.55

.55

.5

Dec.

0.5

.55

.6

.6

.6

.6

.6

.6

 .6

.6

.6

.6

.6

.6

.55

.5

.55

.6

.6

.6

.6

.6

.6

.6

.6

.55

.55

.5

.5

.5

3.75
56 SURFACE WATER SUPPLY, 1909, PART VIII.

Daily discharge, in second-feet, of Rio Grande near Langtry, Tex.,for 1909.

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.

710

a 660

660

695

695

730

a 770

730

655

655

655

a 655

670

670

670

670

670

680

685

690

a 695

700

710

715

705

700

Feb.

695

a 685

685

685

685

655

«630

630

630

625

625

a 625

625

650

630

630

a 630

655

655

655

630

630

630

a 630

620

605

Mar.

575

« 565

565

570

570

KTf)

<*nn

550

550

545

a 545

K.AK

K.AK

535

con

445

440

4QH

430

a 415

430

Apr.

540

510

510

EflC

n. f^n^

485

465

a 465

465

425

415

405

385

a 380

380

380

385

a 385

9QK

OQfi

390

May.

a 380

380

380

990

1,790

1,480

1,320

1,170

al,090

1,060

1,140

1,410

al,3SO

1,180

1,030

1,710

3,060

3,430

3,710

«4,100

4,650

«4, 760

4,660

June.

4,780

«4,490

4,710

4,260

3,710

2,950

2,880

3,000

a3,030

2,930

2,930

3,120

2,640

ol,960

2,090

4,880

5,230

4,490

o4,550

4 970

«4, 670

4 490

3,680

July.

3,580

a3,860

3,950

3,860

3,580

3,490

3,680

a4,950

11,530

13, 750

14, 170

a!6, 510

15,800

15,520

12,790

«9,650

9,500

7,990

6,600

o6,200

5,790

5,650

5,920

6,060

4,990

5,520

6,080

6,190

Aug.

6,950

7,060

a7,700

9,420

8,470

8,660

08, 860

8,210

7,320

5,990

6,140

o7,190

7,690

7,520

6,700

o8,690

8,800

9,320

12,160

12,410

a!2,030

9,310

7,540

06, 150

5,150

4,580

4,580

4,080

3,480

3,380

Sept.

3,360

o3, 340

3,480

15,800

15,240

all, 030

7,900

6,620

5,900

5,330

4,330

3,620

o4, 760

6,410

6,810

9,060

olO, 380

12,880

12, 880

11,850

alO,840

9,500

7,750

7,350

a7,090

6,440

05, 780

4,780

4,280

Oct.

3,850

«3,280

2,940

2,680

2,510

2,510

o2, 330

2,140

2,140

1,960

ol,960

1,850

1,740

1,710

«1,650

1,600

1,560

1,540

1,500

ol,440

1,440

1,440

1,440

«1,440

1,440

1,430

1,430

ol,420

1,420

1,410

1,400

Nov.

1,400

ol,300

1,280

1,270

1,200

1,180

ol,170

1,100

1,090

1,080

al,070

1,060

1,050

1,040

ol,030

1,010

985

985

985

o985

975

965

950

o940

875

835

825

o820

830

805

Dec.

810

o850

900

900

905

905

o910

905

900

895

o890

890

890

890

865

o840

855

870

870

870

870

o870

870

870

870

850

850

o835

835

835

7,100

a Date of measurement. 

Monthly discharge of Rio Grande near Langtry, Tex.,for 1909.

Month.

January .................................................

April............................ . ..................

May .....................................................

July.....................................................

November. ..................... . . ..............

The year. ..........................................

Discharge in second-feet.

Maximum.

770 

695 

575 

540 

4,760 

5,400 

16, 510 

12,410 

15,800 

3,850 

1,400 

7,100

16, 510

Minimum.

655 

605 

415 

380 

380 

1,410 

3,490 

3,380 

3,340 

1,400 

805 

810

380

Mean.

690 

643 

513 

440 

2,429 

3,855 

7,567 

7,428 

7, 673 

1,890 

1,036 

1,073

2,936

Run-off 

(total in 

acre-feet).

42,417 

35, 702 

31,517 

26,212 

149, 336 

229,408 

465,302 

456, 714 

456, 595 

116,231 

61,666 

65,980

2,137,080

RIO GRANDE BELOW DEVILS RIVER, TEX.

The station was established in April, 1900, by the International 

Boundary Commission. It is alongside the Southern Pacific Railroad 

track, about a mile below the mouth of Devils River and the town 

of Devils River, and about 480 miles below El Paso.

The bed of the river is rock for a short distance from the left bank; 

the right bank is alluvial deposit, overflowing in extreme high water
WESTEBET GULF OF MEXICO. 57

for a distance of some 500 feet back from the river. The left bank is 

a loose rock fill, along which runs the Southern Pacific Railroad.

Frequent discharge measurements are made to determine eiosely the 

daily flow. The observations at this station during 1909 have been 

made under the United States section of the International Boundary 

Commission.

Discharge measurements of Rio Grande below Devils River, Tex., in 1909. 

[By E. E. Winter.]

Date.

10..................

15..................

21..................

26..................

31..................

Feb. 5..................

10..................

15..................

20..................

24..................

28..................

Mar. 5..................

10..................

15..................

20..................

26..................

31 ..................

11..................

16..................

20..................

25..................

30..................

9..................

13................ .

17..................

21......

26.................

9..................

13.................

18..................

22..................

26.......

30..................

July 7..................

11.......

Area of 

section.

Sq.ft. 

905

918

924

934

948

938

919

928

911

911

901

863

858

866

833

829

854

826

828

1,062

i ns9

i i\i^

1 .1PL9

1 ^71

1,395

1 3^S

1,560

1 Q91

1 341

2,511

Gage 

height.

Feet. 

3.7

3.7

3.7

3.7

3.7

3.7

3.6

3.6

3.6

3.6

3.6

3.75

3.55

3.55

3.55

3.5

3.5

3.45

3.45

3.4

3.4

3.4

3.5

3.55

4.0

4.0

3 Q

5.0

5 fl

4.65

4.8

5

n

3.0

5.3

4 9

A 0

7.8

Discharge.

Sec.-ft. ' 

1,592

1,619

1,729

1,789

1,770

1,734

1,686

1,690

1,645

1,604

1,469

1,433

1,330

1,282

1,321

1,269

1,193

1,156

1,302

1,393

2,272

2,229

2,008

4,251

4,795

4,852

4,547

3,767

4,289

4,741

4,901

6,166

4 694

16. 693

Date.

July 15..................

19..................

23..................

27..................

31 ..................

Ancy fi g n::::::::::::::::::

15..................

20..................

23..................

27..................

31

Sept. 5..................

9..................

16..................

20..................

24..................

26..................

30..................

10..................

19..................

23..................

27..................

31..................

10..................

14..................

19..................

23..................

27..................

30..................

Dec. 4..................

9..................

14..................

18..................

24..................

30..................

Area of 

section.

Sq.ft. 

2,499

2,091

5,221

1,700

2,055

1,840

1,635

1,662

2,212

1,755

1,542

1,328

1,347

1,730

1,851

2,060

1,740

1,681

1,391

1,195

1,112

1,102

1,031

1,067

1,066

1,072

974

995

979

954

917

916

910

926

915

912

934

939

957

Gage 

height.

Feet. 

7.5

6.0

14.6

5.5

6.2

6.0

5.6

5.7

7.0

6.0

5.3

4.8

5.1

5.7

6.05

6.55

5.9

5.65

5.1

4.5

4.3

4.3

4.0

4.0

4.0

4.0

3.8

3.8

3.8

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.8

3.7

Discharge.

Sec.-ft. 

16, 198

9,212

42,532

6,623

9,476

8,885

7,115

7,486

13,055

8,875

6,231

4,574

5,363

7,771

9,588

12,012

8,453

7,243

5,375

3,602

2,943

2,939

2,342

2,355

2,347

2,304

1,992

1,989

1,923

1,885

1,832

1,768

1,835

1,694

1,692

1,677

1,687

1,709

1,716

Daily gage height, infect, of Rio Grande below Devils River, Tex., for 1909.

Day.

1.. .............

2...............

3...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

Jan.

3.75

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

Feb.-

3.7

3.7

3.7

3.7

3.65

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.6

Mar.

3.6

3.6

3.6

3.55

3.55

3.55

3.5

3.5

3.5

3.5

3.5

3.55

3.5

3.55

3.55

Apr.

3.5

3.5

3.5

3.5

3.5.

3.5

3.5

3.5

3.5

3.5

3.4

3.4

3.4

3.4

3.4

May.

3.5

3.5

3.5

3.5

3.85

4.3

4.2

4.1

4.0

4.0

3.9

4.0

4.1

4.2

4.15

June.

5.0

5.05

5.0

4.9

4.85

4.7

4.7

4.6

4.6

4.6

4.6

4.6

4.8

4.6

4.6

July.

4.75

4.8

4.9

5.15

5.15

4.8

4.85

5.4

6.35

6.75

7.8

7.85

7.4

7.45

7.4

Aug.

6.3

6.25

6.2

6.55

6.4

6.1

6.1

6.1

6.05

5.7

5.6

5.55

5.75

6.0

5.7

Sept.

4.55

4.6

4.6

4.65

5.8

7.5

6.25

6.15

5.65

5.35

5.05

4.85

4.7

5.5

5.5

Oct.

4.95

4.85

4.7

4.6

4.55

4.5

4.4

4.35

4.3

4.3

4.3

4.3

4.3

4.25

4.2

Nov.

4.0

4.0

3.9

3.9

3.85

3.8

3.8

3.8

3.8

3.8

3.8

3.8

3.8

3.8

3.8

Dec.

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7
58 SURFACE WATER SUPPLY, 1909, PART VIII.

Daily gage height, in feet, of Rio Grande below Devils River, Tex., for 1909 Continued.

Day. «

16...............

17...............

18...............

19............... 

20...............

21...............

22...............

23...............

24...............

25...............

26...............

28...............

29...............

30...............

31...............

Jan.

3.7

3.7

3.7

3.7 

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

Feb.

3.6

3.6

3.65

3.6 

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.5

3.75

Mar.

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

3.45

Apr.

3.4

3.4

3.4

3.4 

3.4

3.4

3.4

3.4

3.4

3.4

3.55

3.6

3.5

3.5

3.5

May.

4.0

3.9

4.05

4.35 

4.65

4.8

4.8

4.85

5.0

5.0

5.0

5.1

5.0

5.15

5.0

c n

June.

4.65

4.65

5.1

5.0 

4.65

5.15

5.05

5.2

5.3

5.45

5.3

5.2

5.25

5.05

4.95

July.

6.6

6.25

6.15

6.0 

5.75

5.45

5.3

12.5

5.95

5.4

5.5

5.65

6.15

Aug.

5.8

6.45

5.85

6.45 

7.0

6.6

5.95

6.0

5.55

5.35

5 A

5.4

5.15

4.9

4.8

Sept.

6.05

6.45

6.8

7.25 

6.5

6.9

6.5

6.5

5.9

5.9

5.65

5.6

5.4

5.2

5.1

Oct.

4.2

4.05

4.0

4.0 

4.0

4.1

4.0

4.0

4.0

4.0

4.0

4.0

4.0

4.0

4.0

4.0

Nov.

3.8

3.75

3.75

3.7 

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.7

Dec.

3.7

3.7

3.7 

3.7

3 7

3.75

3.8

3.8

3.8

3.8

3 7*1,

3.7

3.7

3.7

3.7

Daily discharge, in second-feet, of Rio Grande below Devils River, Tex., for 1909.

Day.

1...............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

12............:..

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22'...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

1,810 

1,720 

1,6*80 

1,640 

a 1,590

1,600 

1,600 

1,610 

1,610 

a 1,620

1,640 

1,660 

1,680 

1,700 

a 1,730

1,740 

1,750 

1,760 

1,770 

1,780

a 1,790 

1,780 

1,780 

1,770 

1,770

a 1, 770 

1,770 

1,760 

1,750

1 740

ol 730

Feb.

1,730 

1,730 

1,730 

1,730 

a 1,700

1,700 

1,690 

1,690 

1,690 

a 1,690

1,690 

1,680 

1,670 

1,660 

ol,660

1,660 

1,650 

1,700 

1,650 

al,640

1,630 

1,620 

1,610 

al,600 

1,600

1,600 

1,500 

a 1,880

Mar.

1,690 

1,650 

1,620 

1,530 

a 1,490

1,490 

1,440 

1,430 

1,430 

a 1,420

1,420 

1,460 

1,410 

1,440 

a 1,430

1,380 

1,380 

1,370 

1,370 

a 1,360

1,360 

1,350 

1,350 

1,340 

1,340

a 1,330 

1,330 

1,330 

1,320 

1,320 

a 1,280

Apr.

1,320 

1,320 

1,320 

1,320 

1,320

a 1,320 

1,320 

1,310 

1,310 

1,300

a 1,240 

1,230 

1,220 

1,210 

1,200

al,190 

1,190 

1,180 

1,170 

a 1,160

1,160 

1,160 

1,170 

1,170 

a 1,180

1,360 

1,430 

1,300 

1,300 

a 1,300

May.

1,300 

1,300 

1,300 

1,300 

a 1,980

2,860 

2,670 

2,470 

<z2,270 

2,260

2,050 

2,240 

a 2, 450 

2,670 

2,560

2,230 

a 2, 010 

2,380 

3,150 

3,870

a 4; 250 

4,250 

4,390 

4,800 

4,800

a4,800 

5,070 

4,820 

5,220 

4,840 

o4,850

June.

4,850 

4,950 

4,850 

4,650 

a 4, 550

3,960 

3,9GO 

3,570 

a 3, 590 

3,590

3,590 

3,590 

a 4, 290 

3,840 

3,840

3,950 

3,950 

a 5, 040 

4,780 

3,770

5,310 

a 5, 050 

 5,740 

6,170 

6,800

a 6, 170 

5,800 

5,980 

5,250 

a4,880

July.

4,270 

4,450 

4,780 

5,560 

5,590

4,580 

a 4, 810 

7,030 

10,860 

12,470

a!6,690 

17, 070 

15,450 

15,820 

a!5, 730

12,000 

10,370 

9,910 

a 9, 210 

8,240

7,080 

6,500 

a34,260 

9,980 

8,400

6,230 

a 6, 620 

6,220 

7,230 

9,270 

a9,880

Aug.

9,880 

9,680 

9,480 

10,880 

10,280

a 9, 330 

9,330 

9,330 

9,110 

7,560

a 7, 120 

6,930 

7,670 

8,600 

a 7, 490

7,910 

10, 700 

8,130 

10,700 

013,050

11,380 

8,670 

a 8, 870 

7,930 

7,170

6,420 

«6,560 

6,560 

5,730 

4,900 

a 4, 570

Sept.

3,910 

4,040 

4,040 

4,180 

a 8, 510

16,200 

10,350 

9,880 

a 7, 600 

6,550

5,500 

4,800 

4,270 

7,420 

7,420

o9,590 

11.530 

13,220 

15,400 

all, 790

13,590 

11,540 

11,540 

a 8, 450 

8,450

a 7, 240 

7,070 

6,390 

5,710 

5,370

Oct.

4,930 

4,630 

4,190 

3,900 

3,750

a 3, 600 

3,270 

3,110 

2,940 

o2,940

2,940 

2,940 

2,940 

<z2,840 

2,740

2,740 

2,440 

2,340 

a 2, 340 

2,340

2,540 

2,350 

a 2, 350 

2,350 

2,350

2,350 

o2,350 

2,340 

2,330 

2,320 

a 2, 300

Nov.

2,300 

2,300 

2,150 

2,150 

2,070

a 1,990 

1,990 

1,990 

1,990 

a 1,990

1,970 

1,960 

1,940 

a 1,920 

1,920

1,920 

1,900 

1,900 

al,880 

1,870

1,850 

1,840 

al,830 

1,820 

1,800

1,780 

a 1,770 

1,790 

1,810 

al,830

Dec.

1,800 

1,760 

1,730 

al,690 

1,690

1,690 

1,690 

1,690 

al,690 

1,690

1,690 

1,680 

1,680 

al,680 

1,680

1,680 

1,690 

ol,690 

1,690 

1,690

1,690 

1,700 

1,710 

ol,710 

1,720

1,730 

1,710 

1,700 

1,710 

ol,720 

1,720

a Date of measurement.
WESTERN GULF OF MEXICO.

Monthly discharge of Rio Grande below Devils River, Tex., for 1909.

59

Month.

May.....................................................

June. ....................................................

July.....................................................

November ...... ........................................

Discharge in second-feet.

Maximum.

1,810 

1,880 

1,690 

1,430 

5,220 

6,800 

34,260 

13, 050 

16,200 

4,930 

2,300 

1,800

34,260

Minimum.

1,590 

1,500 

1,280 

1,160 

1,300 

 3, 570 

4,270 

4,570 

3,910 

2,300 

1,770 

1,680

1,160

Mean.

1,713 

1,671 

1,415 

1,256 

3,142 

4,677 

9,889 

8,449 

8,385 

2,896 

1,941 

1,703

3,928

Run-off 

(total in 

acre-feet).

105, 322 

92,787 

86, 995 

74, 737 

193, 210 

278, 301 

608,053 

519, 511 

498,942 

178,096 

115,478 

104, 707

2, 856, 139

RIO GRANDE AT EAGLE PASS, TEX.

The station was established in April, 1900, by the International 

Boundary Commission. It is one-half mile above the highway bridge 

between Eagle Pass, Tex., and Ciudad Porfirio Diaz, Mexico, and 

about 540* miles below El Paso.

The right bank is alluvial deposit, with a bottom back of it about 

1,500 feet wide, which begins to overflow at gage height 22 feet. 

The left bank is shale rock rising abruptly from the river. The bed 

of the stream is constantly shifting, and frequent discharge measurements are necessary to determine closely the daily discharge. The 

section is subject to overflow at high stages. At low water, the depth 

is considerable and the velocity slow.

The observations at this station during 1909 have been made 

under the direction of the United States section of the International 

Boundary Commission.

Discharge measurements of Rio Grande at Eagle Pass, Tex., in 1909. 

[By J. K. Wilson.]

Date.

Jan. 3..................

6. ...............

9...................

12...................

16...................

18.................

21...................

24...................

27...................

31...................

Feb. 3. .. ..............

6...................

9...................

12...................

16...................

19...................

22.. ................

25....... ......... .

rto

Mar. 3...................

6.................

Area of 

section.

Wi

1,296

1,337

1,346

1,252

1,228

1,245

1,243

1,235

1,232

1,229

1,202

1,189

1,194

1,181

1,178

1,136

1,128

1,120

1,079

Gage 

height.

Feet. 

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.3

1 1

1.4

1.2

1.2

1.2

1.2

1.2

1.1

Discharge.

Sec.-ft. 

2,232

2,252

2 9J.fi

2,351

2,236

2,195

2,167

2,191

2,144

2,181

2,150

2,102

2,071

2,040

2,037

2,030

1,904

1,882

1,882

1,784

Date.

Mar. 9.... ...............

12...................

Ifi

1Q

22...................

25.................

28...................

31...................

6...................

9...................

12...................

16...................

19

22...................

25...................

28...................

30...................

9...................

Area of 

section.

Sq.ft. 

1,076

1,250

1,099

1,065

1,046

1,112

1,084

1,050

1,032

1,043

1,027

1,001

994

1,016

1,005

963

1,396

1,012

975

930

1,315

Gage 

height.

Feet. 

1.1

1.4

1.0,

1.0

1.1

.9

.9

g

.9

.9

.8

.8

.8

.8

1.8

.9

.7

.7

1.6

Discharge.

Sec.-ft. 

1,768

2,274

1,843

1,748

1,665

1,873

1,680

1,727

1,670

1,739

1,651

1,536

1,538

1,538

1,531

1,458

2,545

1,642

1,488

1,413

2,204
60 SURFACE WATER SUPPLY, 1909, PART VIII.

*

Discharge measurements of Rio Grande at Eagle Pass, Tex., in 1909 Continued.

Date.

May 13..................

16..................

19..................

22..................

25..................

28..................

31..................

6..................

9

12..................

15..................

18..................

21..................

24..................

27..................

30..................

July 3..................

6..................

9..................

12..................

16..................

18 .................

21..................

24..................

27..................

31..................

Aug. 3..................

6..................

9..................

13..................

16..................

19..................

22... ..............

25..................

28..................

31..................

Sept. 3..................

Area of 

section.

Sq.ft. 

1,313

1,294

1,285

1,677

1,679

1,787

1,760

1,814

1,724

1,809

1,859

1,716

1,943

2,067

2,144

2,046

1,935

2,818

2,502

2, 405

4,955

2,147

2,730

2,423

2,125

2,094

2,135

2,086

1,829

1,931

1,751

Gage 

height.

Feet. 

1.6

1.5

1.5

9 7

2.8

3.0

2 Q

3.15

2.8

2

0

2.2

2.55

2.2

3.1

3 9

3.0

9 &

3 n

3.15

5.3

C A

3.7

8.35

3.4

4.35

4.3

3 7

3.8

3.9

4.9

3.75

3.3

2.7

2.7

Discharge.

Sec.-ft.

2,126

2,336

4,601

4 439

5,295

5,261

A QftO

3,421

7,044

7 49S

6,096

5,959

14,831

14 977

11,401

7,120

5,518

8

97C

12,644

11,106

9 106

8,921

6,160

Date.

10....;.............

13. .................

16..................

19

22..................

28..................

30..................

Oct. 3..................

10................ ..

13..................

16..................

19..................

22..................

25..................

90

31..................

Nov. 3..................

6..................

9

12..................

15..................

18..................

21..................

24..................

27..................

30..................

9..................

13. .................

16..................

22..................

25..................

28..................

31..................

Area of 

section.

Sq.ft. 

2,491

2,018

1,924

1,919

2,562

2,785

2,180

2,186

1,983

1,836

1,771

1,336

1,327

1,288

1,258

1,248

1,288

1.253

1,266

1,237

1,226

1,195

1,194

1,250'

1,213

1,229

1,177

1,111

1,086

1,082

1,044

1,122

1,139

1,172

1,173

1,202

1,159

1,164

Gage 

height.

Feet. 

4.5

3.6

2.8

3.4

4.3

5.05

4.0

3.5

3.0

2.6

2.4

2.0

2.0

2.0

1.7

1.6

1.5

1.5

1.5

1.5

1.4

1.3

1.3

1.3

1.4

1.4

1.4

1.4

1.4

1.4

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.2

Discharge.

Sec.-ft. 

11,873

7,836

6,122

7,121

8,571

14,533

8,469

6,414

5,800

5,179

2,861

2,745

2,678

2,608

2,571

2,644

2,594

2,592

2,493

2,393

2,321

2,344

2,378

2,340

2,327

2,188

2,089

1,913

1,964

1,862

1,981

2,040

2,069

2,052

2,019

2,000

Daily gage height, in feet, of Rio Grande at Eagle Pass, Tex.,for 1909.

Day.

1...............

3.. ......... ...

5. ............. -

7. ---.....-.----

9.. . .-.....--.--

10...............

12...............

13...............

14...............

15... .......... ..

17. ..............

18...............

19...............

20...............

21...............

22...............

23...............

24. ..............

25...............

26. ..............

27...............

28...............

29...............

30...............

31...............

Jan.

1.4

1.4

1.4

1.4

1.4

1.4

1.4 

1.4

1.4

1.4

1.4

].4

1.4

1.4

1.4

J.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

Feb.

1.4

1.4

1.4

1.4

1.4

1.4

1.4 

1.35

1.3

1.3

1.3

1.3

1.3

1.4

1.4

1.3

1.25

1.2

1.2

1.2

1.2

1.2

1.2

1 9

1.2

1 9

Mar

1.2

1.2

1.2

1.2

1.1

1.1

1.1 

1.1

1.1

1.1

1 9^

1.4

1.35

1.3

1.25

1.1

1.0

1.0

1.0

1.05

1.0

1.0

1.0

1.4

111;

1.05

QE

9

9

.9

g

Apr.

0.9

9

9

.9

g

.9 

g

.9

.9

1.65

g

May.

0.9

.7

.7

.7

.7

1.1

1.9

1 7^

1 4

1.4

1.6

1.6

1.55

1 t\

1.5

1.45

1.55

1 Q^

2.35

2 AC

2 7

9 S^

9 S

2 95

2 9

2 95

2 9

2 Q

June.

2.9

3.1

3.15

2.9

2.95

2.8

2.4

9 °.

2.25

2.25

2.2

2.2

2.2

2.65

2.0

2.2

2.7

2.95

2

QC

O QC

.01

3.4

3.25

3 9

3 0

3 rip;

2.95

July.

2.9

2.8

2.8

2.9

2.9

3.0.

3.7

3.1

4.5

5.45

5.3

5.35

5.3

5.6

5 A

4.4

4.3

3.7

3

4

5 Q

4 5

3 A

3 ft

3.5

4.3

Aug.

4.6

4.4

4.3

4.3

4.8

4.3

4.0

4.25

3.85

3.45

3.75

3 9

4.0

3

QC

4.1

4.0

4.0

4.9

4 9

3.4

3 1 ^

0 OC

3 9

2.9

2

ftC

Sept.

2.45

2.4

2.6

2.55

4.25

5.35

4.4 

4.0

3.5

3.5

3.25

2.8

2.7

2.7

5.55

3.1

4.1

4.5

5.2

4.35

C ft

4.0

3 OK

3.6

3.45

3.35

3.0

Oct.

3.0

2.6

2.6

2.55

2.45

2.4

2. 35 

2.25

2.2

2.0

2.0

2.0

2.0

2.0

2.0

1.7

1.7

1,7

1.7

1.65

1.5

1.5

1 K

1.5

1 P

1.5

1.5

1.5

Nov.

1.5

1.5

1.5

1.5

1.4

1.4

1.3 

i.3

1.3

1.3

1.3

1.3

1.35

1.3

1.3

1.35

1.4

1.4

1.5

1.4

1.4

1.4

1.4

1.4

1.4

1.4

Dec.

1.4

1.4

1.4

1.35

1.35

1.3

1.3 

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2
WESTERN GULF OF MEXICO. 61 

Daily discharge, in second-feet, of Rio Grande at Eagle Pass, Tex.,for 1909.

Day.

1...............

2. ..............

3...............

5.. .............

6. ..............

7-..---.........

8.......:.......

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20. ..............

21...............

22. ..............

23...............

24............... 

25. ..............

yi. ..............

28. ..............

29...............

30............... 

31...............

Jan.

2,190

2,210

o2,230

2,240

2,240

o2,250

2,250

2,250

o2,240

2,260

2,290

o2,320

2,330

2,350

2,290

o2,240

2,220

2,210

o2,190

2,180

2,170

o 2, 170 

2,170

2,180

o2,190

2,180

2,170

2,100 

a2,150

Feb.

2,160

2,170

o2,180

2,170

2,160

o2,150

2,150

2,120

o2,100

2,090

2,080

o2,070

2,040

2.100

2,070

ol,990

2,010

2,020

2,040

2,030

1,990

1,950

1 onn

1 890

ol,880

Mar.

1,880

1,880

ol,880

1,880

1,780

ol,780

1,780

1,770

1,810

2,060

o2,270

2,190

2,110

2,020

al,840

1,750

1,750

a 1,750

1,770

1,690

ol,660

1,660

2,060 

a 1,910

1,820

1,720

ol,680

1,690

1,710

Apr.

1,710

1,690

ol,670

1,690

1,720

1,710

1,680

ol,650

1,640

1,630

1,540

1,540

1,540

a 1 ^4.n

1,540

1,540

1.540

1,530

ol,530

1,510

1,480

1,460

a 9 ^Qfi

1 fiAf\

1,640

May.

1,640

1,490

1,460

1,440

ol,760

2,470

2,340

o2,160

2,090

2,110

o2,290

2,290

2,210

2,200

2,220

a 9 4^fl

3 1QO

3,940

o4,510

4,490

4,640

4,870

4 940

o5,200

5,260

5.280

June.

5,260

5,330

o5,350

4,850

4,950

o4,650

4,500

4,650

04,890

4,890

o4,870

4,870

5,680

o5,300

3,940

3,680

o3,420

5,410

5,610

o6,420

6,010

6,420

o7,040 

8,200

7,620

6,630

6,830

06,490

July.

6,360

6,100

o6,100

6,040

5,790

a 5, 740

7,840

5,610

11,520

15,440

a!4,830

15,030

14 830

16,030

o!4, 980

12,480

oll,400

8,950

o7,120

5,790

16,830

o26, 100 

10,430

8,200

6,210

6,440

o 5, 980

Aug.

12,070

13,860

12,340

13,840

olO,8fiO

8,620

9,630

o9 960

9,410

9.410

08 660

9,320

12,230

13,330

10,390

8,920 

o 8, 100

7,100

o6,260

6,100

5,910

Sept.

4,780

4,580

4,350

10,900

15, 700

oll,420

9,630

7 380

7 090

6,120

o 5, 920

5,920

16,500

8,250

8,890

13,160

10,740

13, 180

10, 220

8,750

8,550

o8,260

7,850

a6,410

Oct.

5,800

o5,800

5,330

o5,180

4,170

3,740

2,820

o 2, 740

2 79H

2,700

2,610

2,610

2,610

2,610

2,590

2,610

2,630

2,610

o 2. 590

2,590

2,590 

o 2, 590

Nov.

9 Wl

2,530

2 4.Qfi

2,390

a 2, 390

2,320

2,320

2,330

2 340

o2,340

2,400

o2,380

2,380

2 380

o2,340

2,430

a 2 330

2,230

o2,190 

2,150

o2,090

2,030

1,970

ol,910

Dec.

1 Q^O

1,950

ol,960

1,870

1,840

a\ 7cn

1,820

1,790

ol,860

1,920

1,950

ol,980

2,000

2,020

o2,040

2,040

2,050

2,060

2,060

o2,070

2,060

2,060 

o2,050

2,040

2,030

o2,020

2,010

2,010 

o2,000

o Date of measurement. 

Monthly discharge of Rio Grande at Eagle Pass, Tex.,for 1909.

Month,.

July.....................................................

December

Discharge in second-feet.

Maximum.

2,350 

2,180 

2,270 

2,390 

5,280 

8,200 

26, 100 

13,840 

16,500 

6.410 

2,560 

2,070

26, 100

Minimum.

2,150 

1,880 

1,660 

1,460 

1,440 

3,420 

5,520 

5,700 

4,350 

2,570 

1,910 

1,750

1,440

Mean.

2,233 

2,053 

1,841 

1,644 

3,042 

5,535 

10,001 

9,423 

8,859 

3,392 

2,305 

1,974

4,358

Run-off 

(total in 

acre-feet).

137.276 

114,030 

113,217 

97,805 

187,061 

329,375 

614,955 

579,372 

527, 127 

208,542 

137, 137 

121,349

3,167,246

RIO GRANDE NEAR LAREDO, TEX.

The station was established near Nuevo Laredo, Mexico, in April, 

1900, by the International Boundary Commission. It was intended 

to measure the river from the highway bridge connecting Laredo, Tex., 

with Nuevo Laredo, Tamaulipas, and the gage was established on the 

right bank just above the bridge. Measurements were kept up by
62 SURFACE WATER SUPPLY, 1909, PART VIII.

the Mexican section of the commission until September 24, 1900, and 

gage heights were read until February 28, 1903, but the results were 

so conflicting that the station was abandoned. In July, 1903, a cable 

station was established by the commission about 2 miles above Nuevo 

Laredo, and on August 1, 1903, regular meter measurements and gage 

heights were started. The new gage heights are not comparable with 

the old. The station is about 670 miles below El Paso.

The river bed at the new station is constantly shifting, and frequent 

discharge measurements are made to determine closely the daily discharge. The banks at the new station are not subject to overflow.

The observations at these stations have been made under the direction of the Mexican section of the International Boundary Commission.

Discharge measurements and gage heights for the years 1900 to 

1904, which had not hitherto been published by the United States 

Geological Survey, are given in Water-Supply Paper 248.

Discharge measurements of Rio Grande near Laredo, Tex., in 1909. 

[By L. Varela.]

Date.

10..................

16..................

26..................

31..................

Feb. 5..................

14..................

20..................

25..................

5..................

10..................

13..................

18..................

26..................

31..................

12.................

16.................

21.................

25 .................

30 .................

11 .................

22....... .. .. ...

27 .................

31 .................

11 .................

16.................

21.................

25.................

30 .................

July 7..................

Area of 

section.

Sq.ft.

1,438

1 *v?1

1,340

1,440

1,453

1 111

1,418

1,288

1,500

2,409

1,47.2

1,285

1,324

1,468

1,306

1,341

1,390

2,816

2,543

1 707

1,602

1,358

1,576

1,640

2,921

Gage 

height.

Feet.

2

K

2.6

2.8

2.0

2.5

2.3

2.5

2.5

2.1

2.0

2.2

4.4

2.0

2.2

2.2

2.3

2.1

2.0

2.3

2.0

2.3

2

K

5.6

4

C

4.0

3.4

2.5

2.6

s ^

3.0

4.2

6.5

Discharge.

Sec.-ft. 

2,333

2

S4C

1 933

2,229

2,308

2,232

2,284

6,598

i; 731

2,278

1,817

2,001

1,857

1,887

1,843

1,833

2,065

6,752

9,691

5 QQ7

3,756

3,281

2,116

2,272

2,620

3,692

13,373

Date.

16...................

23...................

24. ..................

25. ..................

31........... ........

Aug. 3............ .......

14...................

19...................

22...................

29...................

14...................

16...................

21...................

27..... ..............

30...................

Oct. 5. ..................

10...................

15. ......... .........

21...................

26...................

31...................

Nov. 5...................

11...................

17.. .................

21...................

26...................

30...................

Dec. 5...................

11...................

16...................

21...................

27...................

31...................

Area of 

section.

Sq.ft.

1,751

3,397

1,623

4,004

3,809

1,637

1,676

1,766

1,716

1,545

1,883

2,026

1,432

1,869

1,571

2,104

2,642

2,307

1,937

1,842

1,637

1,558

1,432

1,414

1,376

1,349

1,323

1,334

1,442

1,383

1,323

1,285

1,265

1,297

1,317

1,291

Gage 

height.

Feet. 

4.7

7.0

4.0

8.8

8.1

3.0

4.4

4.3

4.3

3.5

5.1

5.6

3.3

6.5

3.7

6.7

6.3

5.8

4.9

4.0

3.7

3.2

3.0

2.8

2.8

2.7

2.6

2.5

2.4

2.4

2.35

2.4

2.3

2.3

2.5

2.5

2.5

Discharge.

Sec.-ft. 

4,403

18,433

3,789

29,931

21,319

3,335

4,020

3,873

3,827

3,210

6,270

7,138

2,809

8,312

3,497

9,768

11,758

8,078

5,776

4,310

3,349

2,951

2,584

2,271

2,286

2,036

1,983

2,024

2,151

2,055

2,028

1,992

 1,836

1,745

2,005

2,007

2,005
WESTERN GULF OF MEXICO. 

Daily gage height, in feet, of Rio Grande near Laredo, Tex., for 1909.

63

Day.

1. ..............

2...............

3...............

4. ..............

5.....-.....-.-.

7...............

8. ..............

9. ..............

10. ..............

11...............

12...............

13...............

14. ..............

15...............

16. ..............

17...............

18...............

19...............

20. ..............

21...............

22. ..............

23. ..............

24. ..............

25...............

26. ..............

27. ..............

28. ..............

29. ..............

30. .............. 

31...............

Jan.

2.5

2.55

2.5

2.5

2.4

2.45

2.5

2. 4

2.45

2.6

2.6

2.5

2.4

2.6

o 7^

2.8

2.75

2.6

2.4

2.4

2.3

2.3

2.2

2.15

2.0

2 0

2.0

2.35 

2.5

Feb.

2.5

2.6

2.5

2.4

2.3

2.3

2.3

2. 4

2.5

2.5

2.45

2.3

2.3

2.45

2.3

2.3

2 4

2.3

2.2

2.2

2.15

2.1

2.2

2.1

2.1

2.05

2 0

2.0

Mar.

2.0

2.1

2.1

2.3

2.4

2.3

2.3

2.15

9 1

2.2

2.2

2.5

4.45

3.3

2.45

2.2

2.05

2.0

2.1

2.1

2.1

2.1

2.25

2.6

2.35

2.2

9 9

9 9

2.15

2.1

2.1

Apr.

2.2

2.2

2.15

2.1

2.2

2.2

2.15

2.15

2 9

2 2

2.1

2.2

2.3

2.3

2.2

2.1

2.1

2.2

2.2

2.1

2.1

2.1

2.1

2.0

2.0

2.0

2.0

2.05

2.25

2.25

May.

2.2

2.1

2.05

2.0

2.0

2.0

 2.0

2.1

2.2

2.3

2.3

2.2

2.2

2.1

2.5

2.4

2.5

2.6

2.75

2.4

3.5

4.3

3.25

3.25

3.2

4.25

5.4

4.45

4.0

4.0 

4.1

June.

4.5

5.45

4.6

4.75

4.1

4.1

4.1

3.7

3.5

3.4

3.4

2.95

2.65

2.5

9 <;

2.5

2.4

2.4

2.2

2.45

2.55

2.4

2.75

2.8

3.25

3.15

3.25

3.3

3.2

3.0

July.

2.8

2.8

9 <;

2.8

3.15

3.7

4.95

5.4

3.65

3.1

4.1

5.0

5.7

6.65

7.15

5.9

5.05

5.15

5.6

4.85

4.25

4.15

9.2

6.65

4.4

3.5

2.75

2.85

2.55 

2.85

Aug.

3.1

3.75

4.3

3.6

3.95

4.55

4.3

3.7

4.4

4.1

3.6

3.85

3.45

4.15

3.2

3.35

3.8

3.4

3.55

3.45

3.75

5.25

5.0

4.3

3.85

4.5

4.5

4.8

5.45

4.85 

4.4

Sept.

3.6

3.4

3.4

3.6

3.3

3.9

6.05

5.6

5.0

4.6

4.3

4.3

4.1

3.85

5.85

6.5

5.0

5.5

5.8

6.4

6.15

5.6

4.8

5.15

4.3

4.9

5.65

5.6

5.15

4.9

Oct.

4.6

4.7

4. 4

4.05

3.95

3.9

3.55

3.45

3.6 '3.7

3.6

3.9

3.7

3.4

3.35

3.35

3.2

3.75

3.7

3.2

3.0

2.95

2.6

2.9

2.95

2.8

2.45

2.2

2.65

2.8 

2.8

Nov.

2. 7

2.55

9 t(

2.7

2.7

2.6

2.5

2.4

2.5

2.6

2.55

2.45

2.2

2.1

2.3

2.35

2.45

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

Dec.

2.35

2.4

2.4

2.4

2. 4

2.3

2.3

2.3

2.25

2.2

2.3

2.3

2.3

23

2.3

2.3

2.3

2.3

2.3

2.45

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5 

2.5

RIO GEANDE NEAE EOMA, TEX.

The station was established in 1900 by the International Boundary 

Commission. It is near Roma, Tex., 775 miles, by river, below 

El Paso.

The right bank is alluvial deposit, and overflows in high water for 

a width of "250 feet. The overflow section is thickly covered with 

mesquite brush. The left bank is of hard material, and does not 

overflow.

The river bed is constantly shifting, and frequent discharge measurements are necessary to determine closely the, daily discharge. 

The section is subject to overflow at high water.

The highest recorded flood, September 16, 1904, marked 26 feet 

on the gage.

The observations at this section have been made under the direction 

of the Mexican section of the International Boundary Commission.

Discharge measurements and gage heights for the years 1900 to 

1904, which had not hitherto been published by the United States 

Geological Survey, are given in Water-Supply Paper 248.
64 SURFACE WATER SUPPLY, 1909, PART VIII.

Discharge measurements of Rio Grande near Roma, Tex., in 1909. 

[By H. P. Guerra.]

Date.

6..---..-....-.....

10..................

14 ..................

18 ..................

22 ..................

26 .-...--.-.........

30 ..................

Feb. 2...................

14....:..............

18...................

23...................

27... ................

Mar. 2...................

6...................

10...................

14...................

18...................

26...................

30...-..--...-.......

Apr. 2.. .................

6...................

8...................

12...................

22...................

OC

29...................

May 2.... ...............

6...................

10...................

12...................

17...................

21...................

22...................

OK

27. ..................

28. ..................

6...................

10...................

14...................

18... ................

22...................

26...................

Area of 

section.

8q.fi. 

1,486

1,349

1,357

1,357

1,314

1 ^1Q

1,317

1,317

1,290

1,202

1,204

1,206

1,117

1 119

1,039

1 O.4.9

1,044

2,053

1,118

1,276

1,044

1,036

948

2,027

1,281

949

845

SA1

841

1,269

847

851

1,287

Q74.

1,227

2,028

2,067

2,376

3,634

4,410

2,147

1,704

1,673

1,625

2,113

2,421

2,468

Gage 

height.

Feet. 

2.9

2.8

2.8

2.8

2.7

2 7

2 7

2.5

2.5

2.4

2.4

2.0

2 A.

9 n

1.9

1 Q

1 9

4.3

2.0

2 O

2.5

1 9

1 9

4.3

2.5

1.7

1.0

1.0

1.0

2.5

1.0

1.0

1.8

2.4

4.0

4.3

5 A

7.7

9.8

4.4

3.7

- 3.4

3.3

4.3

5.4

5.4

Discharge

Sec.-ft. 

2,286

2,101

2 068

Q'OQ?

2,008

2,010

2,021

2,020

1 954

1,862

1,851

1,857

1,721

1 79Q

1,726

1,600

i ROP;

1,608

3,372

1,701

1,707

1,918

1,618

1,600

-1 AAA

3,400

1,934

1,184

1,177

1,186

1,924

i 91 c

1,221

1,996

1,534

3,214

16, 337

20,467

3,731

3,011

2,794

2,698

3,605

6,604

Date.

July 2 ..................

6..................

10..................

14 ..................

18..................

22 ..................

25 ..................

30 ..................

Aug. 2...................

10..................

13..................

17..................

22..................

26..................

28..................

30..................

6..................

10..-.--.-..........

14..................

18..--.-.........-..

22..................

26. .................

29..................

Oct. 2..................

6.-.--.-.......-...

10--.--.-..-....-...

14..................

18.. ................

22..................

26..................

10

Nov. 2..................

6..................

10..................

14..................

18---..-.-........-.

22..................

26..................

29..................

Dec. 2.. ................

6..................

14..................

18..................

22..................

26..................

30....----.....---..

Area of 

section.

Sq.ft. 

5,745

8,502

3,945

4,242

4,068

3,849

4,594

3,099

3,102

3,194

3,535

4,320

3,580

3,112

3,112

6,079

8,959

5,326

3,553

3,408

3,061

3,063

3,758

3,554

3,553

3,013

2,350

2,204

2,028

1,922

1,950

1,897

1,549

1,553

1,425

1,436

1,848

1,852

1,634

1,637

1,644

1,644

1,640

1,644

1,486

1,494

1,490

1,517

1,525

Gage 

height.

Feet. 

12.7

18.3

8.4

9.1

8.7

8.2

10.2

6.6

6.6

6.8

7.6

9.4

7.6

6.6

6.6

13.2

19 0

11.6

7.6

7.3

6.4

6.4

8.0

7.6

6.4

6.3

4.9

4.5

4.0

3.8

3.9

3.7

3.0

3.0

2.8

2.8

3.7

3.7

3.4

3.4

3.5

3.5

3.5

3.5

3.4

3.4

3.4

3.7 a7

Discharge.

Sec.-ft. 

32, 157

53,442

19,390

18,841

17 3Q4

22,162

11,482

11,493

12,435

16,066

19,870

16, 198

11,854

33,246

26,809

16, 168

15,007

10, 859

16,921

16,249

10,665

5,013

4,151

3,230

3,049

3*60

3,005

2,457

2,236

2,269

3,011

3,013

2,719

2,724

2,736

2,738

2,734

2,739

2,637

2,666

2,662

2,905

2,953
WESTERN GULF OF MEXICO. 65 

Daily gage height, in feet, of Bio Grande near Roma, Tex.,for 1909.

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.

2.9

2.9

2.9

2.9

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.75

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.65

2.55

2.5

2.5

2.5

2.5

Feb.

2.5

2.5 9 <;

2.5

2.5

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.35

2.25

2.1

2.05

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

Mar.

2.0

1.9

1 9

1 0

1 0

1.9

1 9

1 9

1 9

1.9

1 9

1.9

1.9

3

1

3.5

3.05

2.4

1.95

1 9

1.9

1.8

1.7

1 95

2.3

1 9

2.65

2.05

1.85

1.8

Apr.

1 9

1.9

1.7

1.7

1.75

1.8

1.7

4.05

2.85

2.45

2.55

2.1

1.85

1.75

1.55

1.35

1.1

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

May.

1.5

2.15

1.6

1.15

1.0

0.9

g

.8

.8

.85

2

0

2.35

2.15

2

n

1 9

1.8

1.8

1.95

2.2

2.5

2.45

3.95

4.0

3.65

4.0

4 Q

6.25

7.7

5.5

5.25

4 Q

June.

5.0

9.6

6.55

4.25

4.15

4.0

3.8

3.85

3.8

3.45

3 A

3.4

3.4

3

0

3

0

3 A

3.5

4.75

4 9

5.45

5.4

5.4

5.4

July.

7.9

13.3

18.7

18.65

18.3

14.4

in 9.

9.35

8.1

7.25

8.2

8.8

9.15

8.95

8.8

9.15

8.5

7 9

9.15

8.8

7.75

7.1

6.8

9.5

8.2

7.2

6.7

6.65

6.5

Aug.

6.35

6.6

7 <?

6.95

6.8

7.0

7.5

7.85

7.65

7.4

7.05

8.2

8.95

7.25

7.0

6.85

6.7

& QC

6

QC

6.75

6.65

6.6

7.35

7.15

6.8

6.55

8.7

12.75

16.95

18.95

17.05

Sept.

15.95

13.55

11.15

8.4

7.6

7.7

8.95

9 35

8.55

7.4

7.25

7.1

6.8

6.35

6.65

6.5

6.55

6.7

8.0

7.85

8.0

7.95

7.75

7.75

7.65

7.5

6.9

6.7

6.5

6.35

Oct.

6.2

6.05

5.7

5.6

5.2

4.9

A Q

4 65

4.5

4.25

4.15

4 05

4.0

3 9

3.9

3.8

A Q

5.1

3.9

3.85

3.75

3.7

3.7

3.5

3.35

3.3

3.15

3.0

Nov.

3.0 .

3.1

3

flC

0 f)

0 f\

2.85

2 OK

3

1

3.6

2 Q

3.7

3.7

3 7

3.65

3.6

3.6

3.6

3.6

3.6

3.5

3.4

3.4

3.4

3.4

3.4

3.5

3.5

3.5

3.5

Dec.

3.5

3.5

3

C

3

C

3.4

3.4

3

C

3.5

3.5

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

3.8

3.85

3.7

3.7

3.7

3.7

3.7

3.7

3.7

RIO GRANDE NEAR BROWNSVILLE, TEX.

This station was established in 1900 by the International Boundary Commission. It is about one mile above Brownsville, Tex., and 

opposite Matamoros, Tamaulipas, Mex., and 900 miles by river below 

El Paso.

Between Roma and Brownsville there are many lagoons (old river 

beds) which take river water during moderate floods, and a large area 

overflows quite deeply in larger floods. Much of this water returns 

slowly to the river as the flood subsides, so that the flow passes 

Brownsville more uniformly than it does Roma. Large quantities of 

water also leave the river entirely, reaching the Gulf of Mexico 

through channels remote from the Rio Grande. Local run-off, however, keeps the total water at Brownsville well up toward the combined flow of the San Juan and the Rio Grande at Roma. Both banks 

are alluvial and are just about level with high water. The right bank 

is protected by piling.

83182° WSP 268 11 5
66 SURFACE WATER SUPPLY, 1909, PART VIII.

As the bed of the river is constantly shifting, frequent discharge 

measurements are made to determine closely the daily flow.

The observations at this station have been made under the direction 

of the Mexican section of the International Boundary Commission.

Discharge measurements and gage heights for the years 1900 to 

1904, which had not hitherto been published by the United States 

Geological Survey, are given in Water-Supply Paper 248.

Discharge 'measurements of Rio Grande near Brownsville, Tex., in 1909. 

[By P. Guerra.]

Date.

11...................

15...................

19...................

23. ..................

27. ..................

31...................

Feb. 3...................

7...--..-.-.......-.

11...................

15. ..................

19...................

23...................

27...................

Mar. 3...................

7...................

11..................

15...................

19...................

23...................

27...................

30...................

6..................

10.................

14...................

18...................

22...................

26. ..................

30.. ................

May 2...................

6...................

10...................

14...................

IS...... .. .. ....

99

20...................

30... ...... .....

7...................

11....

14....... .........

18................. .

22...................

26...................

30.............. ...

Area of 

section.

Sq.ft.

1,494

3.480

1;488

1,478

1,474

1,468

1 4G4

1,460

1,289

1,271

1,240

1,226

1,198

1 484

1 282

1,264

1,180

973

1,055

1,034

1,006

1,264

1,840

3,750

3,416

2,489

1,912

1,771

2,331

Gage 

heigh (;.

Feet. 

1.5

1.5

1.4

1.4

1.3

1.2

1.1

1.1

.9

.1

.1

.0

1.0

.4

.2

9

4

2.0

.7

- .8

- .8

_ g

.2

2.6

9.2

8.2

5.0

4.1

3.0

2.8

2.4

2.7

Discharge.

Sec.-ft. 

1,825

1,815

1,831

1 7SQ

1,815

1,756

1,741

1 799

1.715

1,414

1 37Q

1,228

1 697

1,227

1 133

1,068

954

1,086

1,365

10,959

9 643

4,656

4,169

3,335

3, 118

Date.

July. 3...................

11...................

1 ^

23...................

27...................

31...................

Aug. 3. ..................

11. ..................

19...................

31...................

7...................

11...................

15...................

19

23...................

26...................

30

Oct. 3...................

11...................

19...................

23...................

30

Nov. 3...................

11...................

15. ..................

19...................

23...................

28...................

6...................

10. ..................

14...................

18...................

22. ..................

26...................

30. ..................

Area of 

section.

Sq.ft.

5,514

5,612

A 73Q

3,853

4,909

2,871

2,822

3,354

3,500

5,388

3,855

5,512

5,660

5,402

4,542

5,478

5,112

5,364

4,039

3,698

3,491

2,892

3,017

2,529

2,403

2, 2.56

2.226

2,044

1,992

1,936

1,912

1,980

1,838

1,846

1,856

1,926

1,964

Gage 

height.

Feet. 

12.4

13.4

13.8

11.1

8.9

12.3

7.0

8.1

8.6

9.5

8.8

12.0

13.9

14.3

13.6

11.2

13.8

12.8

13.5

9.2

8.0

7.4

6.8

6.0

6.4

5.3

4.7

4.4

4.1

4.0

3.9

3.3

3.1

2.9

2.8

3.0

2.7

2.5

2.5

2.G

2.8

2.9

Discharge.

Sec.-ft.

25,488

28,999

30,235

16,282

11,847

23,385

8,549

8,219

11,331

27, 687

12,782

11,943

21,087

29,543

30,188

31,655

28,331

18, 707

28,921

25, 470

27,742

16,959

12, 195

10,396

7,839

5,431

5,731

4, ,569

4,820

4,357

4,229

4,087

3,731

3,574

3,396

3.254

3,542

2,936

2,939

3,010

3. 191

3,399
WESTERN GULF OF MEXICO. 67 

Daily gage height, in feet, of Rio Grande near Brownsville, Tex.,for 1909.

Pay.

1. ..............

2

3...............

5...............

9. .............

10............... 

11.......... ....

12............... 

13...............

14........ ......

15...... ........

17...............

18...............

19............... 

20...............

99

24............... 

25...............

26. .............. 

27.--. ...........

29. ..............

30. .............. 

31...............

Jan.

1.5 

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5 

1.5

1.5 

1.5

1.4

1.4

1.4

1.4

1.4 

1.4

1.3

1.3 

1.3

1.3 

1.3

1.2

1.2 

1.2

Feb.

1.1 

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1 

1.1

1.1 

1.0

.95

.9

.6

.6

.5 

.5

.5

.4 

.3

.3 

.3

.3

Mar.

0.3 

.3

.2

.2

.1

.1

.1

.1 

.1

.1 

.05

.0

.0

flC

.25

.65

1.2 

1.45

1.2

.55

.4

.35

.3

» 9

.0

- .05 

_ -^

Apr.

-0.1

_ 2

- .2

- .4

_ ^

- .45

- .45

- .2 

.0

1.9 

2.2

2.0

1.7

.95

.75

.55 

.15

- .2

AC

- .7 

- .7

- .8 

- .8

- .8

- .8

May.

-0.8 

- .9

- .75

cc

- .4

- .4

- .5

- .6

- .7 

- .7

_ ^ 7

- .55

OK

.2

.2 

.2

.25

.4

.6 

1.2

2.3 

2.95

q or

7.3

9.3 

7.25

June.

fi.35 

5.4

7.6

10.1

9.3

5.0

4 Q

4.5

4.25 

4.0

3.7 

3.2

3.0

3.0

2.9

2.8

2.75 

2.65

2.6

2.45

2 2

2.2 

2.35

2.6 

3.2

3.95

4.3

July.

6.3

8.8

11.85

13.05

13.2

13.25

13. 45

13. 55

13.75

13.8 

13.8

13.8 

12.95

11.2

11.6

n o

11.8

11.45

11.2 

10.2

9.65

11.05

10.65

8.75

8.35 

12.1

11.05

8.3

7.45

Aug.

O.fi 

6.6

6.75

7 9

8.0

8.3

8.15

8.2

8.55

8.45 

8.4

10.15 

13. 15

13.5

13.75

13 9

13.6

11.45

9.7 

9.1

8.9

9.75 

10.05

10.45 

11.85

13. 15

13.65 

13.9

Sept.

14.0 

14.0

14.0

14.2

14.2

14.3

14.2

14.15

14.1 

13.8

13.1 

12.2

11.45

11.05

11.5

12.3

13.9 

13.35

13.05

12.75

12. 65 

Y> 9

13.55

12.4

11.1

10.55

10.3

Oct.

9.8 

9.45

9.25

8.9

8.65

8.4

8.05

7.85

7.75

7.65 

7.45

7.25 

7.1

6.95

6.75

6.55

6.35

6.15

6.5

5.85

5.75

6.25 

5.85

5.45 

5.25

4.85

4.65 

4.5

Nov.

4.5 

4.45

4.4

4.3

4.2

4.2

4.0

3.75

3.55

3.5 

4.0

4.15 

4.15

4.1

3.95

3.8

3.55

3.4

3.3 

3.25

3.2

3.1

3.0 

3.0

3.0 

3.0

2.9

2.9

2.9

Dec.

2.85 

2.8

2.75

2.7

2.7

2.9

2.9

2.9

2.8

2.75 

2.7

2.65 

2.5

2.5

2.5

2.5

2.5

2.5

2.5 

2.5

2.5

2.55

2.45

2.55 

2.75

2.8 

2.9

2.9

2.9

2.9

2.9

CONE JO S RIVER BASIN. 

CONEJOS RIVER NEAR MOGOTE, COLO.

Conejos River, the most important tributary of the Rio Grande in 

Colorado, rises on the eastern slope of the San Juan Range, which 

forms the western boundary of Conejos County. It first flows southeastward, but at the town of Conejos bends northeastward and enters 

the Rio Grande below the mouth of Trinchera Creek.

The gaging station, which was established March 21, 1907, replacing the station formerly maintained about 4 miles below, is located 

at a private highway bridge on Jacob's ranch, about 16 miles above 

Antonito, Colo., in T. 33 N., R. 6 E., New Mexico principal meridian. 

It is above every important diversion for irrigation and below all the 

principal tributaries except the San Antonio.

The datum of the chain gage, which is on the bridge, has not been 

changed since the station was established. This gage .is at the same 

datum as the rod gage used by Antoine Jacob during 1905 and 1906. 

The gage heights for these years have been furnished to the United 

States Geological Survey by him from his private records. Discharge 

measurements are also made from the highway bridge.

The data obtained at this station show the amount of water available for irrigation.
68 SURFACE WATER SUPPLY, 1909, PART VIII.

Water taken from the Conejos by numerous ditches below the station is used to irrigate 70,000 to 80,000 acres of land. The basin 

above the station affords excellent opportunities for storage, none of 

which are utilized at the present time. It will be difficult to secure 

additional water rights for irrigation along this stream.

The river is covered with ice for three or four months during the 

winter season. The stream bed is strewn with cobblestones and 

bowlders, and the water has a comparatively high velocity at all 

stages, making conditions unfavorable for accurate measurement. 

Eddies around the crib piers of the bridge also introduce uncertainty 

in the results.

A view of the river at this station is shown in Plate V, B.

Discharge measurements of Conejos River near Mogote, Colo., in 1909.

Date.

May 15. ........

June 23........

A IIP* ^

Nov.lSo.......

Dec. 206.......

Hydrographer.

.....do...............................................

G. H. Russell.. . ....................................

.....do..............................................

J. B. Stewart .......................................

G. H. Russell. ......................................

Width.

Feet. 

121

126

90.5

62

59

46

Area of 

section.

Sq.ft. 

314

369

l/i3

92.5

76

33

Gage 

height.

Feet. 

2.35

2.80

1.00

.65

.35

Discharge.

Sec.-ft. 

1.070

1,710

272

124

57

74

a Ice along edge of stream. & Made about 8 miles below station.

Daily gage height, in feet, of Conejos River near Mogote, Colo., for 1909. 

[Francisque Jacob, observer.]

Day.

1.................. .........

2...........................

3

*-

5...........................

6...........................

8. ..........................

9

10...........................

11. ..........................

12......-....----..-..--.-...

13. ......................... .

14. ..........................

16.....-....-.-. ........ .....

17... ........................

18...........................

19

20...........................

21.....--...--.--............

23...........................

24...........................

25.....-.....------.....-.-..

26...........................

29...........................

30...........................

31...........................

Apr.

1.35

1.35

1.65

1.65

1.3

May.

1.4

1.45

1.85

2.2

2.7

2.8

2.8

2.45

2.4

2.45

2.5

2 45

2.6

2.7

2.8

2 9

2.7

2.7

2.45"

2.3

2.35

2.75

2.6

2.4

2.4

June.

2.5

2.65

2.95

3.25

3.55

3.65

3.55

3.45

3.4

3.35

3.25

3.3

3.2

3.05

2.95

2.95

3.1

3.0

3.05

3.05

2.95

2.8

2.8

2.75

2.6

2.55

2.4

2.4

2.35

July.

2.2

2.3

2.25

2.15

2.1

2.1

2.05

2.05

1.95

1.85

1.8

1.7

1.55

1.4

1.35

1.3

1.25

1.25

1.25

1.25

1.2

1.25

1.25

1.4

1.35

1.25

1.2

1.1

1.1

1.1

.95

Aug.

0.95

1.05

1.05

1.05

1.1

1.2

1.25

1.15

1.1

1.15

1.0

1.0

1.2

1.05

1.0

1.1

1.0

1.05

1.0

1.0

1.0

.95

1.15

1.25

1.4

1.25

1.4

1.35

1.9

1.6

1.45

Sept.

1.35

1.4

1.4

1.45

2.1

2.5

2.45

2.2

1.9

1.8

1.7

1.55

1.6

1.5

1.5

1.4

1.3

1.25

1.2

1.1

1.1

1.1

1.1

.95

.95

.85

.85

.7

.7

.65

Oct.

0.60

.6

.6

.7

.85

1.0

1.0

1.05

.85

.8

.8

.8

.8

.8

.8

.7

.7

.7

.7

.7

.6

.6

.6

.6

.6

.6

.6

.55

.55

.55

.55

Nov.

0.5

.45

.4

.4

.4

.4

.4

.4

.4

.4

.4

.5

.4

.4

.5

.5

.5

.5

.5

.5

.5

.6

.5

.4

.4

.4

.4

.4

.45

.5

Dec.

0.45

.45

.5

.5

.4

.4

.4

.5

.5

.5

.5

.4

.4

.5

.5

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.3

.3

.4

.4

.4

.4

NOTE. Probable ice conditions December 1-31, but it is believed that the gage heights were affected 

but little.
WESTERN GULF OP MEXICO. 69 

Daily discharge, in second-feet, of ConejoS River near Mogote, Colo.,for 1909.

Day.

1...........................

2...........................

3...........................

4...........................

5...........................

6.. .........................

7...........................

8...........................

9...........................

10...........................

11...........................

12...........................

13...........................

14...........................

15...........................

16...........................

17...........................

18...........................

19...........................

20...........................

21...........................

22...........................

23...........................

24...........................

25...........................

26...........................

27...........................

29...........................

30...........................

31...........................

Apr.

330

330

430,

308

May.

353

378

618

900

1,500

1,500

1,650

1,650

1,110

1,170

1,110

1,170

1,110

1,230

1,170

1,360

1,500

1,650

1,810

1,500

1,500

1,500

1,170

1,000

900

1,060

1,230

1,580

1,360

1,110

1,110

June.

1,230

1,430

1,900

2,420

2,940

3,120

2,940

2,770

2,680

2,590

2,420

2,500

2,330

2,070

1,900

1,900

1,900

2,160

1,980

2,070

2,070

1,900

1,650

1,650

1,580

1,360

1,300

1,110

1,110

1,060

July.

1,010

1,120

1,060

960

910

910

865

865

780

701

662

592

498

413

388

363

341

341

341

341

. 319

341

341

413

388

341

319

278

278

278

Aug.

222

259

259

259

278

319

341

298

278

298

240

240

319

259

240

278

240

259

240

240

240

222

298

341

413

341

413

388

740

528

Sept.

388

413

413

440

910

1,360

1,300

1,010

740

662

592

498

528

468

468

413

363

341

319

278

278

278

278

222

222

190

190

147

147

134

Oct.

120

120

120

147

190

240

240

259

190

175

175

175

175

175

175

147

147

147

147

147

120

120

120

120

120

120

120

108

108

108

108

Nov.

95

85

75

75

75

75

75

75

75

75

75

95

75

75

95

95

95

95

95

95

95

120

95

75

75

75

75

75

85

95

Dec.

85

85

95

95

75

75

75

95

95

95

95

75

75

95

95

75

75

75

75

75

75

75

75

75

75

60

60

75

75

75

75

NOTE. The above discharges are based on a rating curve that is fairly well defined below 400 secondfeet. Discharges December 1-31 may be slightly affected by ice.

Monthly discharge of Conejos River near Mogote, Colo.,for 1909.

Month.

July...............................................

Discharge in second-feet.

Maximum.

488' 

1,810 

3,120 

1,120 

740 

1,360 

259 

120 

95

Minimum.

308 

353 

1,060 

222 

222 

134 

108 

75 

60

Mean.

396 

1,220 

2,000 

548 

314 

466 

151 

84.5 

79.8

Run-off 

(total in 

acre-feet).

4,710 

75,000 

119,000 

33,700 

19,300 

27, 700 

9,280 

5,030 

4,910

299,000

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

C, 

C. 

D.

SANTA FE CHEEK BASIN. 

SANTA FE CREEK AT SANTA FE, N. MEX.

Santa Fe Creek rises on the range east of Santa Fe and flows westward over high plains to join the Rio Grande south of the Espanola 

Valley.

The gaging station, which was established May 31, 1907, to determine the amount of water available for irrigation and storage, is 

located at the Don Gaspar Avenue Bridge in the city of Santa Fe.
70 SURFACE WATER SUPPLY, 1909, PART VIII.

The gage datum was changed on August 13, 1908, and again on 

August 22, 1908. Results obtained at this station have been very 

unsatisfactory owing to the torrential character of the stream, the 

shifting nature of the bed, and the inadequate number of discharge 

measurements.

Discharge measurements are made from the downstream side of 

the bridge.

No important tributaries except intermittent streams enter below 

the station. The drainage area at the station is about 40 square 

miles, and at the mouth of the river it is about 300 square miles.

The reservoir for the Santa Fe municipal supply is situated in the 

canyon above the station and a water-power plant of 100-horsepower 

capacity is used to develop power for lighting. Very little water is 

diverted for irrigation above the station. One small ditch takes 

water out just above. In the canyon 8 miles above Santa Fe is a 

reservoir site where 10,000 acre-feet can be stored.

Ice is usually to be found in the stream during the winter months, 

though the flow is very small during that period. The low-water 

flow is regulated to some extent by the waterworks reservoir above.

Discharge measurements of Santa Fe Creek at Santa Fe, N. Mex., in 1909.

Date.

May 8. ........

Aug. 25........

Do.........

Oct. 5..........

Hydrographer.

J. B. Stewart. . .....................................

J. B. Stewart. ......................................

Width.

Feet. 

9

30

27.5

Area of 

section.

*.*3

27

18

Gage 

height.

Feet. 

0.05

.55

.30

i n

Discharge.

Scc.-ft. 

5.2

169

69

a .2

a Estimated. 

NOTE. Measurements made at various sections.

Daily gage height, in feet, of Santa Fe f'reek at Santa Fe, N.Mex.,for 1909.

Day.

1...... .........

2...............

3...............

5...............

6...............

7........ .......

8...............

9...............

10. ..............

11...............

12...............

13...............

14...............

15...............

16..............

17...............

18...............

19...............

20...............

Jan.

-0.3

__ 0

E

_ Q

- .4

_ 3

- .3

- .3

- .3

- .3

- .25

.3

- .25

- .25

- .3

_ 9

- .3

__ 0

- .25

Feb.

-0.25

_ 9

_ 9

- .25

- .4

- .4

- .3

- .3

- .4

- .45

- .45

- .45

Mar.

-0.4

- .3

__ 3

4

- .4

_ 4

- .3

__ 3

- .3

- .4

- .35

3

- .3

- .2

_ 9

-. 35

-. 35

- .4

Apr.

-0 3

- 3

- 4

- 4

- 4

- 4

- 4

4K

45

- 4

May.

-0.1

- .3

3

- .2

- .2

- .05

- .05

HE

fiK

- .05

i

^

- .25

+ .1

June.

- .3

q

_ 2

.0

.0

_ 2

- .25

o

 ,. *">

- .25

_ 3

_ 4

- .15

- .15

July.

-0.5

_ 5

- .5

- .4

- .5

- .5

- .5

- .5

5

_ 9

- .5

.5

- .5

- .5

- .5

Aug.

- .4

- .4

 . fi

_ 4

- .5

p(

_ 4

- .4

- .15

Sept.

-0.4

- .45

0

4K

+ .25

+ .1

.4

.3

.35

.3

3

.4

.0

.15

9

.15

.15

.1

Oct.

- .1

.0

.0

.0

+ .1

+ .1

J

_ I

_ 1

- .1

Nov.

-0.15

_ IK

.15

 .15

- .15

- .15

- .15

^

_ I

- .1

1

I

- .1

- .1

Dec.

-0.1

- .1

- .1

- .1

- .1

_ ^

- .1

- .1

I

- .1
WESTERN GULF OF MEXICO. 71

Daily gage height, in feet, of Santa Fe Creek at Santa Fe, N. Mex.,for 1909 Continued.

Day.

21...............

22...............

23...............

24...............

26...............

27. ..............

28. ..............

29...............

30...............

Jan.

-0.2

- .2

- .3

- .15

_ 2

- .25

_ 3

_ o

Feb.

-0.4

- .3

- .3

_ 9

- .45

- .5

- .5

Mar.

-0.45

- .45

- .45

- .45

- .3

- .35

- .3

- .3

- .3

Apr.

-0.5

- .4

 .3

- .2

- .45

- .45

- .4

- .3

- .15

- .4

May.

+0.2

- .1

__ 1

- .05

_ ^

- .3

- .4

- .4

- .4

- .4

June.

-0.25

- .4

- .35

- .5

_ 4

- .5

_ 3

- .5

July.

-0.5

- .5

- .5

- .5

+ .1

.0

- .3

- .4

- .4

_ 4

- .4

Aug.

-0.1

- .1

.0

- .4

Sept.

+0.05

.0

.0

.0

.0

 .1

- .1

- .1

__ 1

 .1

Oct.

-0.1

- .1

_ ^

- .1

- .1

_ ^

- .1

- .1

- .1

Nov.

-0.1

- .1

_ ^

- .1

_ ^

- .1

+ .2

+ .2

.0

.0

Dec.

-0.1

- .1

- .1

- .1

_ I

- .1

.0

.0

.0

.0

.0

NOTE. Ice conditions during January and February. 

Daily discharge, in second-feet, of Santa Fe Creek at Santa Fe, N. Mex.,for 1907-1909.

Day.

1907.

2.. .............

3...............

5..... ....... ...

6...............

7...-.-.--..-..-

9.. .......-.--.-

10. ..............

11.. .............

12...............

15...............

16...............

17...............

18...............

19

20........--...-.

21...............

23...............

24...............

on

27...--...-.-. ...

28...............

29...............

sn

01

1908. 

1...............

2...............

3...............

4...............

5...............

6...............

7...............

8..............

9...............

10. ..............

11...............

12...............

13...............

15.... ...........

Jan.

6.2

8.2

6.2

4.5

6.2

6.0

6.0

6.0

6.0

4.4

4.4

4.2

Feb.

1.0

1.0

1.8

1.0

1.0

5.2

5.2

3.8

2.6

2.6

2.6

2.6

2.6

2.6

3.7

Mar.

0.9

2.4

1.6

1.6

2.4

4.7

2.4

.6

3.4

.6

3.4

.8

2.3

.3

Apr.

0.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

May.

0.5

.0

.8

3.2

.0

.0

2.3

.0

.0

.0

.0

.8

2.1

1.3

.0

June.

19

2(1

20

20

20

20

22

22

20

20

18

18

15

15

11

14

14

11

15

20

11

11

8.6

8.G

5.7

3.5

2.5

2.5

1.5

1.0

8.5

26

5.2

2.8

3.8

2.8

1.9

2.0

2.0

.5

9.8

5.8

4.4

.5

.5

July.

0.5

.5

.5

.5

.5

.5

.5

.5

1.0

.5

1.0

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

-5

.5

1.0

1.0

.5

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

Aug.

0.5

.5

3.5

1.5

2.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

1.0

1.0

.5

.5

.5

.5

.5

.5

.5

.5

.5

85

34

14

90

111

111

111

111

111

111

111

111

111

111

Sept.

34

20

27

20

11

20

11

15

13

11

6.3

1.5

.5

.5

.5

1.5

.5

1.0

.5

1.0

.7

.7

.5

.5

.5

.5

.5

.5

.5

2.0

1.1

.4

.4

.4

.4

.4

.1

.1

.1

.1

.1

.1

.1

.1

Oct.

0.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

. 5

.5

.5

.5

.5

.5

.5

1.0

.5

.5

.5

.5

.5

.5

.5

.7

.7

.7

.4

.4

.'1

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

Nov.

1.0

1.0

1.0

1.0

1.0

1.3

1.3

1.3

1.3

1.1

1.1

1.0

1.0

1.0

1.3

1.0

1.0

1.0

1.1

1.1

1.0

1.0

1.5

2.5

2.5

2.5

3.1

3.1

3.5

3.5

.4

.4

.4

.4

.4

.4

.4

.1

.4

.4

.4

4

.4

_4

Dec.

3.5

6.3

1.5

1.3

1.5

2.5

3.5

3.5

3.5

4.9

3.5

3.5

6.3

6.3

8.6

6.3

6.3

6.3

8.6

8.6

6.3

4.9

6.3

4.9

4.9

4.9

3.5

3.5

4.9

3,5

4.9

2.0

2.0

2.0

.4

.4

.4

,1

.1

.1

.1

.1

.1

.1

.1

.1
72 SURFACE WATER SUPPLY, 1909, PART VIII.

Daily discharge, in second-feet, of Santa Fe Creek at Santa Fe, N. Hex., for 1907-

1909 Continued.

Day.

1908. 

16...............

17...............

18...............

19...... ........

20. ..............

21...............

22... ............

23...............

24. ..............

25...............

25

27.. .............

28...............

29. ..............

30............... 

31...............

1909. 

1...............

2...............

3...............

5...............

7...............

8...............

g

10...............

11...............

12...............

13...............

14.... ...........

15...............

16. ..............

17...............

18...............

19...............

20. ..............

21...............

22. ..............

23...............

24...............

25. ..............

26. ..............

27...............

28...............

29...............

30. ..............

Jan.

3.2

3.2

4.0

4.0

3.0

3.0

2.9

3.9

2.8

1.0

1.0

2.6

2.6

2.6 

2.6

1.1

1.1

.1

1.1

.4

1.1

1.1

1.1

1.1

1.6

1.1

1.6

1.6

1.1

2.0

2.0

1.1

1.1

1.6

2.0

2.0

2.6

1.1

2.0

2.6

2.0

2.0

1.6

1.1

2.0

Feb.

3.7

.9

2.5

2.5

1.6

2.5

3.5

2.5

2.5

3.5

2.5

4.8

2.5

3.5

1.6

2.0

2.0

1.6

2.0

1.1

1.1

1.1

.4

.2

.2

.2

.2

.4

1.1

1.1

2.0

.2

.1

Mar.

0.5

.8

.4

9

.2

.2

.2

.2

.2

9

.1

.1

.1

.1

.1 

.1

.4 1.1 1.1

.4

.4

1.1

1.1

1.1

.8

1.1

1.1

2.0

2.0

2.0

.8

.8

.2

.2

.2

1.1

1.1

.8

1.1

1.1

1.1

Apr.

0.0

.0

.0

.0

.0

.0

.5

.5

.5

.8

1 £»

.0

.0

1.1

1.1

.4

.4

.4

.4

.2

.4

.1

1.1

2.0

.2

.2

1.1

2.6

May.

0.0

1.3

.7

.0

.0

6.0

18

8.0

4.5

1.3

1.5

1.5

.4 

.4

3.3

1.1

2.0

2.0

3.3

4.4

4.4

4.4

4.4

4.4

3.3

3.3

1.6

9 0

14

3.3

4.4

3.3

1.1

.4

.4

June.

6.0

.5

.5

.5

.4

.4

.4

1.5

.3

.0

.4

1.1

1.1

2.0

5.5

5.5

2.0

2 fi

1.6

3.3

2.0

2.0

1.6

1.1

1.1

2.6

2.6

1.6

.4

.8

.1

.1

.1

.1

1.1

.1

July.

8.0

8.0

8.6

8.0

14

4.5

8.0

6.0

8.0

4.5

4.5

4.5

2.0

4.5 

10

.0

.0

.0

.0

.2

.0

.0

.0

.0

.0

.0

.0

6.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

2.0

1.0

.4

.2

.2

.2

9

Aug.

186

95

34

50

22

22

32

32

22

9.0

1 ^

5.5

2.0

3.3 

3.3

.0

.0

.0

.2

.2

.2

.0

.0

.0

.2

.0

.0

.2

.2

2.0

.2

2.0

5.0

10

3.0

5.0

5.0

2.0

4.0

4.0

15

12

10

10

10

.0

.

Sept.

0.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.0

.0

.0

.0

47

31

72

72

53

62

53

53

72

3.0

14

20

9.0

14

14

9.0

5.0

3.0

3.0

3.0

3.0

.2

2

.2

.2

.2

Oct.

0.4

.4

.4

.4

.4

1.1

5.5

3.3

1.1

1.1

2.0

2.0

1.1

2.0

1.1

.8

.2

.2

.2

.2

.2

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

Nov.

0.4

.4

.4

.4

.4

.4

.4

.4

1.1

1.1

1.1

1.1

2.0

2.0

2.0

.2

.2

.2

2

.2

.2

.2

.2

.2

2

2

.2

.2

.2

.2

.2

.2

.2

2

.2

.2

.2

.2

9

9

.2

4.0

4.0

2.0

2.0

Dec.

0.1

.1

.1

.4

1.1

1.1

1.1

1.1

.4

.4

.4

.4

.0

.1

.1 

1.1

2

.2

.2

.2

.2

2

.2

.2

.2

.2

.2

.2

.2.

2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

2

.2

NOTE. Discharges June 1 to December 31,1907, were obtained from a rating curve that is not well defined; 

January 1 to August 1, 1908, by the indirect method for shifting channels; August 2-12,1908, estimated; 

August 17,1908, to June 30,1909, from a rating curve that is fairly well defined; July 1 to December 31,1909, 

estimated by tlie hydrographer.
WESTERN GULP OF MEXICO. 73

Monthly discharge of Santa Fe Creek at Santa Fe, N. Mex.,for 1907-1909.

Month.

1907.

July. ..............................................

The period ...................................

1908.

May...............................................

July (29 days) .....................................

The period ..................... ...........

1909.

April..............................................

July.......................... ...................

Discharge in second-feet.

Maximum.

22.0 

1.0 

85.0 

34.0 

1.0 

3.5 

8.6

8.2 

5.2 

. 4.7 

2.2 

18 

26 

14 

186 

2.0 

5.5 

2.0 

2.0

2.6 

2.0 

2.0 

2.6 

14.0 

5.5 

6.0 

15.0 

72.0 

2.0 

4.0 

.2

72.0

Minimum.

1.0 

.5 

.5 

.5 

.5 

1.0 

1.3

1.0 

.9 

.1 

.0 

.0 

.0 

.0 

2.0 

.1 

.4 

.1 

.0

0.1 

.1 

.2 

.1 

.4 

.1

;o

.0 

.0 

.2 

.2 

.2

.0

Mean.

13.7 

.56 

4.53 

6.71 

.54 

1.54 

4.80

4.04 

2.70 

1.05 

.22 

1.65 

3.10 

3.53 

64.4 

.25 

.94 

.64 

.52

1.45 

.81 

.90 

.59 

3.36 

1.45 

.34 

3.24 

20.5 

.72 

.57 

.20

2.84

Run-off 

(total in 

acre-feet).

815 

34 

279 

399 

33 

92 

295

1,950

248 

155 

65 

13 

101 

184 

203 

3,450 

15 

58 

38 

32

4,560

89 

45 

55 

35 

207 

86 

21 

199 

1,220 

44 

34 

12

2,050

Accuracy.

D. 

D. 

D. 

D. 

D. 

D. 

D.

D. 

D. 

D. 

D. 

D. 

D. 

D. 

D. 

D. 

D. 

D. 

D.

D. 

D. 

D. 

D. 

D. 

D. 

D. 

D. 

D. 

D. 

D. 

D.

FLOOD ON BLUEWATER CREEK, N. MEX., SEPTEMBER 6, 1909. 

By W. B. FKEEMAN, district engineer.

In the early part of September, 1909, there were very heavy rains 

in nearly every part of New Mexico, which caused great floods and 

did considerable damage. The storm from September 4 to 6 in the 

Zuni Mountains, following frequent and heavy rains in July and 

August, resulted in the failure of the Zuni dam at Blackrock and the 

Bluewater dam on Bluewater Creek, some distance above Bluewater 

station on the Santa Fe Railway, in Valencia County.

The flood on Zuni River and the failure of the Zuni dam are described in Water-Supply Paper 269, and'also in the Engineering News 

of August 25, 1910.

 The Bluewater dam, which had been completed about four years, 

was located in the canyon just below the junction of Azul Creek 

with Bluewater Creek, about 10 miles west of Bluewater. It might 

be termed an earth and rock fill dam, some 300 feet long on top and 

about 35 feet high. The slopes averaged probably 2^ to 1, or over,
74 SURFACE WATER SUPPLY, 1909, PART VIII.

and the dam was riprapped on the inside slope. The central portion 

of the dam was made up of stratified limestone, which from the section exposed by the failure appears to have been laid by hand. The 

dam did not rest on or go down to bedrock, but the foundation was 

only about 10 feet above bedrock, which is of limestone and fairly 

uniform in elevation across the canyon. Both the inner and outer 

slopes of the dam were of earth.

The capacity of the reservoir is not known. The cost of the dam 

is believed to have been about $35,000.

The approximate drainage area above the dam is 240 square miles, 

much of which is fairly well forested. The elevations range from 

7,000 feet to about 9,200 feet on the tops of the mountains which form 

the Continental Divide.

The dam site is a very good one. It was first surveyed by the 

United States Geological Survey, and is described as Reservoir No. 33, 

on page 195 of part 2 of the Twelfth Annual Report. According to 

that report the reservoir would have a capacity of 53,000 acre-feet 

and an area of 1,900 acres, with a dam 74.5 feet high.

Mr. R. M. Jones, an engineer of Denver, Colo., was at the dam a 

short time before its failure, making estimates for its enlargement, 

and was there also immediately after its failure. He had an opportunity to talk to the watchman at the dam, who was present when it 

failed. It appears that the particular storm which caused its destruction followed in a general way the crest of the Zuni Mountains and 

was what is commonly known as a cloudburst. Old residents in 

that vicinity stated that the rainfall was by far the heaviest that they 

had ever witnessed. The water in the reservoir did not rise gradually 

but rather by large increments, as the flood from each tributary arrived 

separately, the time depending largely on the distance the water had 

to travel that is, the flood water from one stream would come down 

in a rush, causing a sudden rise in the reservoir, which would remain 

practically stationary for a few minutes, when the waters from another 

stream would come rushing down. The result was that the reservoir was soon filled and, the spillway being inadequate to take care of 

the excess waters, the dam was topped to a depth of about 1^ feet. It 

was then torn out by the flood waters, which cut a channel to bedrock 

and left only the ends of the dam standing. This violent storm was 

evidently only of short duration, but the run-off was tremendous. 

No estimate even can be made of its amount.

The dam failed on the afternoon of September 6, just a few minutes 

before the failure of the Zuni dam, which went out as a result of the 

same storm.

The Bluewater dam was owned by the Bluewater Development 

Company. A small dam at the same site was washed out several 

years ago.
WESTERN GULF OF MEXICO. 75

A description of the flood and the failure of the dam, by C. E. Linney, section director, United States Weather Bureau, is to be found 

on page 639 of the Monthly Weather Review for September, 1909.

The accompanying tables show the rainfall at various points in that 

vicinity during August and the first part of September.

Daily precipitation in inches in the vicinity of Bluewater dam, New Mexico, from 

August 1 to September 6, 1909.

Day.

AUG.

1.......... 

2..........

3..........

4..........

5. .........

6..........

7..........

8.......... 

9..........

10..........

11..........

12..........

13..........

14..........

15..........

16--.. ......

17.......... 

18... .......

19. ........ .

20. .........

Blackrock.

0.35

.29

.35

.28

.09 "."is"

.10

.04

Tr.

Aft

Tr.

Tr.

.01 

.06

.02

Tr.

Bluewater station.

0.30

.18

.13

.27

.04

.05

.48

.28

.38

Bluewater reservoir.

0.71

Tr.

.20

Tr.

Tr.

*

50

.32 "."is"

.22

CJ

£« eS

o

PH

0.10 

Tr.

.20

.20

CA

.20

.10 

.20

Tr.

Tr.

Tr.

.50

.10 

.20

Tr.

.30

Rafael. San 

0.51

.29

.82

.17

1 Pi9

1.18

.50

.74

.19 

.60

.76

Manuelito.

0.15 

1.05

.10

Tr.

.50

.35 

.20

.70

.20

Day.

AUG. con. 

21.... ......

99

23..........

24..........

25..........

26..........

97

28. ......... 

29. .........

30

31.... ......

1... .......

2..........

3.......... 

4--...-.-..

6.-. .......

Blackrock.

Tr.

.63

.07

Tr.

Tr.

Tr.

Tr. 

.13

.20

2.83

0.03

.04 

.20

.60

.46

Bluewater station.

0.28

.37

.58

".'12'

.63

4.09

Bluewater reservoir.

0.62 

.29

Tr.

Tr.

Tr.

fM

Tr.

*

.66

3.73

Tr.

.63 

.91

.42

Tr.

CJ

N eS,

o

PH

0.20

.20

1.30

.50

.20

Tr. 

.20

.20

5.40

0.40

.32 

1.20

.59

1.20

Rafael. San 

0.90

.45 

.96

10.03

0.18

.38

.88

.70

Manuelito.

" "6." 50

3.00

""."56

.30

7.55

0.50

"."56

.20

.01

MIMBRES RIVER BASIN. 

MIMBRES RIVER NEAR FAYWOOD, N. MEX.

The station, which is located about 6 miles southeast of Faywood 

Hot Springs and 10 miles from Faywood station, on the Silver City 

branch of the Santa Fe Railway, was established April 23, 1908, to 

determine the amount of water available for storage.

No important tributaries enter in the vicinity of the station, though 

many intermittent tributaries come in both above and below. The 

drainage area is about 450 square miles.

Some water is used for irrigation in the Mimbres Valley below the 

station, but as this is primarily a flood stream and as storage has not 

been provided, such irrigation is uncertain. By storing the flood 

water and cutting off the underflow at the Rio Mimbres dam site, it 

will be possible to reclaim several thousand acres of land along this 

stream.

The gage is located about 400 feet below the proposed Rio Mimbres 

reservoir dam site. The gage datum was lowered 4 feet on July 8, 

1909, and was afterwards raised 3 feet on August 13, 1909, when a 

Friez automatic gage was installed 200 feet above the chain gage on 

the right bank. (See PL VI, A.)
76 SURFACE WATER SUPPLY, 1909, PART VIII.

The flow of the stream at the gaging station is not usually affected 

by ice during the winter months. As the channel is very shifting in 

character, frequent measurements are necessary at high and medium 

stages to obtain the best results. Measurements during high stages 

are made from a cable 1,000 feet below the automatic gage.

Discharge measurements of Mimbres River near Faywood, N. Mex., in 1909.

Feh

Jiili

Rep

Oot

Date.

6..........

3..........

27.........

3 10. ........

8. .........

13........

.20........

. I.........

12.........

Hydrographer.

.....do..............................................

.....do..............................................

.....do..............................................

.... .do. .............................................

.....do..............................................

.....do..............................................

.....do..............................................

Width.

Feet. 

21.5

8.8

7.0

8.0

8.3

79.5

11.5

17

11.6

Area of 

section.

Sq.ft. 

5.4

3.8

1.6

1.8

1.6

44.3

2.1

3.2

2.8

Gage 

height.

Feet. 

3.90

3.60

3.65

3.70

3.90

4.70

al.16

61.30

cl.lS

Discharge.

Scc.-ft.

8.8

5.2

2.0

1.1

1.4

164

1.5

3.5

3.8

zChain gage read 4.15 feet. & Chain gage read 4.30 feet. cChain gage read 4.20 feet.

Daily gage height, in feet, of Mimbres River near Faywood, N. Mex., for 1909. 

[Ralph C. Trujillo, observer.]

1

2. 

3

4..

5

6..

7

8

9.. 

10,.

11.. 

12.. 

13.. 

14

15

16

17

IS

19

20

21

??

23

24..

?5

?,R

27

28.. 

?,9

30

31

Day.

:::::::::::::

Jan.

4.2

4.2 

4.1

4.0 

4.0

3. a 

3.9

3.9

3.8

3

O 

. 0

3.8 

3.8 

3.9

3.9

3.9

3.9

3.9

3.9

3.9

3.8

3.8

3.8

3.8

3.8

3.8

4.0

3.9

0 Q

3.8

3.8

Feb.

3.8

3.8 

3.6

3.6 

3.7

3.8 

3.7

3.7

3.7 

3.7

3.6 

3.6 

3.6 

3.6

3.6

3.6

3.6

3.6

3.7

3.7

3.8

3.8

3.8

3.7

3.7

3.7

3.7

3.7

Mar.

3.7

3.7 

3.7

3.7 

3.7

3.7 

3.7

3.7

3.7 

3.7

3.7 

3.7 

3.8 

3.9

3 8

3.7

3.7

<? 7

o 7

3.7

<? 7

3.7

3.7

3.7

3.8

3.9

O Q

3.8

3

0

3 7

3.7

Apr.

3.7

3.7 

3.7

3.6 

3.6

3.6 

3.6

3.6

3.7 

3.7

3.7 

3.7 

3.7

3.7

3.7

3.7

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.65

3.7

3 7

Q 7

May.

3.7

3.65 

3.65

3.65 

3.7

3.7 

3.65

3.7 

3.7

3.65 

3.65 

3.7

3.75

0 7fr

3.75

3 75

3.75

3.75

3.7

3.7

3.65

3

£C

3.65

3 7

3 7

June.

3.7

3.7 

3.7

3.7

3.7

3.7 

3.7

3.7

3.7 

3.7

3.7 

3.7 

3.75

3.75

3.75

3.75

3 7

3.75

3.8

3.8

3.8

3.8 3.8

3.75

3

7K

3.75 

3.85

3.95

July.

3.85 

4.05

3.8 

3.75

3.9 

4.1

3.9

3.9 

3.9

3.9 

3.9 

4.6 

3.95

3.95

3 9

3.9

3 Q

3 9

4.0

3.95

3.9

3.95

4.0

4.0

3 Q

3.9

0 Q

3

QK

4.0

Aug.

3.85

3.85 

3.85

3.9 

3.9

3.95 

3.95

3.95

3.9 

3.95

4.0 

4.1 

4.0 

4.55

4.55

1.3

1.2

1.1

I.I

1.15

1.15

1.2

1.45

1.35

1.3

1.2

1 9

1.2

1 9

1 9

1.4

Sept.

1.3

1.25 

1.3

1.3 

1.5

1.2 

1.1

1.05

1.05 

1.15

1.45 

1.35 

1.35

1.25

1.25

1.25

1.25

1.15

1.15

1.15

1 IK

1.15

1.15

1.15

1.15 

1.15

1.15

Oct.

IT;

1.15 

1.15

1.15 

1.15

1.15 

1.15

115

1.15 

1.2

1.2 

1.2 

1.2

1.2

1 O

1.2

1.2

1.2

1 9

1 ">

1 9

1.2

1 9

1.2

1.2

1 O

1.2 

1.2

1.2

1.2

Nov.

1.2

1.2 

1.2

1.2 

1.2

1.2 

1.2

1.2

V i:2

1.2 

1.2 

1.2 1 9

1.2

1.2

1.15

1 9

1.2

1 9

1.15

1.1

1.1

1.1

1.1

1.1

1.1 

1.1

1.1

Dec.

1.05 

1.05

1.05 

1.0

1.0 

1.0

1.0

1.0 

.95

.95 

.95 

.95

QE

.9

.9

.9

Q

Q

.9

.9

.95

QK

.95 

1.0

1.0

1.0

NOTE. July 8 gage datum lowered 4.0 feet. All gage heights from January 1 to July 7 have been reduced 

to new datum. On August 16 a Friez automatic gage was installed about 200 feet above chain gage. The 

Freiz gage reads about 3 feet lower than the chain gage, but its zero is about 0.4 foot above that of the chain 

gage.
U. S. GEOLOGICAL SURVEY

A. AUTOMATIC GAGE ON MIMBRES RIVER NEAR FAYWOOD, N. MEX.

B. PECOS RIVER VALLEY BETWEEN RIBERA AND FORT SUMNER, N. MEX.

WESTERN GULF OF MEXICO. 77 

Daily discharge, in second-feet, of Mimbres River near Faywood, N. Mex., for 1908-9.

Day.

1908. 

1..............

2..............

3..............

4..............

5..............

6..............

7..............

8..............

9..............

10. .............

11..............

12......... ....

13..............

14..............

15. .............

16..............

17..............

18. .............

19..............

20. .............

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28.---..... ....

29....... .......

30. .............

31

1909. 

I..............

2..............

3..............

4..............

5..............

6..............

7......... ....

8..............

9..............

10. .............

11..............

12.......... ..

13..............

14..............

15.. ............

16..............

17..............

18..............

19..............

20. .............

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28. .............

29..............

30..............

31..............

Jan.

46

46

30

17

17

8.8

8.5

8.5

4.4

5.0

6.0

6.0

13

13

15

15

15

15

20

20

10.4

10.4

13.5

13.5

13.5

13.5

45

30

17

17

21

Feb.

21

21

5.2

4.6

10

20

10

10

10

10

4.6

4.6

4.6

4.6

4.0

4.0

4.0

4.0

8.8

8.8

17.5

17.5

17.5

8.8

8.0

8.0

8.0

8.0

Mar-.

7.8

7.8

7.8

7.8

7.8

7.8

6.7

6.7

6.7

6.7

6.7

6.7

14

25

14

6.7

6.7

4.8

4.8

4.8

4.8

4.8

4.8

4.8

12.1

23

23

10.5

10.5

5.0

5.0

Apr.

5.0

5.0

5.0

2.0

2.0

2.0

1.6

1.6

4.0

4.0

4.0

4.0

4.0

4.0

4.0

4.0

3.5

3.5

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.0

2.0

3.0

3.0

3.0

.......

May=

13.4

13.4

25

25

13.4

10 A

13.4

1Q A

13.4

13.4

13.4

6.3

6.3

6.4

6.5

6.6

6.8

6.9

7.0

14.6

14.7

14.8

14 9

1 K n

15.1

7.4

7.5

7.6

7.7

7.8

7.8

3.0

1.8

1.8

1.8

3.0

3.0

1.5

2.4

2.4

2.4

1.5

1.5

2.4

2.4

3.2

3.2

3.2

3.2

3.2

3.2

3.2

3.2

2.0

1.6

1.6

.7

.7

1.6

1.6

1.6

June,

15.5

15.6

15.7

15.8

7.8

7.8

7.9

7.9

8.0

8.0

8.1

8.2

8.3

8.4

8.5

8.6

8.7

8.8

8.9

9.0

9.1

Q 9

9.3

9.4

9.5

9.6

9 7

9.8

9 9

10.0

1.6

1.5

1.5

1.4

1.4

1.3

1.2

1.1

1.1

1.1

.8

.8

1.6

1.6

1.3

1.3

1.3

.5

.7

1.7

1.7

1.2

1.2

1.2

.5

.2

.2

1.6

4.2

July.

10.1

10.2

10.3

10.3

10.3

10.4

10.4

10.5

21

35

35

21

10.8

345

34

72

435

53

53

53

36

22

10.6

10.6

515

345

630

515

435

106

38

0.1

1.1

7.8

.4

.1

1.7

9.1

1.4

1.6

1.6

1.6

1.6

93

2.7

2.7

1.6

1.6

2.2

2.2

5.3

5.3

3.4

2.2

3.4

5.3

5.3

2.7

2.7

2.7

4.3

6.7

Aug.

39

143

108

56

39

24

39

39

39

39

39

24

24

24

220

108

57

39

39

345

79

39

39

39

39

57

910

56

39

1,000

59

1.7

1.7

1.7

2.7

3.5

5.4

5.4

5.4

3.5

5.4

9.0

18

9.0

108

108

7.0

3.0

1.0

1.0

1.5

2.0

2.0

20

8.0

5.0

1.5

1.5

1.0

1.0

1.0

8.5

Sept.

41

41

520

112

41

41

41

41

41

41

41

41

41

41

41

41

59

59

41

59

41

59

41

41

41

59

59

41

42

42

3.5

2.0

4.0

4.0

18

2.5

1.0

.5

.5

1.0

15

8.0

8.0

5.5

4.0

4.0

4.0

4.0

2.0

2.0

1.0

1.0

1.0

1.5

1.5

1.5

1.5

1.5

1.5

1.5

Oct.

42

42

61

61

42

61

61

61

42

61

61

61

61

61

61

42

42

42

42

42

42

42

42

42

61

61

61

44

44

44

2.0

2.0

2.0

2.0

2.0

2.0

2.0 '2.0

2.0

4.0

4.0

4.0

4.5

4.5

5.0

5.0

5.0

5.0

5.0

5.5

5.5

6.0

6.0

6.0

6.0

6.5

6.5

6.5

6.5

6.5

7.0

Nov

28

16

16

16

16

16

16

16

28

0028

28

28

44

44

28

16

16

28

28

16

16

16

16

28

28

28

28

28

28

28

7.0

7.0

7.0

7.0

7.0

7.5

7.5

7.5

7.5

7.5

8.0

8.0

8.0

8.0

8.0

8.0

6.0

8.5

8.5

8.5

8.5

6.5

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

Dec.

28

28

28

17

17

17

17

17

17

17

17

17

30

46

46

65

46

46

16

30

30

30

30

30

46

46

46

30

30

30

30

3.5

3-5

3.5

3.5

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

2.5

2.5

2.5

4.0

4.0

4.0

NOTE. The discharges for 1908-9 were obtained by the indirect method for shifting channels.
78 SURFACE WATER SUPPLY, 1909, PART VIII.

Monthly discharge of Mimbres River near Fay wood, N. Mex., for 1908-9.

Month.

1908. 

May...............................................

July...............................................

1909.

April ..............................................

May. ..............................................

July. ..............................................

Discharge in second-feet.

Maximum.

25 

15.8 

630 

1,000 

520 

61 

44 

65

46 

21 

25 

5.0 

3.2 

4.2 

93 

108 

18 

7.0 

8.5 

4.0

108

Minimum.

6.3

7.8 

10.1 

24 

41 

28 

16 

16

4.4 

4.0 

4.8 

1.6 

.7 

.2 

.1 

1.0 

.5 

2.0 

5.0 

1.5

.1

Mean.

11.6 

9.70 

126 

124 

63.0 

50.3 

23.9 

30.3

17.2 

9.54 

8.91 

3.15 

2.21 

1.25 

5.92 

11.4 

3.57 

4.47 

6.90 

2.26

6.40

Run-off 

(total in 

acre-feet).

713 

577 

7,750 

7,620 

3,750 

3,090 

1,420 

1,860

26,800

1,060 

530 

548 

187 

136 

74 

364 

701 

212 

275 

411 

139

4,640

Accuracy.

C. 

C. 

C.

c. 

c. 

c.

D. 

D.

C. 

C. 

C. 

C. 

C. 

C. 

C. 

D. 

D. 

D. 

D. 

D.

CAMERON CHEEK BASIN. 

CAMERON CREEK AT FORT BAYARD, N. MEX.

This station, which was established on January 17, 1907, at the 

request of the United States Forest Service, to obtain data concerning 

flood run-off, is located near the pumping station at Fort Bayard, 

N. Mex., a United States Army post. The gage, a vertical rod, is a 

short distance above the crest of an old masonry dam, which was 

used to check the underflow of the creek.

For the greater part of the year the flow conies from springs, and 

amounts to less than 1 second-foot. Stephens Creek enters about 2 

miles above this station.

The intake for the water supply of the post is above the station, 

and a little water is also diverted above for garden irrigation. The 

flood waters of this stream can probably be stored in natural depressions in the vicinity, which will make excellent reservoir sites. These 

can be supplied by feeder canals.

Ice does not appreciably affect the flow of the stream at this 

point. The channel has filled up with sediment above the dam, 

which probably has some effect on low-water measurements. The 

channel is probably permanent for measurements taken at higher 

stages. Unfortunately no high-water measurements have yet been 

made. Measurements are made by wading.
WESTERN GULF OF MEXICO. 79

No change has been made in the datum of the gage during the maintenance of the station. Gage observations have been taken gratis 

by Sergt. T. J. McBurney, U. S. Army.

Discharge meaurements of Cameron Creek at Fort Bayard, N. Mex., in 1909.

Date.

Feb. 5.... ......

Apr. 16.........

July7 .........

Aug. S.........

Hydrographer.

.....do..............................................

.... .do. .............................................

.... .do. .............................................

.... .do. .............................................

.....do..............................................

Width.

Feet.

9 0

Area of 

section.

Sq.ft.

1.5

Gage 

height.

Feet. 

1.65

1.70

1.62

1.62

1.32

1.35

Discharge.

Sec -ft.

aO.6

.3

.5

.5

.5

.5

o.2

a Estimated. 

NOTE. Gage heights are distorted by a dam below.

Daily gage height, in feet, and daily discharge, in second-feet, of Cameron Creek at Fort

Bayard, N. Mex., for 1909.

Date.

July3........................

July 13...... .................

July 15.......................

July 16.......................

July 17................. ......

July 18...... .................

July 19.......................

Gage 

height.

i 4^

1.60

1.45

1.50

i d-^

1.60

1.55

1.45

1.75

1.45

1.75

1.95

1.55

Discharge.

0.5

.5

.5

.5

.5

1.0

1.0

8.0

.5

Date.

July 21-31 ....................

Aug. 2-10....................

Aug. 11 ......................

Aug. 15-16...................

Aug. 17......................

Aug. 18-20........... --------

Aug. 21......................

Aug. 22-26...................

Aug. 28-Dec. 31 ..............

Gage 

height.

1.60

1.35

1.70

1.35

1.6

1.35

2.45

1.35

2.45

1.35

1.65

1.35

Discharge.

0.5

.5

.5

.5

.5

.5

.5

96

.5

96

2

.5

.2

NOTE. The gage heights for low stages are not a true index of the discharge.

Monthly discharge of Cameron Creek at Fort Bayard, N. Mex.. for 1909.

Month.

April..............................................

July...............................................

Discharge, in second-feet.

Maximum.

0.5 

.5 

.5 

.5 

. 5 

. .5 

8.0 

96 

.2 

.2 

.2 

. 2

96

Minimum.

0.5 

. 5 

.5 

.5 

.5 

.5 

.5 

.2 

.2 

.2 

_ 2 

. 2

.2

Mean.

0.5 

.5 

.5 

.5 

.5 

.5 

.77 

6.57 

.2 

.2 

.2 

.2

.93

Run-ofl 

(total in 

acre-feet).

31 

28 

31 

30 

31 

30 

47 

404 

12 

12 

12 

12

680

Accu 

racy.

D. 

D. 

D. 

D. 

D. 

D. 

D. 

D. 

D. 

D. 

 D. 

D.
80 SURFACE WATEE SUPPLY, 1909, PART VIII.

STEPHENS CREEK NEAR FORT BAYARD, N. MEX.

This station, which was established January 17, 1907, at the request 

of the United States Forest Service, is located one-fourth mile above 

the Fort Bayard planting station of the Forest Service, 3 miles north 

of Fort Bayard.

The records furnish valuable information concerning normal and 

flood run-off. The station is situated about 2 miles above the junction of this stream with Cameron Creek.

The normal flow of this creek is very small, but for short periods 

during floods it occasionally carries a large flow, which can probably 

be stored. The intake for the water supply of the planting station 

is above the gage.

The records of this station are little, if any, affected by ice. The 

results obtained have not been very satisfactory, owing to the small 

number of discharge measurements, none of which were taken when 

there was any considerable flow in the stream.

No change has been made in the datum of the gage since the establishment of the station.

Discharge measurements of Stephens Creek near Fort Bayard, N. Mex., in 1909.

Date.

Apr. 16........

JttlvT.. ........

Aug. 8.........

Oct. 8..........

Hydrographer.

J. B. Stewart ......................................................

.....do..... ......................................................

.....do.............................. ..............................

.....do.............................................................

..... do. ..............:.............................................

Gage 

height.

Feet. 

1.30

1 39

1.35

1.48

1.26

1.25

Discharge.

Sec.-ft. 

0.3

.4

.3

.1

.1

.01

NOTE. Discharges are estimated.

Daily gage height, in feet, of Stephens Creek near Fort Bayard, N. Mex., for 1909.

fH. C. Turner, observer.]

Day.

1.. .............

2...............

3..--.--.-----..

4...............

5........:......

6...............

7...............

8............... 

9...............

10............... 

11...............

12...............

13... ............

14...............

15...............

Jan.

1.30

1.30

1.30

Feb.

1.33

1.33

1.33

1.33

1.33

Mar.

1.30

1.45

Apr. May.

1.30

1.30

1.35

" 1.30

June. July.

1.48

1.47

"2~36"

2.10

Aug.

1.50

1.60

1.20

1.25

1.26 

1.28

1 60

2.30

i.60

Sept.

1.31

1.90

1.40

"i."24'

1.60 

1 31

2.10

1.30

Oct.

1.27

1.25

1.25

1.27

1.25-

1.25

(0)

Nov.

1 3*;

1.35

1.35

1 

Dec.

1.38

1 on

1.40

1.40

a Practically dry.
WESTEKN GULF OF MEXICO. 81

Daily gage height, in feet, of Stephens Creek near Fort Bayard,N.Mex., for 1909 Contd.

Day.

16......... ......

17...............

18...............

19...............

20...............

21................

22...............

23...............

24. ..............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

1.30

1.30

1,30

1.30

1.30

Feb.

1 34

1.34

1 34

Mar. Apr. May.

2.00

June. July.

1.90

1.70

1.37

1.28

1.27

1.27

Aug.

1.80

1.25

1.60

1.40

1.32

1.32

1.32

1.32

'

Sept.

1.30

1.30

1.30

1.29

1.28

1.29

1.27

Oct.

1.27

1.27

1.26

1.26

1.27

1.27

Nov..

1.36

1.36

1.36

Dec.

1 dct

1.40

1.40

1 40

PECOS RIVER DRAINAGE BASIN. 

DESCRIPTION.

Pecos River, the largest tributary of the Rio Grande, rises on the 

east side of the Santa Fe Range in northern New Mexico, flows south 

through eastern New Mexico, then southeast through southwestern 

Texas, and unites with the Rio Grande about 400 miles (by river) 

below El Paso. Except for some of the upper tributaries, the 

branches of the Pecos are intermittent, carrying large floods at times. 

From source to mouth the river is about 800 miles long, and the 

total drainage area includes more than 32,000 square miles, of which 

23,000 are in New Mexico and 9,000 in Texas.

The upper Pecos flows as a typical mountain stream through 

narrow valleys and deeply cut gorges, but below Fort Sumner the 

canyon-like walls are replaced by low rolling hills (see PL VI, B), 

and when the river reaches Roswell the gradation from the flood 

plains to the prairie is imperceptible. Arroyos and gulches are 

rare, and canyons are practically unknown. The mountain tributaries of the upper Pecos rise at elevations of about 11,000 feet; 

at Santa Rosa, N. Mex., the elevation is 4,600 feet;, at Roswell, 

3,500 feet; at Pecos, Tex., 2,550 feet; and at the mouth of the stream 

it is 1,000 feet.

The main Pecos may be said to be formed by the junction of the 

Gallinas with the upper Pecos at La Junta, N. Mex. The most 

important tributaries below this point and above Roswell are the 

Agua Negra and the Agua Negra Chiquita, which enter just above 

Puerto de Luna. Except for small springs, no important tributaries 

enter along this stretch, but some of the dry gulches and arroyos 

occasionally carry large quantities of flood water. Among the most 

83182° WSP 268 11 6
82 SUKFACE WATEK SUPPLY, 1909, PAKT VIII.

important of the lower tributaries are the Hondo, Kio Felix, the 

Penasco, Seven Rivers, and Black River.

It is rather a striking fact that the Pecos receives practically no 

tributaries from the east, probably because of the pervious character 

of the soil of the Staked Plains, upon which there is no surface 

drainage system. The water sinks into limestone rocks and establishes an underground drainage.

The condition of the Pecos basin may be characterized roughly 

as follows: Merchantable-timber land, 1,300 square miles; woodland, 2,400 square miles; 300 square miles of burnt and cut over 

land; and the remaining area of about 27,000 square miles is open 

and sage-brush land.

The rainfall along the Pecos in New Mexico ranges from 20 to 25 

inches in the mountainous sections, as above Las Vegas and at 

Clouclcroft, to about 15 inches in the plains country, or in the vicinity 

of Roswell and Carlsbad. Through Texas the rainfall is light, the 

annual average being about 12 inches.

During the winter period the flow of the Pecos is supplied mainly 

by springs. The river has been known to go dry in the neighborhood of Colonias, N. Mex.

Considerable ice forms on the upper Pecos, and heavy snows are 

common. In the vicinity of Santa Rosa and Fort Sumner thin ice 

and slush ice are in evidence during a part of the winter. Lower 

down the valley there is an occasional light snow, which disappears 

very quickly, and at times there is thin ice along the edges of the 

river. In the lower end of the valley the climate is mild. The 

rainfall comes mainly in the summer months, in the form of showers, 

and is variable and uncertain.

Irrigation in New Mexico has reached its highest stage of development in the lower Pecos Valley, the irrigated district beginning a 

short distance, above Roswell and continuing into Texas. Thousands of acres are under cultivation, and a wise and economical 

system of reservoirs and canals is in force. The surface waters have 

been greatly augmented during the past few years by numerous 

artesian wells. Above this fertile belt comparatively little farming 

is engaged in; below it irrigation is carried on only in a small way, 

as the return seepage water contains, unfortunately, a great percentage of alkali, which renders it undesirable for irrigation.

The recently completed Carlsbad and Hondo projects (PI. IV, B} 

of the Reclamation Service provide for the irrigation of 20,000 

and WjOOO acres, respectively, while the proposed Urton Lake 

project, which is to be relinquished by the Reclamation Service 

in favor of a Carey Act project, will result in the irrigation of about 

60,000 acres in the vicinity of old Fort Sumner, N. Mex.
WESTERN GULF OF MEXICO. / 83

Numerous reservoir sites are to be found along the Pecos and its 

tributaries. Among the reservoirs now in operation may be mentioned Lake McMillan on the Pecos, and the Hondo reservoir on 

Hondo River. Urton Lake, a natural depression in the vicinity of 

Fort Sumner, will have a storage capacity of 190,000 acre-feet. It 

is to be supplied by a feeder canal from Pecos River. Because of 

the large amount of silt carried by this stream the prevention of its 

deposition must be taken into account and provided for in the 

construction of reservoirs.

On account of its long periods, of low water, this stream does not 

offer many favorable opportunities for the development of power. 

At present there are no water-power plants of any importance in 

operation in the basin, except a public-utility plant of about 300 

horsepower at Carlsbad, N. Mex. Later there may be some power 

development in connection with irrigation projects.

The records along this stream are very fragmentary, and most of 

them were taken within the last five or six years. From them it 

would appear that 1903 was a very low year and 1905 an unusually 

high one.

PECOS RIVER NEAR FORT SUMNER, N. MEX.

The station, which was established on June 12, 1904, to determine 

the amount of water available for the Urton Lake project of the 

United States Reclamation Service, is located at a place known as 

Arinosa, about 12 miles northwest of old Fort Sumner, N. Mex., 

and 4 miles upstream from Fort Sumner, a station on the Belen cutoff of the Atchison, Topeka & Santa Fe Railway, and is near the 

site of the proposed diversion dam and a few miles below Arroyo 

Salada. The nearest post-office is Fort Sumner.

All the tributaries for a long distance above and below the station 

are intermittent in character and only occasionally carry large 

amounts of water. The drainage area above the station is about 

5,300 square miles.

Some irrigation is practiced along the bottom lands at various 

localities above the station, but not enough to materially affect 

the flow of the stream. The proposed Urton Lake project will divert 

a considerable portion of the stream flow at this point.

Slush ice sometimes forms at this station, and thin ice forms 

along the edges of the river, but results are not greatly affected by 

the ice conditions.

On July 5, 1905, the station was moved downstream and a new rod 

gage established at the present datum. Otherwise there had been 

no change in datum.
84 SUBFACE WATEE SUPPLY, 1909, PAET VIII.

On account of the extremely shifting character of the channel, 

it is impossible to make reliable estimates of discharge unless very 

frequent measurements are made. High-water measurements are 

made from a cable.

Discharge measurements o/Pecos River near Fort Sumner, N. Hex., in 1909.

Date.

Apr. 14.. ......

July 20........

Oct. 20. ........

Hydro grapher.

.....do..............................................

.... .do. .............................................

.....do..............................................

W. II. Suttoii........ .... . .......'...........

.....do..............................................

J. B. Stewart .......................................

Width.

Feet. 

92

46

72

96

33

220

209

106

111

Area of 

section.

Sq.ft. 

58

38

59

55

60

177

161

63

64

Gage 

height.

Feet. 

2.20

2.25

2.52

2.45

2.46

Discharge.

Sec.-ff. 

91

70

126

66

89

389

400

95

50

NOTE. Measurements made at various sections.

Daily gage height, in feet, o/Pecos River near Fort Sumner, N. Mex.,for 1909. 

[J. C. Pacheco, observer ]

Day.

1.. .............

2...............

3.. ............ -

4...............

6...... ........

8................

10..... ......... .

11............... 

12............... 

13 ..............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23..... ......... .

26...............

28. ..............

29..... ..........

30...............

31...............

Jan.

2.35

2.3

2.35

2.3

2.3

2.3

2.3

2.25

9 9^

2.3

2.25 

2.35 

2.45

2.5

2.4

2.3

2.2

2.25

2.2

2.3

2.25

2.3

2.25

2.2

2.3

2.3

2,3

Feb.

2.3

2.35

2.3

2.3

2.35

2.3

2.3

9 QF.

2.35 

2.3 

2.3

2 35

2.5

2.4

2.3

2.3

2.3

2.3

2.3

2.35

2.3

2.35

2.3

2.3

2.3

Mar

2 25

2.25

2.25

2.3

2.25

2.25

2.2

9 QP»

2.5 

2.45 

2.4

2.3

2.3

2.3

2.25

2.25

2.3

2.25

2.2

2.3

2.3

2.3

2.35

9 3

2.35

Apr.

2.35

2.3

2.3

2.3

2.35

2.35

2 35

9 Q

2.35 

2.3 

2.3

2.3

2.2

2.3

2.3

2.35

2.3

2.3

2.4

2.4

2.45

2.4

2.35

May.

2.3

2.35

2.4

2.35

2.3

2.3

2.4

2.5

2.5 

2.4 

2.4

2.35

2.4

2 65

2.65

2.7

2.45

2 4

2.5

9 PI

2.5

2.4

June.

2.5

2.5

2.4

2.45

2.4

2.4

2.4

9 ^

2.5 

2.5

2.7

2.5

9 tt

2.5

2.5

2.4

2.4

2.5

2.4

2.3

2.35

2.4

2.35

July

2.7

9 4

2.4

2.3

2.4

2.4

2.4

2.45

2.0

2.5 

2.4 

2.35

2.3

2.25

2.1

2.2

2.1

2.0

2.0

2.8

2.6

2.7

2.

2.2

2.1

2.2

Aug.

2.2

2.3

2.2

2.3

2.25

2.3

2.4

2.4

2.3

2.65 

3.00

2.4

2.8

2.5

2.5

2.5

2 9

3.2

2.6

2.5

2.6

2.6

9 7

2.7

2.8

2.8

2.8

Sept

2.7

2.5

2.5

2.55

2.6

3.2

3.3

3.05

2.8 

2.8 

2.8

2.6

2.6

2.5

2.6

2.55

2.6

2.6

2.5

2.5

2.45

2.4

2.4

2.4

2.4

2.4

2.3

2.3

Oct.

2.3

2.3

2.3

2.35

2.35

2.3

2.4

2.5

2.4

9 ^

2.5 

2.4 

2.4

9 a^

2.4

2.4

2.4

2.4

2.4

2.45

2.5

2.45

2.4

2.4

2.45

2.4

2.4

2.4

2.4

2.4

2.4

Nov.

2.4

2 4

2.45

2.4

2.45

2.45

2.5

2.5

9 ^

2.45 

2.4 

2.4

2.45

2.45

2.4

2.4

2.45

2.45

2.45

2.45

2.45

2.45

2.5

2.55

2.5

2.5

Dec.

2.5

2.5

2.5

2.5

2.55

2.5

2.75

2.7

2 6

9 tt

2.5 

2.55 

2.5

2.55

2.55

2.6

2.6

2.6

2.6

2.6

2.6

2.85

2.9

2 9

2.85

2.7

2.8

2.8

2.7

2.6

2.3
WESTEKN GULF OF MEXICO. 85 

Daily discharge, in second-feet, ofPecos River near Fort Sumner, N. Hex., for 1908-9.

Day.

1908. 

1. ..............

2. ...........

3. .............

4. ..............

5. ..............

6. ...........

7. ..............

8. ..............

9...............

10...............

11...............

12.....

13...............

14. ..........

15. ............

16. ..........

17. ..............

18. .............

19. ..............

20. ..........

21

22. ..........

23. ..........

24. ..............

25.........

26. ..............

27...............

28...............

29. ........... .

30. .............

31...............

1909. 

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.

195

195

200

240

205

170

145

145

1 JC

145

145

QC

75

25

25

25

25

25

25

40

25

25

165

130

130

135

110

137

250

310

137

137

90

112

90

112

137

112

170

137

112

91

137

137

137

Feb.

30

45

82

85

65

65

65

65

85

70

on

70

50

90

90

70

145

75

100

137

170

137

170

137

170

iqr

168

9QH

205

128

125

150

125

1 90

118

118

Mar.

100

75

195

1 95

125

19^;

125

150

125

125

125

102

80

105

160

105

80

80

110

110

135

95

95

120

73

90

90

90

73

135

250

205

162

110

110

105

105

84

84

103

80

65

100

100

100

117

Apr.

135

135

135

135

1 17

137

137

172

172

140

U

K

140

140

* 1 4n

287

287

287

287

245

205

385

115

95

92

110

110

110

ins

88

87

ec;

85

85

102

82

122

120

147

143

115

7C

May.

285

285

205

282

200

200

200

167

167

200

240

240

195

235

Qfin

190

230

190

270

187

72

107

105

69

97

150

95

95

60

90

130

127

237

. 280

105

85

120

19Q

19Q

80

95

June.

160

187

905

187

160

127

185

127

127

97

Q7

Q7

97

1 9^

1 9^

97

7C

75

75

70

70

245

116

78

77

77

148

127

127

127

127

127

127

127

85

85

100

87

70

July.

167

110

8

Z.

65

85

85

85

110

105

130

222

950

922

530

410

300

300

395

395

295

295

92

72

130

190

215

183

175

1 690

660

210

190

175

73

73

934

587

 246

73

110

168

Aug.

390

920

810

725

1,360

1,150

420

265

265

360

545

465

465

475

6, 500

1,600

460

45

60

60

245

340

45

168

246

168

246

246

246

340

340

246

662

1,370

452

1,250

934

452

452

452

1,140

1,860

587

452

587

555

670

635

750

705

670

Sept.

160

105

160

385

158

158

84

68

42

53

42

42

42

40

40

65

51

64

38

78

65

38

38

65

75

60

93

93

93

60

485

250

230

245

295

1,240

1,480

920

660

440

510

500

495

265

265

180

260

200

255

250

170

165

133

105

103

103

100

100

64

64

Oct.

60

60

60

60

58

58

58

87

87

87

105

86

86

86

86

85

85

85

65

80

80

80

100

100

80

100

80

80

78

78

78

63

63

60

73

85

127

.85

127

127

80

80

103

80

77

76

75

75

90

112

85

65

65

75

60

57

55

53

50

48

Nov.

78

97

97

97

78

97

97

78

78

78

80

80

98

98

98

100

100

100

82

82

100

100

100

100

83

103

103

103

103

125

48

42

53

37

48

46

58

53

38

48

35

28

25

29

27

27

19

17

22

20

19

17

16

15

13

20

12

23

16

15

Dec.

186

155

155

125

155

125

105

125

125

165

125

125

160

125

125

87

87

107

87

107

107

87

130

130

130

130

165

130

165

165

165

14

14

12

12

15

11

50

37

20

15

12

16

13

17

18

25

26

27

28

29

30

100

120

120

103

55

88

81

60

37

7

NOTE. Discharges for 1908-9 were obtained by the indirect method for shifting channels.
86 SURFACE WATER SUPPLY, 1909, PART VIII.

Monthly discharge of Pecos River near Fort Sumner, N. Mex'., for 1908-9.

Month.

1908.

juiy. ..................:................................

1909.

April. ....................................................

July. ....................................................

 Discharge in second-feet.

Maximum.

240 

145 

160 

440 

960 

245 

950 

« 6, 500 

385 

105 

125 

185

6,500

310 

, 290 

250 

190 

280 

280 

1,620 

1,80,0 

1,480 

127 

58 

120

1 %0

Minimum.

25 

30

75 

115 

167 

52 

65 

45 

38 

58 

78 

87

25

91

118 

65 

55 

60 

65 

72 

168 

64 

48 

12 

7

7

Mean.

96.5 

83.5 

121 

203 

247 

132 

271 

814 

85.2 

79.3 

93.8 

131

196

141 

149 

108 

105 

112 

112 

294 

579 

351 

77.5 

29.5 

39.3

175

Run-off 

(total in 

acre-feet).

5,930 

4,800 

7,440 

12,100 

15,200 

7,860 

16, 700 

50, 100 

5,070 

4,880 

5,580 

8,060

144, 000

8,670 

8,280 

6,640 

6,250 

6,890 

6,660 

18, 100 

35,600 

20, 900 

4,770 

1,760 

2,420

 127,000

a Estimated. 

NOTE. The above estimates are in general only approximate.

PECOS RIVER NEAR DAYTON, N. MEX.

This station, which was established March 24, 1905, has been 

maintained in connection with the Carlsbad irrigation project in New 

Mexico to determine the amount of water supplied by the river to the 

McMillan reservoir, and is located about 3 miles east of Dayton, 

N. Mex., about 6 miles above the dam of the reservoir, and approximately 100 feet downstream from the mouth of Penasco River.

The original rod gage was washed out on September 6, 1905, and 

was relocated September 7, 1905, at a point about one-half mile 

upstream. Otherwise there has been no change in gage datum. 

Fair results can be obtained at this station if discharge measurements 

are taken at frequent intervals. This station was transferred March 

31, 1908, to the United States Reclamation Service, and since then 

they have made the discharge measurements. Discharge measurements are made from a cable located about 100 yards below the newgage.

Considerable irrigation is practiced in the vicinity of Roswell, 

N. Mex., and opportunities for irrigation projects exist at various 

points above. The winters in this vicinity are comparatively mild 

and ice does not appreciably affect stream flow.
WESTERN GULF OF MEXICO. 87

Discharge measurements of Pecos River near Dayton, N. Mex., in 1909.

Date.

June 28.. .......

June 29.........

JulyS..........

July 27. ........

Aug. 3..........

Nov.3. ........

Dec. 11.........

Hydrographer.

.....do.............................. .............................

.... .do. ............................................................

.....do.............................................................

.... .do. ............................................................

.....do....................... ..............................:.....

.....do............................................... .............

Gage 

height.

Feet. 

2.95

2.6

4.4

3.8

4.0

(a)

 2.6

2.4

2.75

3.7

Discharge.

Sec.-ft. 

80

40

456

244

280

1,080

100

72

112

291

a Gage washed out. 

Daily gage height, in feet, of Pecos River near Dayton, N. Mex., for 1909.

Day.

1... ............

2...............

3...............

4............... 

5...............

6...............

7...............

8...............

9. ............ .

10...............

11.......

13.............

14...............

15...............

10. ..........

17............. 

18...............

19...............

20...............

21.............

0023!";;;; ; " "

24.............

25...............

20...........

27...............

28............... 

29...............

30........... .

31..............

Jan.

3.7

3.7

3.8

3.7

4.2

4.0

3.9

3.8

3.8

3.8

3.7

3.8

3.8

3.8

3.9 

5.0

4.1

4.0

4.0 

4.0 

3.8

3.8

3.8

3.9

3.9 

3.0

3.0

3.6

Feb.

3.6

3.9

3.7

3.6 

3.6

3.5

3.5

3.6

3.6

3.6

3.5

0 C

3.5

3.4

3.4

3.4

3.4 

3.4

3.4

3.4

3.4 

3.4 

3.3

3.2

3.2

3.0

' 3.0

3.0

.......

Mar.

3.0

3.0

3.0

3.0 

2.9

2.9

2.9

2.9

2.9

2.9

3 0

3.0

3.1

3.2

 } i

3.3 

3.7

3.6

3.6

3". 4 

3.3 

3.2

3.2

3.2

3.0

2.9 

o 9

2.9

Apr.

2.8

2.8

2.9

2.9 

2.8

2.8

2.8

2.9

2.9

2.6

2.6

2

C

2.5

2.5

2.5

2.5

2.4 

2 4

2.5

2.5

2.3 

2.3 

2.4

2.3

2.5

2.4

2.4

3.2 

3.0

o 9

May.

0 g

2 8

2.7

2.7 

2.5

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.3

2.3

2.3

O Q

3.0 

3.0

2.7

2.8 

2.8 

2.9

2.9

2.9

2.9

2.3

3.4 

3.2

3.0

2.9

June.

2.8

2.7

2,6

2.5 

2.6 '

2.6

2 6

2.5

2.5

2.5

2.5

2

C

2.5

3.7

3.2

4.2

4.2 

3.9

3.7

3.4

3.2 

3.2 

3.1

2.95

2.9

2.5

2.5 

3.5

3 9

July.

3.8

3.0

3.4

3.2 

3.2

3.4

3.4

4.0

3.4

3.1

3.0

3

0

3.7

2.6

2.5

3.0

2.9 

4.4

4.0

3.6

3.4 

3.2 

3.0

3.1

5.5

Aug.

2.6

2.6 

2.5

2.5

2.4

2.3

 2.4

2.3

2.6

2.4

2.3

2.5

2.7

2.8

3.0 

3.0

3.0

3.8

3.0 

4.2 

3.6

3.4

4.0

3.7

3.5

3.4 

3.7

3.7

3.9

Sept.

3.fl

3.8

3.5

3.3 

3.3

3.2

3.0

2.9

7.4

5.2

4.9

4.6

4.6

4.7

4.7

3.1

4.0 

3.7

3.7

3.5

3.3 

3.2 

3.0

3.0

2.9

2.8

2.7

2.8 

2.8

2.6

Oct.

2.6

2.6

2.6

2.5 

2.5

' 2.5

2.6

2.6

2.6

2.5

2,5

2.5

2.5

2.5

3.0

3.0

3.0 

3.0

3.0

3.2

3.1 

3.0 

3.2

3.2

3.0

2.7

2.7 

2.7

. 2.6

2.7

Nov.

2.7

2.7

2.7

2.7 

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.8

2.8

4.0

3.9

3.2

2.8

2.8

2.8

2.8 

2.8 

2.8

2.8

3.2

3.0

3.0

3.0 

3.0

3.0

Dec.

3.0

3.0

3.0

3.0 

3.0

3.0

3,8

3.7

3.6

3.6

3.6

3.6

3.6

3.6

3.9

3.8

3.9 

4.0

4.0

4.0

4.0 

4.0 

4.4

4.4

5.3

3.9

3.7

3.7 

3.6

4.4

4.1

NOTE. Gage washed out July 26 and replaced August 3.

Daily disdiarge, in second-feet, of Pecos River near Dayton, N. Mex., for 1909.

Day.

o

4...............

5...............

0...............

7...............

8...............

9...............

10...............

Jan.

260

260 qnfi

385

490

385

340

300

300

Feb.

230

340

230

200

200

230

230

Mar.

85

85

OK

70

70

70

70

70

Apr.

60

60

72

60

60

60

72

72

40

May.

60

60

48

48

36

32

32

32

32

32

June.

60

48

36

40

40

40

36

36

36

July.

236

190

151

115

115

151

151

290

151

99

Aug.

90

90

82

82

74

67

74 -67

Sept.

370

330

230

186

180

167

135

122

4,200

1,340

' Oct.

90

90

90

82

82

82

90

90

90

82

Nov.

100

100

100

100

100

100

100

100

100

100

Dec.

135

135

135

135

135

135

330

290

260

260
88 SUEPACE WATER SUPPLY, 1909, PAET VIII.

Daily discharge, in second-feet, of Pecos River near Dayton, N. Mex.,for 1909 Contd.

Date.

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20. ..............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28. ..............

29...............

30...............

31...............

Jan.

300

300

260

300

300

1,080

440

385

385

300

385

300

230

230

230

Feb.

200

230

170

170

170

170

170

' 170

170

170

145

1OK

125

85

OK

85

Mar.

70

85

OK

105

125

1 AK

1 AK

230

oqn

170

145

125

85

70

70

70

70

Apr.

36

Ofi

36

^fi

36

32

32

36

36

^n

30

32

on

qc

32

00

1 1 K

85

79

May.

39

32

30

30

30

on

85

85

4840

60

60

72

79

72

72

on

151

115

OK

72

June.

36

36

36

212

115

360

262

212

151

115

115

99

78

48

36

36

170

July.

85

236

212

40

36

85

72

450

290

151

115

85

99

1,290

Aug.

90

74

67

82

100

110

135

135

135

330

260

530

260

207

420

290

230

207

290

290

370

Sept,

1,040

790

790

870

870

150

420

290

290

230

186

167

135

135

122

110

100

110

110

90

Oct.

82

82

82

82

135

135

135

135

135

167

150

135

167

167

167

135

100

100

100

90

100

Nov.

100

100

110

110

420

370

167

110

110

110

110

110

110

110

167

135

135

135

135

135

Dec.

260

260

260

260

370

330

370

420

420

420

420

420

650

650

1,440

370

290

290

260

650

470

NOTE. Discharges January 1 to March 31 obtained by indirect method for shifting channels. Discharges 

April 1 to July 25 are based on a rating curve that is well defined below 510 second-feet. Discharges August 

3 to December 31 are based on a rating curve that is fairly well defined below 400 second-feet.

Monthly discharge of Pecos River near Dayton, N. Mex., for 1909.

Month.

March. ........ ...

April........................ .... ....

July 1-25... ...................... :.................

August 3-31 ................................. .....

September..... ..... .... .... ....

The period .......................... . ... .

Discharge in second-feet.

Maximum.

1,080 

340 

260 

115 

151 

360 

1,290 

530 

4,200 

167 

420 

1,440

Minimum.

230 

85 

70 

30 

30 

36 

36 

67 

90 

82 

100 

135

Mean.

345 

186 

109 

49.3 

55.6 

107 

203 

181 

476 

111 

133 

362

Run-off 

(total in 

acre-feet).

21,200 

10,300 

6,700 

2,930 

3,420 

6,370 

10,100 

10,400 

28,300 

6,820 

7,910 

22,300

137.000

Accuracy.

C. 

C. 

C.

c. 

c.

A. ' 

A. 

A. 

B. 

B. 

B. 

B.

PECOS K1VEK NEAR LAKEWOOD, N. MEX.

The station, which was established January 11, 1906, and transferred to the United States Reclamation Service March 31, 1908, is 

located 3 miles southeast of Lakewood and one-half mile below the 

McMillan reservoir dam.

The present inclined rod gage was established May 8, 1906. It 

had been previously moved from original location on February 8, 

1906.
WESTEBN GULF OF MEXICO. 89

Fair results can be obtained at this station if occasional discharge 

measurements are made at different stages. Discharge measurements are made from a cable located about one-fourth mile above 

the railroad bridge of the Eastern Eailway of New Mexico.

Discharge measurements ofPecos River near Lakewood, N. Mex., in 1909.

Date.

July 12. ........

Do.........

Do.........

July 27. ........

Do.........

Do.........

Hydrographer.

.....do.............................................................

.....do.............................................................

.... .do. ........................................................... .

.....do.............................................................

... ..do. ........................................................... .

.....do.............................................................

Gage 

height.

Feet. 

1.0

1.2

1.55

3.0

3.9

1.9

.8

Discharge.

Sec.-ft. 

97

143

209

625

1,230

381

89

Daily gage height, in feet, ofPecos River near Lakewood, N. Mex., for 1909. 

[H. 0. Holcomb, observer.]

Day.

1. ..........".......... ......

2................... .......

3...........................

4...........................

5...........................

6...........................

7...........................

8...........................

9...........................

10...........................

11...........................

12...........................

13...........................

14...........................

15...........................

16...........................

17...........................

18...........................

19...........................

20...........................

21...........................

22...........................

23...........................

24...........................

25...........................

26...........................

27...........................

28...........................

29...........................

30...........................

31...........................

Feb.

1.4

1.4

1.4

1.4

1.4

Mar.

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

.8

.8

 .x

Apr.

0 8

8

8

8

8

8

8

8

8

8

8

8

8

8

8

8

8

8

75

7

7

7

7

7

7

7

7

7

 7

May.

0.7

.7

.7

1.2

1.2

1.2

1.2

1.2

1.1

.95

.8

.8

.75

.7

.7

.7

.7

.7

.7

.7

.7

.7

.95

1.2

1.2

1.2

.8

June.

0.6

.6

.6

.6

.6

.6

.65

.5

.5

.5

.5

.5

.5

.5

.75

1.2

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

July.

0.65

.7

.7

.9

.9

.9

.9

.9

.9

.9

1.0

.8

.8

.8

1.35

1.4

1.3

1.35

1.3

i %

1.3

1 ox,

1.2

1.2

2 7

4.4

3

1

1.3

s

Aug.

0.8

.8

.8

.8

.8

,8

.8

.8

. .8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

1.1

1.4

1.4

1.4

1.4

1.4

1.5

Sept.

1.5

1.5

1.5

1.5

1.5

1.5

1 5

1.5

1.5

1.5

3.15

4.5

4.3

4.2

1.95

1.5

1.5

.5

.25

.0

.0

 1.5

.8

.8

.8

.8

.8

.8

.8

Oct.

0.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.7

' .6

.6

2.7

4.0

' .85

.85

NOTE. River probably dry January 1 to February 23 and October 20 to December 31.
90 SURFACE WATER SUPPLY, 1909, PART VIII.

Daily discharge, in second-feet, ofPecos River near Lakewood, N. Mex.,for 1909.

Day.

9

3.......----....----...--...

5...........................

6...........................

8.......------..----....--..

10.....-...--. ------ .........

12. ..........................

13..........................

15...........................

16........------------....-..

18..........------..-.-..-.-.

19

20. ............. .............

21 ...........................

22...........................

24. ..........................

25......... ..................

26.................... .......

97

28...........................

29...........................

OA

31........-----...----....--.

Feb.

*

178

178

178

Mar.

178

178

178

178

178

178

178

178

178

178

1 70

178

17S

178

178

178

178

178

64

Apr.

64

64

64

64

64

64

64

64

64

64

64

64

R4

64

64

64

64

57

SO

50

SO

SO

SO

SO

SO

50

50

SO

May.

50

50

SO

50

136

136

136

136

136

116

88

64

64

57

SO

SO

50

SO

SO

SO

SO

SO

SO

50

SO

88

136

136

136

136

64

June.

36

36

36

36

36

. 36

43

24

24

24

24

24

24

57

136

36

36

36

36

36

36

36

36

36

36

36

36

36

36

July.

43

SO

SO

80

80

80

80

80

80

80

97

64

64

64

168

178

157

168

157

157

157

146

136

136

524

1,280

' 662

157

65

66

67

Aug.

68

69

70

71

72

74-

75

77

80

82

85

87

91

94

96

99

101

104

106

109

111

180

241

244

247

250

252

255

258

287

290

Sept.

292

295

297

300

302

305

307

310

315

318

889

1,520

1,420

1,380

399

250

250

250

250

184

128

128

250

89

89

89

89

89

89

89

Oct.

89

89

89

89

89

89

89

89

89

89

89

89

71

54

54

690

1,280

98

98

NOTF. These discharges were obtained as follows:

February 24 to July 28 from a rating curve which is fairly well defined between 80 and 830 second-feet. 

July 29 to September 10 by indirect method for shifting channels. 

September 11 to October 19 from a rating curve which is fairly well defined. 

March 5-19 interpolated.

A Ithough the observer gives no definite dates, it is probable that the river was dry January 1 to February 

23 and October 20 to December 31.

Monthly discharge ofPecos River near Lakewood, N. Mex.,for 1909.

Month.

July.............. .................................

"

Discharge in second-feet.

Maximum.

0 

178 

178 

64 

136 

136 

1,280 

290 

1,520 

1,280 

0 

0

1 , 520

Minimum.

0 

0 

64 

SO 

SO 

24 

43 

68 

89 

0 

0 

0

0

Mean.

0 

31.8 

160 

58.6 

81.1 

37.5 

173 

140 

365 

110 

0 

0

96.4

Run-off 

(total in 

acre-feet).

0 

1,770 

9,810 

3,490 

4,990 

2,230 

10,600 

8,610 

21,700 

6, 760 

0 

0

70,000

Accuracy.

C. 

C. 

C.

C.' 

B. 

B. 

A. 

B.

PECO8 RIVER NEAR MOORHEAD, TEX.

The station, which was established by the International Boundary 

Commission in April, 1900, is near Moorhead, immediately above 

the high bridge of the Southern Pacific Railroad.
WESTEEN GULF OF MEXICO. 91

The station is in the bottom of a canyon about 300 feet deep. 

Both banks are of rock, but the bottom of the stream is mud. The 

river here consists of a series of pools connected by rapids. The 

best pool was chosen for the station. Frequent discharge measurements are made to determine closely the daily discharge. The 

highest known flood occurred April 6, 1900, about two weeks before 

this gage was established. The water marks showed that it reached 

35.75 feet on the gage.

The observations at this station during 1909 have been made 

under the direction of the United States section of the International 

Boundary Commission.

Discharge measurements ofPecos River near Moorhead, Tex., in 1909. 

[By E. E. Winter.

Date.

Jan. 3..................

8..................

13 ..................

19 ..................

24 ..................

29 ..................

Feb. 3..................

8..................

13 ..................

18 ..................

22 ..................

26 ..................

Mar. 3..................

8..................

13..................

 >3

29..................

9... ...............

14 ..................

19 ..................

93

28..................

15. .................

19

24 ..................

29. .....f..... ......

11 ..................

16..................

20 ..................

24 ..................

28 ..................

July 3 ..................

Area of 

section.

Sq.ft. 

701

713

701

707

690

683

689

678

673

686

686

683

672

680

672

654

672

649

671

637

646

637

680

646

642

654

736

675

675

656

674

QQC

fiQQ

Gage 

height.

Feet. 

1.0

1.0

1.0

1.1

1.0

1.0

1.0

.95

.95

.8

.8

.75

.85

.8

.7

.7

.8

.7

.7

.65

.8

.6

.55

.7

1.1

.5

.55

1.7

ee

Discharge.

Sec.-ft. 

417

433

427

447

401

403

384

355

342

SOI

288

306

293

308

271

90Q

276

OQQ

258

2 no

234

955

431

929

181

24^

OO()

99Q

196

Date.

July 9 ..................

13.. .... .......

17 ..................

21..................

26..................

29 ..................

9

13..................

22 ..................

25 ..................

29 ..................

7..................

14..................

18 ..................

12.. ................

28..................

8..................

12 ..................

16-... ..............

21 ..................

25..................

29..................

8..................

12..................

16 ..................

21..................

OK

10..................

15..................

20 ..................

26 ..................

01

Area of 

section.

Sq.ft. 

675

676

669

684

898

909

837

702

733

690

683

698

688

685

679

867

686

691

687

671

696

7fi9

684

687

688

700

7fiK.

704

707

705

711

720

729 700

Gage 

height.

Feet. 

0.5

.5

.4

.55

2.55

2.65

1.8

.9

1.0

.65

.6

.7

.5

.5

.5

2.1

.75

.7

.5

.7

.7

.8

.7

.7

.8

.8

9

9

9

9

1.0

1.0

1.05

Discharge.

Sec.-ft. 

178

184

185

213

1,313

1,401

978

371

395

359

266

256

284

229

229

247

235

1,094

290

295

229

280

293

OAQ

273

399

311

343

341

077

391

388
92 SURFACE WATER SUPPLY, 1909, PART VIII.

Daily gage height, in feet, of Pecos River near Moorhead, Tex.,for 1909.

Day.

1... .. ...... .

2.... ... .....

3.... ..........

4...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

16...............

17...............

18...............

19...............

20.... ... .....

21...............

22...............

23...............

24...............

25. ..............

20...............

27. .............. 

28...............

29. ..............

30. ..............

31...............

Jan.

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.05

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.0

1.1

1.1

1.0 

1.0

1.0

1.0

1.0

Feb.

1.0

1.0

1.0

1.0

1.0

.95

.95

.95

.95

.95

.95

.95

.95

.9

.8

.8

.8

.8

.85

.9

.9

.8

.8

.75

.75

.85 

.85

Mar.

.85

.85

.85

.8

.8

.85

.85

.85

.9

.9

.8.8'

.8

.8

.7

7c

.8

.8

.8

,85

.85

.8

.8

.75 

.75

.7

Apr.

0.7

.75

.8

.8

.7

.7

.7

.7

.7

.7

.75

7

.65

.65

£C

.8

7c

.6

May.

0.7

.6

.6

.65

.7

.6

.6

.6

.5

.55

.55

CC

.6

.7

.7

.65

9

1.05

1.65

1.35 

.85

.55

June.

.75

.5

.65

.6

.45

.55 .4 '

.45

.4

.85

.75

.7

.55

.5

1.5

1.85

.9

.65

.55

.5

July.

0.65

.65

.6

.7

.65

.6

.55

.5

.5

.5

.45

.45

.4

.5

.7

.7

2.85

2.6

.75

2.0

2.2

3.0

Aug.

3.35

2.4

1.85

1.6

1.4

1.0

.95

.9

.9

QP;

1.0

1.0

1.1

.85

.85

.8

.7

.8

.7

.65

.7

.7

.65

.65

.7 

.7

.7

.8

.75

Sept.

0.7

.6

.5

.55

.55

.5

.5

.5

.6

.5

.6

.5

"\

1.0

2.75

2.2

i ft

1.25-

. 1.0

1.0

1.0

.8

.75

Oct.

0 9

.85

.8

.8

.8

.8

.8

.75

.75

.7

.6

.55

.5

.5

.6

.65

.7

.65

.65

.7

.7

.75

.8

.8

.8

.85

Nov.

.8

.8

.7

.7

.75

.75

.7

.7

.7

.7

.75

.8

.8

.8

' .8

.85

.9

.9

.8

.8

.8

.85

.85

.9

.95

.9 

.9

.95

.95

Dec.

0.9

.9

.9

.85

.9

.9

.9

.9

.9

.9

.9

.9

.9

.9

.9

.95

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0 

1.0

1.0

1.0

1.05

Daily discharge, in second-feet, of Pecos River near Moorhead, Tex.,for 1909.

Day.

1.......... ....

2...............

3...............

5...............

6...............

7...............

8...-...-....-..

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18.-.-...-....-..

19...............

20. ..............

21...............

22...............

23...............

24. ..............

25...............

26. ..............

27

28. ..............

29...............

30. ..............

31...............

Jan.

380

400

a415

420

425

425

a 430

430

430

430

425

a 425

425

425

435

445

o445

445

435

430

o400

440

410

410

a 405

405

Feb.

395

390

a.385

380

375

360

a 355

355

350

350

345

a 340

325

290

290

290

o290

310

330

o300

300

300

o290

305

305

Mar.

305

305

o305

295

300

315

o320

320

345

345

295

o295

995

295

o240

265

285

0310

310

one

285

a 285

270

Apr.

255

255

o240

930

230

230

230

o230

235

240

245

250

275

275

275

255

a240

a225

210

195

295

280

235

May.

270

o245

265

270

200

255

250

a 230

230

235

a 235

240

255

255

9Q K

620

515

230

June.

245

305

o230

305

280

280

o205

225

180

195

a!80

190

190

180

560

a 280

265

260

260

a 245

200

345

a 730

CQK

430

310

235

210

July.

245

235

o!95

215

250

230

215

195

o]80

165

150

185

o!85

175

185

180

a 185

205

205

205

o205

240

295

295

al,340

415

340

ol,070

1,180

1,580

Aug.

1,780

1,750

1,280

710

435

405

o370

370

385

395

o395

415

370

370

320

340

300

275

275

275

270

285

315

300

Sept.

285

260

a 230

230

245

245

o230

230

235

240

240

260

275

275

270

240

o235

235

.505

al,140

925

610

470

470

a 385

350

330

Oct.

375

340

305

o290

290

290

295

o295

295

270

270

a 250

250

240

235

o230

230

260

260

275

«290

275

275

290

285

295

300

o295

295

Nov.

310

295

295

a 270

270

285

290

o275

275

275

275

a 300

320

315

315

o310

325

340

340

315

a 315

315

330

330

o345

360

345

360

360

Dec.

350

350

355

340

360

a 360

365

370

375

o380

380

380

380

380

o375

380

390

390

390

a 390

390

390

390

390

390

a 390

390

395

400

405

a 425

a Date of measurement.
WESTERN GULF OF MEXICO.

Monthly discharge ofPecos River near Moorhead, Tex.,for 1909.

93

Month.

July......................................................

Discharge in second-feet.-

Maximum.

445 

395 

345 

295 

685 

895 

1,580 

1,780 

1,440 

375 

300 

425

1,780

Minimum.

380 

290 

240 

195 

230 

180 

150 

265 

230 

230 

270 

340

150

Mean.

424 

331 

295 

245 

294 

297 

401 

507 

393 

282 

313 

380

347

Run -off 

(total in 

acre-feet).

26,083 

18, 407 

18, 149 

14,588 

18,069 

17,663 

24, 645 

31, 150 

23, 405 

17,346 

18, 634 

23, 395

251,534

GALLINAS RIVER NEAR LAS VEGAS, N. MEX.

The station, which was established August 13, 1903, and maintained primarily for the purpose of determining the amount of water 

available for diversion and storage in the San Guyjella basin about 

6 miles northwest of Las Vegas, is located at Los Vegas Hot Springs, 

6 miles above Las Vegas, N. Mex. .

The altitude of the station is about 6,700 feet. It is below all 

perennial tributaries. The drainage area above the station is about 

90 square miles; the total drainage area exceeds 600 square miles.

Very little water is diverted above the station, though practically 

all of the ordinary flow is used for irrigation in the valley below. The 

reservoir mentioned above has a capacity of about 40,000 acre-feet, and 

is to be used for the irrigation of 10,000 acres of land. It will be filled 

from the Gallinas, the Sapello, and other small streams in that vicinity. 

The flow of the stream at this point is not usually affected by it.

The gage was washed out on September 29, 1904, and replaced by 

the present rod gage on October 19, 1904, which is located about 

600 feet above the foot-bridge at the power house, from which high 

discharge measurements are made. Lower water measurements are 

made by wading. The zero of the new rod gage is 0.71 foot lower 

than that of the old one. Results at this station have been fairly 

satisfactory.

Discharge measurements of Gallinas River near Las Vegas, N. Mex., in 1909.

Date.

Jan. 20.........

May 22. ........

June 24........

July 28. ........

Nov. 29........

Hydrographer.

J. B. Stewart. ...................................... 

.....do..............................................

.....do..............................................

.....do..............................................

W. H. Sutton ......................................

.....do..............................................

G. H. Russell. . ....................................

Width.

Feet. 

17 

24

24

6

22

16

17

18.5

Area of 

section.

'Sq.ft.

7 

18.5

17

1.3

22

20.8

9.6

11.4

Gage 

height.

Feet. 

1.75 

2.00

2.05

1.70

1.88

2.20

1.68

1.77

Discharge.

Sec.-ft. 

3.1

18.7

19.7

1.0

14.1

35.0

1.7

4.3
94 SURFACE WATER SUPPLY, 1909, PART VIII.

Daily gage height, in feet, ofGallinas River near Las Vegas, N. Mex.,for 1909. 

[Wm. Prager, observer.]

Day.

1......... ......

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

10...............

17. ............

18...............

19...............

20...............

21...............

22...... ... ...

23...............

24...............

25............... 

26. ..............

27...............

28. ..............

29...............

30. ..............

31...............

Jan.

1.8

1 0

1.8

1.8

1 0

1 0

1.8

1.7

1.7

1.7

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

].8

1 0

Feb.

1.8

1.8

1.8

1.8

i 7P;

1.7

1.7

1.7

1.7

1.95

1.9

1.8

1.75

1.7

1.7

1.7

1.7

1.7

1.7

1.9 

1.75

1.7

1.7

Mar.

-I 7C

1 9

1 9

1.85

1.8

1 9

1 9

1 9

1 9

2.0

2.0

2.05

2.05

i QP;

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

Apr.

1 9

1 Q

9 1

2.05

1.95

1 9

1 9

1 9

2.0

2.0

9 0

2.0

9 1

9 2

9 9

2.15

9 ^

2.1

9 ^

2.1

2

1

May.

2 1

9 1

2.1

2.1

2.1

9 9

9 9

2 ?

2 9

2.15

2.1

2.1

2.0

2.1

9 1

2.05

2.0

9 Q

2.0

9 Q

June.

2

n

2.0

1.95

1 QP;

1 Q

1.9

1 9

1 9

1 9

1 9

1 9

1.9

1.9

1.9

1 S

1.8

1.8

1.8

1.8

1.8

1.8

1.7

1.7

1.7 

1.7

. 1.7

1.7

1.7

July.

1.7

1.8

1.9

9 9

1 9

1.7

1.7

1.9

1 0

1.7

1 9

1.8

1.75

1.7

1.7

1.7

1.7

2.1

2.1 

2.1

2.0

1.9

1.85

1.8

1 0

Aug.

1 S

1.8

1 9

1 9

1.85

1 S

1 Q

2.25

2.25

9 9

2.2

2.2

2.35

2.25

2.3

2.2

2.3 

2.3

2.3

2.2

2.2

Sept.

3.1

2.9

9 ^p;

9 P;

2.2

9 9

2.1

1.95

1.8

1 9

1.8

1.7

1.7 

1.7

1.7

1.7

1.7

1.6

Oct.

1.5

1.5

1.5

1.5

1.65

1.8

1.8

1.85

1.85

1.8

1.85

1 9

1.8

1.8

1.9

1.9

1.9

1.9

1.9

1.9

1.8

1.8 

1.7

1.7

1.7

1.95

1.8

1.7

Nov.

1.6

1.65

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8 

1.8

1.8

1.8

1.8

1.8

Dec.

1.8

1.8

1.8

1 0

1.7

1.7

1.7

1.7

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.7

1.7

1.7

1.7

1.8

1.8

1.8

1.8

1.8

1.7

1.7

1.7

1.7

Daily discharge, in second-feet, ofGallinas River near Las Vegas, N. Mex.,for 1909.

Day.

1.. .............

2............... 

3...............

5...............

6...............

7.. . ............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21............... 

22

23...............

25............... 

26. ..............

27. ..............

28...............

29.....;.........

30...............

31...............

Jan.

5.0

5.0 

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

1.8

1.8

1.8

1.8

1.8

1.8

5.0

5.0

5.0 

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

Feb.

5.0

5.0 

5.0

5.0

5.0

5.0

5.0

3.4

1.8

1.8

1.8

1.8

14.8

10.5

5.0

3.4

1 S

1.8

1.8

1.8

1.8 

3.4

1.8

1 S

10.5 

3.4

1.8

1.8

Mar.

10.5

7.8

10.5

5.0

5.0

14.8

10.5

10.5

10.5

19

19

24

24

14.8

7.8

19

10.5

10.5 

10.5

10.5

1 A p;

10.5

10.5

10.5

10.5

10.5

10.5

Apr.

5.0

29

24

U

O

14.8

10.5

19

19 19

19

19

19

29

41

34

28

34

34

28

9S

28

28

28

May.

27

27 

27

27

27

27

27

39

39

39

38

33

27

97

26

26

26

15

25 

25

20i P;

15 

15

15

15

16

16

June.

10

16 

13

9

9

9

9

9

9

9

9

9

9

4

4

4

4

4

5

5

2

2 

2

2

2

2

July.

9

2

2

3

8

6

12

43

13

5

5

3

3

13

5

3

14

6

5

3

3 

3

3

36 

36

24

16

11

8

8

Aug.

8

7 

10

14

14

10

7

7

7

9

21

45

78

50

50

43

43

40

40

62

47 

21

52

38

52 

50

49

36

35

35

35

Sept.

19

20 

20

37

51

280

177

61

89

79

62

54

46

40

40

40

29

29

29

14.8

5.0 

10.5

5.0

1.8

1.8 

1.8

1.8

1.8

1.8

.3

Oct.

0.0

.0 

.0

.0

.0

.0

1.0

5.0

24.0

5.0

7.8

7.8

5.0

7.8

10.5

5.0

5.0

10.5

10.5

10.5

10.5 

10.5

10.5

5.0

5.0 

1.8

1.8

1.8

14.8

5.0

1.8

Nov.

0.3

1.0 

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0 

5.0

5.0

5.0

5.0 

5.0

5.0

5.0

5.0

5.0

Dec.

5.0

5.0 

5.0

5.0

1.8

1.8

1.8

1.8

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

1.8

1.8

1.8 

1.8

5.0

5.0

5.0 

5.0

5.0

1.8

1.8

1.8

1.8

NOTE. From January 1 to April 20 and September 17 to December 31 discharges are based on a welldefined rating curve. April 21 to September 16 discharges were obtained by the indirect method for shifting 

channels.
WESTEEN GULF OF MEXICO. 95

Monthly discharge o/Gallinas River near Las Vegas, N. Mex.,for 1909.

Month.

July. ..............................................

Xlic year

'

Discharge in second-feet.

Maximum.

5.0 

14.8 

24 

41 

39 

16 

43 

78 

280 

 24 

5.0 

5.0

280

Minimum.

1.8 

1.8 

3.4 

5.0 

15 

2 

2 

7 

.3 

.0 

.3 

1.8

.0

Mean.

4.38 

4.03 

11.6 

23.4 

24.6 

6.6 

11.0 

32.7 

41.6 

5.93 

4.71 

3.76

14.5

Run-off 

(total in 

acre- feet).

269 

224 

713 

1,390 

1,510 

393 

676 

2,010 

2,480 

365 

280 

231

10,500

Accuracy.

B. 

B. 

B. 

B. 

C. 

C. 

C. 

C. 

B. 

B. 

B. 

0.

DEVILS RIVER DRAINAGE BASIN. 

DEVILS RIVER AT DEVILS RIVER, TEX.

This station, which was established in April, 1900, by the International Boundary Commission, is opposite the Southern Pacific Railroad station at Devils River.

The river is about 50 miles long, has a perennial flow, and during 

flood periods is subject to great fluctuations. No good location for a 

gaging station exists on this stream where it would be accessible from 

the railroad station. The right bank is the talus of a cliff, the left 

bank is a bottom heavily timbered. At the site chosen the bed of the 

stream is nearly all a rock ledge, but seamed and faulted so as to be 

rough. The current changes in such a way as to give materially 

different discharges for the same gage height. It is therefore necessary to make frequent measurements to determine closely the daily 

flow.

The highest water on record occurred April 6, 1900, about two 

weeks before this gage was established. It reached a height of 25.4 

feet on the gage, but this is 8 feet higher than any other known flood. 

Low water is 2 feet on the gage.

The observations at this station during 1909 have been made under 

the direction of the United States section of the International Boundary Commission.
96 SURFACE WATER SUPPLY, 1909, PART VIII.

Discharge measurements of Devils River at Devils River, Tex., in 1909. 

[By E. E. Winter.]

Date.

9..................

14..................

20..................

25. .................

30..................

Feb. 4..................

14..................

19..................

23..................

Max. 4..................

9..................

14..................

25..................

30..................

10..................

15..................

19..................

29..................

' 12..................

'20..................

25..................

Area of 

section.

Sq.ft. 

327

001

qqo

090

3

9f\

qqo

qon

325 3°0

°.9^

390

339

qi 7

qi 7

308

01 1

qi 7

312

9Q7

308

qnq

Gage 

height.

Feet.

9 °.

2.3

2 q

2 or

2.25

o oc

9 9^

O 95

9 9^

9 9^

9 9

2.2

9 9

2.15

2.2

2.2

2 9

Discharge.

Sec.-ft. 

467

489

469

473

437

408

onfi

480

J.R9

427

406

417

411

407

438

401

400

382

385

418

397

380

388

Date.

17. . ....... .........

25..................

July 6..................

14..................

00

30

19..................

30..................

Sept. 4..................

15. ...... ...........

29

13..................

22..................

26...-.......----...

30..................

22.-.-.....--.--.---

9Q

13..................

23...----.-..----...

Area of 

section.

Sq.ft. 

305

303

305

312

318

279

545

427

388

363

337

333

342

327

378

333

327

323

309

309

310

311

306

310

311

319

318

310

318

310

Gage 

height.

Feet.

2.15

2.2

2.2

2.3

2.1

3.0

2.6

2.5

2.4

2.3

2.3

2.25

2.3

2.25

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.25

2.2

Discharge.

Sec.-ft. 

379

391

387

397

483

336

1,254

671

634

541

456

433

457

423

569

452

430

421

387

393

391

388

395

399

411

427

414

411

412

389

Daily gage height, infect, of Devils River at Devils River, Tex., for 1909.

Day.

1..... ..........

2..

4...............

5...............

6...............

7...............

8...............

10...............

11...............

12...............

13...............

14. ..............

15...............

16...............

17...............

18............... 

19............. .

20...............

21............... 

23...............

23...............

24...............

25. ..............

26...............

27...............

28...............

29..............

30...............

31...............

Jan.

2.3

2.3

3.3

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

2.3

2.3

2.25

2.25

2.25

Feb.

2.25

2.25

2.25

2.25

2.25

2.25

2 25

2.25

9 ?

2.3

2.3

2.3

2.25

2.3

2.3 

2.3

2.3

2.3 

2.3

2.25

2.25

2.25

2.3

Mar.

2.3

2 q

2.25

2

*)C

2

QC

2 OR

2.25

9 SS

2.3

2

@

9 9K

2.25

2.25 

2 25

2 ?«)

2.25

2 *^5

9 9%

2

9K

2 OK

2

n

2 2

Apr.

2.2

2.2

2

n

2.2

2 9

2.3

2 Q

2 2

2.2

2

*}

2.2

2.2

2.2

2.3

2

*)

2.2

9 9

2

«)

2

*}

2.6

2

C

2

q

2

«)C

2.25

May.

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.15

2.15

2.15

2.2

2.2 

2.2

2.2 

2.2

2.2

2.2

2.2

2.2

9 9

2

0

2.2

June.

2.2

2.2

2.2

2.2

2.2

9 1S

2 1 K

2.15

2.16

2.2

2.15

2.15 

2.15

2.15 

2.15

2.3

2.2

2.2

2.2

2.2

2.2

2.2

July.

2.2

2.2

2.2

2 0

2.2

2.15

2.15

2.1

2.1

2 1

2.1

2.1

2.15

2.15

4 6

3.1

2.75

2

g

2.6

2.6

2.6

2.6

Aug.

2.55

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.*

2.45

2.45

2.45

2.4

2.4

2.35

2.3 

2.3

2.3

2.3 

2.3

2.3

2.25

2.25

2.25

2.25

2.3

2.3

2.25

Sept.

2.25

2.25

2.25

2.2

2.2

2.2

2.2

2.2

2.2

2.2

3.35

2.5

2.3

2.3

2.3 

2.3

2.3

2.3 

2.3

2.3

2.3

2.3

2.3

2.3

2.25

2.25

2.25

Oct.

2.25

2.25

2.25

2.25

2.25

2.25

2.25

2.25

2.25

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2 

2.2

2.2

2.2 

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

Nov.

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2 

2.2

2.2

2 2

2.2

2.2

2.2

2.2

2.25

2.25

Dec.

2.25

2.25

2.25

2.25

2.25

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2 

2.2

2.2

2.2 

2.2

2.25

2.25

2.25

2.25

2.2

2.2

2.2

2.2

2.2
WESTERN GULF OF MEXICO. 97

Daily discharge, in second-feet, of Devils River at Devils River, Tex., for 1909.

Day.

1...............

2.. .............

5...............

6...............

8...............

9...............

10. ..............

11............ ..

12...............

13...............

14...............

15. ..............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23. ..............

24...............

25...............

26. .. ....

27...............

28...............

29...............

30...............

31.-.-.-.-.---...

Jan.

475

470

470

a 465

470

475

480

485

a 490

485

480

475

470

a 470

470

470

470

475

a 475

470

455

445

a 435

435

430

430

400

a 4';>3

400

Feb.

400

405

405

405

405

400

400

a 395

450

460

470

a 480

430

430

460

460

460

455

450

a 425

420

o405

440

Mar.

440

440

a 415

415

415

415

410

a 410

410

410

475

445

a 445

440

430

425

420

410

410

405

410

420

a 390

390

Apr.

400

410

420

430

a 440

430

420

410

405

a 400

400

400

400

400

395

390

385

380

385

385

385

a 385

385

650

650

450

May.

395

395

a 395

395

395

395

395

395

380

380

a 380

380

380

380

380

395

395

395

395

390

390

390

390

395

395

400

400

June.

400

400

400

a 400

400

400

380

380

380

380

380

o380

400

405

385

385

a 390

390

385

380

380

375

435

390

a 385

390

390

395

400

July.

405

415

420

430

435

a 460

455

445

420

410

405

375

365

a 335

335

340

340

340

300

360

360

3GO

al,330

3,590

1,400

890

670

670

670

Aug.

650

035

635

635

0635

630

620

615

610

585

580

570

565

a 540

530

525

495

465

455

455

455

455

435

435

435

435

a 455

435

Sept.

430

430

425

a 425

410

410

405

405

400

400

400

400

400

1,560

a 625

480

475

470

465

460

455

455

o450

450

450

450

450

430

a 430

430

Oct.

430

425

425

420

a 420

420

420

415

415

390

390

390

o385

385

390

390

390

390

390

390

395

o395

395

390

390

a 390

390

390

390

a 390

390

Nov.

390

390

390

395

395

395

395

395

400

400

400

a 400

400

400

405

405

405

410

410

a 410

410

410

410

410

410

410

0425

425

Dec.

420

415

a 415

415

415

410

410

410

410

410

410

410

a 410

410

410

410

410

405

405

405

400

400

a 410

401

410

410

390

390

a 390

390

395

o Date of measurement.

Monthly discharge of Devils River at Devils River, Tex., for 1909.

Month.

July. ....................................................

Discharge in second-feet.

Maximum.

490 

480 

475 

650 

400 

435 

3,590 

650 

1, 560 

430 

425 

420

3,590

Minimum.

400 

395 

390 

380 

380 375^ 

335 

435 

400 

385 

390 

390

335

Mean.

460 

430 

420 

420 

391 

391 

617 

526 

478 

399 

403 

407

445

Run-off 

(total in 

acre-feet).

28,264 

23,881 

25, 795 

25,012 

24,059 

23, 276 

37,944 

32,360 

28,413 

24,545 

24,000 

25, 012

322, 561

BIO SALADO DRAINAGE BASIN. 

EIO SALADO NEAR GUERRERO, TAMAULIPAS, MEXICO.

The Salado is a torrential stream, entering the Rio Grande from 

the Mexican side about 60 miles below Laredo, or 730 miles by 

river below El Paso. The town of Guerrero is located on the Salado

83182° WSP 268 11 7
98 SURFACE WATER SUPPLY, 1909, PART VIII.

some 4 miles above its mouth, and the gaging station is 2 miles above 

the town. The gaging station was established in 1900 by the International Boundary Commission.

The river is a series of pools and rapids. The best pool available 

was chosen for the station. The banks are sandy clay, not subject 

to erosion. The bottom is mud. In low water the river is measured 

by wading among the rocks below the station. Frequent discharge 

measurements are made to determine closely the daily flow. The 

highest recorded flood, on June 16, 1903, gave 17.7 on the gage.

The observations at this station have been made under the direction of the Mexican section of the International Boundary Commission.

Discharge measurements and gage heights for the years 1900 to 

1904, which had not hitherto been published by the United States 

Geological Survey, are given in Water-Supply Paper 248.

Discharge measurements of Rio Salado near Guerrero, Tamaulipas, Mexico, in 1909.

[By Lassaulx and Garcia.]

Date.

Jan. 3..................

7o.. ..............

11..................

15..................

19..................

23..................

27..................

30..................

Feb. 3..................

7..................

11..................

15..................

19..................

23..................

27..................

Mar. 3 . ........

11..................

15..................

20. .................

24..................

28..................

Apr. 1..................

3..................

7..................

8..................

11..................

15..................

19..................

23..................

28. .................

May 3..................

11..................

15. .................

19..................

23..................

27..................

28..................

7..................

11..................

15..................

19..................

23..................

28. .................

July 2..................

Area of 

section.

Sq.ft. 

950

137

136

137

136

137

134

133

128

130

127

126

124

122

119

118

115

113

21

21

21

21

131

125

116

1,580

142

98

66

63

62

33

25

23

21

20

20

2,470

2,522

1,056

119

117

119

160

3,137

Gage 

height.

Feet. 

2.5

2.3

2.2

2.1

2.1

2.1

2.0

2.0

1 9

1.9

1.8

1.7

1.6

1.5

1.4

1.3

1.2

1.1

1.0

1.0

1.0

.9

1.9

1.8

1.2

4.5

2.4

1.3

.9

.8

7

.3

.1

.0

-.1

-.1

7.5

8.7

3.0

1.8

1.7

1.7

2.4

1.4

Discharge.

Sec.-ft. 

119

130

117

115

112

116

102

96

81

79

74

70

64

60

59

51

46

42

14

15

15

14

92

81

43

1,138

137

48

40

34

29

23

15

12

10

8

8

7,024

8,551

185

103

86

90

155

70

Date.

July 3..................

5..................

11..................

15..................

19..................

90

23..................

28. .................

A lie* *3

7..................

11..................

13..................

19..................

23..................

28. .................

29..................

30..................

7..................

11..................

19..................

23..................

28. .................

Oct. 3..................

11..................

15..................

19..................

28. .................

Nov. 3..................

7..................

11..................

15..................

19..................

23..................

27..................

7..................

11..................

19

00

28..................

Area of 

section.

Sq.ft. 

4,540

5,152

3,976

3,196

2,929

2,738

2,926

2,734

2,420

2,346

2,387

2,353

2,886

2,509

2,377

2,275

3,504

4,770

5,058

3,960

3,230

3,029

2,959

2,932

2,847

2,789

2,727

2,686

2,645

2,621

2,623

2,600

2,561

2,561

2,543

2,540

2,522

2,524

2,520

2,495

2,520

2,519

2,496

2,493

2,495

2,515

2.514

Gage 

height.

Feet. 

16.0

19.0

14.0

6.5

5.0

4.2

6.0

4.4

3.3

2.9

3.2

3.5

6.1

4.0

3.4

2.9

9.2

15.2

17.2

11.5

7.0

5.4

5.1

5.0

4.6

4.3

4.0

3.8

3.6

3.5

3.5

3.4

3.2

3.2

3.1

3.1

3.0

3.0

3.0

2.9

3.0

3.0

2.9

2.9

2.9

3.0

3.0

Discharge.

Sec.-ft. 

21,399

29,565

16, 928

3,736

3,132

1,364

3,178

1,411

663

448

570

609

3,339

1,120

652

438

8,504

20, 985

26, 706

12,465

4,067

1,769

1,621

1,538

1,348

1,256

1,171

941

825

801

801

777

747

744

723

727

673

679

672

610

667

675

601

595

593

643

643

a Rejected; too large.
WESTERN GULF OF MEXICO. 99 

Daily gage height, in feet, of Rio Salado near Guerrero, Tamaulipas, Mexico, for 1909.

Day.

1......... ......

2...............

3...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20. ..............

21...............

22...............

23...............

24. ..............

25...............

26...............

27...............

28...............

29......... .....

30. ..............

31...............

Jan.

2.4

2.45

2.45

2.4

2.4

2.3

2.3

2.3

2.3

2.2

2.2 '

2.2

2.2

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.0

2.0

2.0

2.0

2.0

2.0

2.0

1 9

Feb.

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.7

1.7

1.7

1.6

1.6

1.5

1.5

1.5

1.5

1.4

1.4

1.4

1.4

1.3

Mar.

1.3

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.1

1.1

1.1

1.1

1.1

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

.1.0

1.0

.9

.9

.9

.9

.9

.9

g

Apr.

1.85

1.65

1.5

1.4

1.35

1.25

1.2

3.85

2.25

2.55

2.3

1.8

1.5

1.3

1.2

1.1

.95

.9

.9

.9

.8

.8

.8

.8

.7

.7

.6

May.

0.6

.5

.5

.4

.3

.3

.2

.2

.1

.1

.1

.0

.0

.0

.0

.0 .1

_ -1

-.1

-.1

-.1-.1

-.2

-.2

1.3

6.7

8.1

6.25

5.35

4.2

June.

3.7

3.2

2.9

2.5

2.4

2.3

2.25

2.1

2.0

1.9

1.75

1.7

1.6

1.65

1.65

1.45

1.25

1.05

1.7

1.45

1.3

1.6

2.35

2.15

1.95

1.75

1.55

1.4

1.4

1.55

July.

1.65

12.0

16.75

19.3

18.5

17.3

11.75

7.65

8.25

7.6

6.25

5.7

5.35

5.15

4.95

4.75

4.55

4.35

4.15

6.65

5.4

4.75

4.2

3.85

3.65

3.5

3.4

3.3

3.2

3.25

3.05

Aug.

3.0

2.9

2.9

3.3

3.3

3.2

3.2

3.1

3.05

3.75

3.65

5.0

5.9

4.45

3.95

3.75

3.5

3.35

3.35

3.2

3.1

3.0

2.9

2.8

2.8

3.6

7.05

10.4

15.7

16.75

Sept.

16.45

15.0

10.9

8.9

7.7

7.3

6.95

6.65

6.1

5.8

5.35

5.2

5.1

5.0

5.1

4.95

5.0

5.25

5.3

5.05

4.6

4.6

4.55

4.4

4.4

4.3

4.3

4.25

4.2

4.1

Oct.

4.0

4.0

3.9

3.9

3.9

3.8

3.8

3.7

3.7

3.7

3.6

3.6

3.6

3.6

3.5

3.5

3.5

3.5

3.95

4.0

3.75

3.5

3.4

3.4

3.3

3.3

3.2

3.2

3.2

3.1

3.1

Nov.

3.2

3.2

3.2

3.2

3.2

3.1

3.1

3.1

3.1

3.1

3.1

3.1

3.1

3.1

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.0

2.9

2.9

2.9

3.0

Dec.

3.0

3.0

3.0

3.0

3.0

3.0

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

3.0

3.0

3.0

3.0

3.0

3.0

3.0

2.9

2.9

2.9

BIO SAN JUAN DRAINAGE BASIN. 

RIO SAN JUAN NEAR SANTA ROSALIA RANCH, TAMAULIPAS, MEXICO.

The San Juan is a long torrential stream entering the Rio Grande 

15 miles below Roma and 790 miles by river below El Paso. Six 

miles above its mouth is the town of Camargo.

The station was first established in 1900 near La Quemada, 12 

miles above Camargo, by the International Boundary Commission, but 

in time of heavy flood in the Rio Grande backwater reached the station, and on July 14, 1902, it was moved 6 miles farther upstream to 

its present location near Santa Rosalia ranch, Tamaulipas, Mexico. 

It is now above backwater.

The river bed at both stations shifts constantly and frequent discharge measurements have been made to determine closely the daily 

flow. Both banks are of sandy clay which are above high water and 

do not erode. The bottom of the river is sand which erodes slightly 

in flood.

Low water (no flow) is approximately zero on the gage. The 

highest recorded flood, on September 16, 1904, reached 27 feet on 

the gage.
100 SURFACE WATER SUPPLY, 1909, PART VIII.

The observations at both stations have been made under the 

direction 6f the Mexican section of the International Boundary 

Commission.

Discharge measurements and gage heights, 1900 to 1904, which 

had hitherto been published by the United States Geological Survey, 

are given in Water-Supply Paper 248.

Discharge measurements of Rio San Juan near Santa Rosalia ranch, Tamaulipas, Mexico,

in 1909.

[By S. Jaso.]

Date.

Jan. 2..................

4..................

8..................

13................

18..................

24................

28

Feb. 3..................

8

17............ ...

24

27........ ... ... .

Mar. 3..................

9..................

14..................

19..................

24. .................

30..................

10..................

16..................

21.... ... ... ...

25..................

28..................

9..................

14..................

19..................

23..................

27..................

28..................

3..................

5..................

10..................

15..................

20..................

25..................

Area of 

section

Sq.ft. 

100

243

145

114 i nn

98

104

86

01

77

72

62

56

58

45

qc

224

122

88

69

61

51

41

71

130

216

207

93

83

Gage 

height.

Fee'. 

1.0 

2.4

1.6

1 0

1.2

1.1

1.0

0.9

g

7K

.7

.6

9

5.3

2.15

1.2

g

.7

.5

.2

.8

1.2

4 9

4.2

1.0

.7

Discharge.

Scc.-ft. 

20

234

74

49

on

OK

22

on

18

7

2

0

0

1,435

178

0

0

1 dfifi

855

99

3

0

Date.

28.....-..-...-..-..

A n<r In

12..................

13....-...--..--....

17..................

23

28. .................

99

Sept. 2..................

g

13.....--..-..--....

16...-.-...-.....-..

19

24..................

28. .................

Oct. 4..................

10..................

14.................. 'j?.

28-......-...--.....

9....... ...........

18.....-.....--..-..

21..................

24..................

28

11..................

22

25..................

28. .................

Area of 

section.

Sq.ft.

425

5,140

3,233

620

4,315

5,478

3,120

10, 884

3,181

3,210

2,283

2,589

1,419

1,866

1,743

1,666

1 719

1,255

1,976

1,917

1,717

1,723

1, 683

1,642

1.642

1,006

1,619

1,593

1,613

1,590

Gage 

height.

Feet.

3.8

26.0

16.3

1.2

22.0

28.0

16.0

5.5

3.4

32.5

53.5

16.2

6.5

13.5

7.3

Q Q

4.4

3.0

1.9

1.4

.5

.3

.55

.2

- .3

- .9

-1.0

-1.4

-1.7

-1.5

-1.8

-1.7

-1.9

-1.7

-1.7

-1.9

Discharge.

8ec.-ft.2 

600

0

20, 817

25, 415

11,121

17, 476

9,199

3,930

88,160

10,306

10,400

10, 303

6,158

19, 412

4,194

8,378

1,529

1,806

1,437

1,302

1,105

810

1,327

1,248

997

802

752

697

575

881

636

716

581

649

688

670

NOTE. A new gage installed October 1, 1909. Readings are not comparable with old gage.

Daily gage height, in feet, of Rio San Juan near Santa Rosalia ranch, Tamaulipas,

Mexico, for 1909.

Day.

1...............

q

4...............

8...............

9...............

10...............

Jan.

1.0

1.0

1.0

2.4

2.1

1.75

1.6

1.5

1.45

Feb.

1.0

1.0

1.0

9

.9

.9

.9

.9

.9

Mar.

0.7

.7

.7

.7

.7

.7

.7

.6

.6

Apr.

5.05

May. June.

1.5

3.2

3.9

2.1

1.75

1.55

1.35

1.3

1.15

1.0

July.

19.9

24.5

26.0

21.0

12.0

13.15

14.75

15.65

10.85

4.5

Aug.

1.35

1.25

1.2

1.35

1.2

1.15

1.7

1.6

1.35

1.15

Sept.

23.25

18.4

16.3

16.2

16.2

16.1

16.1

16.0

15.65

13.35

Oct.

3.75

3.5

3.25

2.95

2.75

2.55

2.35

2.2

2.05

1.85

Nov.

0.1

.0

.0

.65

.5

.15

.0

.0

.5

.2

Dec.

-2.0

-1.5

-1.5

-1.5

-1.6

-1.7

-1.8

-1.75

-1.8

-1.7
WESTERN" GULP OP MEXICO. 101

Daily gage height, in feet, of Rio San Juan near Santa Rosalia ranch, Tamaulipas, 

Mexico, for 1909 Continued.

Day.

11...

12.............. 

13........... ...

14...............

15...............

16........ .....

17...............

18...............

19..............

20. ..............

21...

22. ...........

23...............

24...

25. ........

26. ..............

27...............

28. .... .

29..............

30.......... ...

31...............

Jan.

1.4

1.35 

1.3

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.15

1.05

1.0

1.0

1.0

1.0

1.0

1.0

Feb.

.9 

.9

9

.9

.9

.8

.8

.8

.8

.8

.8

.8

.8

.7

.7

.7

.7

Mar.

.6

.6 

.6

.6

Apr.

2 Q

2.0 

1.6

1 n

1.35

1.2

1.1

1.0

1.0

.95

.8

.8

.7

.7

.7

.6

.6

.6

May.

1.25

1.25

6.25

5 7

4.3

2.55

1.95

June.

g

.9 

.9

.8

.7

.7

.7

.7

.6

.6

.6

.5

.5

.5

.5

3.4

2 15

1.7

July.

3

QC

2.85 

2.7

2.0

1 9

1.8

1.7

1.7

5.25

2.7

2.3

1.85

1.75

1.65

Aug.

OK n

28.25 

20.0

8.5

7.0

6.0

5.5

4.5

3.7

3.55

3.45

4.95

6.5

6.8

7.0

12.6

51.75

60.0

43.5

Sept.

6

QC

6.75 

6.5

6.25

6.7

13.5

10.3

8.5

6.2

6.75

6.4

6.1

5.85

8.1

6.2

5.3

4.9

4 45

4.15

3.9

Oct.

1.65

1.55 

1.5

1.4

1.4

1.25

1.1

1.0

0.95

9

.8

.7

.7

.55

.45

.4

.4

.3

.2

.1

.1

Nov.

.05

- .05 

- .15

- .3

- .45

- .65

- .8

- .95

-1.0

-1.0

-1.0

-1.1

-1.25

-1.4

-1.45

-1.5

-1.6

-1.7

-1,85

-2.0

Dec.

1.7

-1.6 

-1.8

-1.9

-1.9

-1.9

-1.9

-1.9

_ 1 9

-1.9

-1.8

-1.7

-1.65

-1.65

-1^7

-1.7

-1.8

-1.9

-1.9

-2.0

-2.0

NOTE. No flow March 15 to April 9, and May 1-24, 1909.

MISCELLANEOUS MEASUREMENTS IN BIO GRANDE DRAINAGE

BASIN.

The following miscellaneous discharge measurements were made in 

the Rio Grande drainage basin in 1909:

Miscellaneous discharge measurements in Rio Grande basin in 1909.

Date.

May 17. ........

Do.........

Do.........

May 15. ........

Oct. 1..........

Sept. 30........

Oct. 1. ........

Stream.

Grande. 

.....do..................

.....do..................

.....do..................

"Willow Cr6ck

Shaw Creek

.....do..................

.....do..................

.....do..................

.....do..................

Tributary to 

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do............

.....do.............

.....do............

Rio Grande .......

.....do............

.....do............

Locality.

Colo. 

South Fork, Colo. .....

.....do................

.....do................

.....do..:.............

Fork, Colo.

Fork, Colo.

Norte, Colo. 

1 mile south of Antonito, Colo. 

.....do................

.....do................

.....do................

Chamita, N. Mex.....

.....do................

Gage 

height.

Feet.

3.34

3.77

1.67

1.52

611.0

5 12. 45

6 12. 55

Discharge.

Sec.-ft. 130

932

1,140

142

111

a50

a 15

a60

814

234

c20

a 20

a 30

a. 8

a Estimated. 6 Distance from reference point to water surface. c Float measurement.

INDEX.

A. Page. 

Accuracy, degree of.......................... 24-25

Acknowledgments to those aiding........... 26

Acre-foot, definition of....................... 12

Albuquerque district, irrigation in........... 31

Antonito, Oolo.,

San Antonio Oreek near:

discharge............................ 101

Appropriations, amount of.................. 5

Authority for investigations................. 5

B.

Bluewater Creek, N. Mex., flood on......... 73-75

Bluewater dam, N. Mex., daily precipitation

in vicinity of.................... 75

failure of................................ 73-75

Bolster, R. H., work of...................... 27

Brownsville, Tex., 

Rio Grande near:

description.......................... 65

discharge............................ 66

gage heights......................... 67

Buckman, N. Mex., 

Rio Grande near:

description.......................... 41

discharge............................ 41

discharge, daily..................... 42

discharge, monthly.................. 43

gage heights......................... 42

C. 

Cameron Creek at 

Fort Bayard, N. Mex.:

description.......................... 78-79

discharge............................ 79

discharge, monthly................. 79

gage heights......................... 79

Cameron Creek basin, stream flow in........ 78-81

Chama River at 

Chamita, N. Mex.:

discharge............................ 101

Chamita, N. Mex., 

Chama River at:

discharge............................ 101

Conejos River basin, stream flow in......... 67-69

Conejos River near 

Mogote, Colo.:

description.......................... fi7-68

discharge............................ 68

discharge, daily..................... 69

discharge, monthly.................. 69

gage heights......................... 68

view of............. .-. .......... 34

Cooperation, credit for....................... 26

Page. 

Cooperative data, use of..................... 25-26

Creede, Colo.,

Rio Grande near:

description.......................... 34

discharge............................ 34

discharge, daily..................... 35

discharge, monthly.................. 36

gage heights......................... 35

view of.............................. 34

See also Thirtymile Bridge. 

Current meter, description of................ 17-18

use of.................................... 18-19

views of................................. 18

Current-meter stations, views of............. 16

D. 

Data, accuracy of............................ 24-25

use of................................... 25

Dayton, N. Mex.,

Pecos River near:

description.......................... 86

discharge............................ 87

discharge, daily..................... 87-88

discharge, monthly.................. 88

gage heights......................... 87

Definitions of terms......................... 11-12

Del Norte, Colo.,

Los Pinos Creek above:

discharge............................ 101

Rio Grande near:

description.......................... 36-37

discharge............................ 37

discharge, daily..................... 38

discharge, monthly.................. 38

gage heights......................... 37

Devils River, Tex.,

Devils River at:

description.......................... 95

discharge ............................. 96

discharge, daily....:.........---.... 97

discharge, monthly.................. 97

gage heights......................... 96

Rio Grande below:

description.......................... 56

discharge........-.-.....-..-------.. 57

discharge, daily..................... 58

discharge, monthly.................. 59

gage heights......................... 57

Devils River at 

Devils River, Tex.:

description.......................... 95

discharge............................ 96

discharge, dally..................... 97

103
104 INDEX.

Devils River at Continued.

Devils River, Tex. Continued.

discharge, monthly................... 97

gage heights......................... 96

Devils River drainage basin, stream flow in . 95-97 

Discharge, computation of................... 20-23

curves for............................... 20

measurement of......................... 14-19

Discharge measurements, nature -of.......... 13

Domestic water supply, importance of....... 7

Drainage, stream flow and................... 7-8

Drainage basins, list of...................... 8

E.

Eagle Pass., Tex., 

Rio Grande at:

description ......................... 59

discharge............................ 59-60

discharge, daily..................... 61

discharge, monthly.................. 61

gage heights......................... 60

El Paso, Tex.,

Rio Grande near:

description.......................... 45

discharge............................ 46

discharge, daily..................... 47

discharge, monthly.................. 48

gage heights........................." 47

Equivalents, list of.......................... 12-13

Espanola Valley, irrigation in............... 31

F. 

Fay wood, N. Mex.,

Mimbres River near:

automatic gage on, view of.......... 76

description ......................... 75-70

discharge............................ 76

discharge, daily..................... 77

discharge, monthly.......... ....... 78

gage heights......................"... 76

Field methods, features of................... 14-19

Float method, description of................. 17

Floods, prevention of........................ 8

Follett, W. W., work of..................... 27

Fort Bayard, N. Mex., 

Cameron Creek at:

description.......................... 78-79

"discharge............................ 79

discharge, monthly.................. 79

gage heights......................... 79

Stephens Creek near:

description.......................... 80

discharge............................ 80

gage heights......................... 80

Fort Sumner, N. Mex. 

Pecos River near:

description.......................... 83-84

discharge............................ 84

discharge, daily..................... 85

discharge, monthly.................. 86

gage heights......................... 84

Freeman, W. B., work of.................... 26,27

G. 

Gage heights, readings of................... 13

Gaging stations, classification of............. 20-23

list of, in western Gulf of Mexico drainage

basins........................... 27-28

Gaging stations, types of, description of..... 16

views of .1............................... 16

Gallinas River near 

Las Vegas, N. Mex.:

description.......................... 93

discharge............................ 93

discharge, daily..................... 94

discharge, monthly.................. 95

gage heights......................... 94

Goose Creek at 

Wagon Wheel Gap, Colo.:

discharge............................ 101

Guerrero, Mexico, 

Rio Salada near:

description.......................... 97-98

discharge............................ 98

gage heights......................... 99

Gulf of Mexico (western) drainage basms,

gaging stations in................ 27-28

Ice, measurements under.................... 19,23

Investigations, authority for................. 5

purposes of.............................. 7-8

scope of.................................. 6

Irrigation, dependence of, on stream flow..... 7

King, L. T., work of. 27

L.

Lake wood, N. Mex., 

Pecos River near:

description.........

discharge...........

discharge, daily....

discharge, monthly.

Langtry, Tex.,

Rio Grande near:

description.......................... 54

discharge............................ 54-55

discharge, daily..................... 56

discharge, monthly.................. 56

gage heights......................... 55

Laredo, Tex.,

Rio Grande near:

description.......................... 61-62

discharge............................ 62

gage heights......................... 63

Las Vegas, N. Mex., 

Gallinas River near:

description.......................... 93

discharge............................ 93

discharge, daily..................... 94

discharge, monthly.................. 95

gage heights......................... 94

Leasburg dam, view of...................... 30

Lobatos, Colo.,

Rio Grande near:

description.......................... 38-39

discharge............................ 39

discharge, daily..................... 40

discharge, monthly.................. 41

gage heights......................... 39-40

Los Pinos Creek above 

DelNorte, Colo.:

discharge............................ 101
INDEX. 105

M.

McChristie, M. E., work of................... 27

Mathers, J. G., work of...................... 27

Mesilla Valley, irrigation in.................. 31

Miller, C. D., work of........................ 27

Mimbres River basin, stream flow in........ 75-78

Mimhres River near 

Faywood, N. Mex.:

automatic gage on, view of........... 76

description.......................... 75-76

discharge............................ 76

discharge, daily...................... 77

discharge, monthly.................. 78

gage heights......................... 76

Miner's inch, definition of................... 11

Miscellaneous measurements in 

Rio Grande drainage basin.............. 101

Mogote, Colo.,

Conejos River near:

description.......................... 67-68

discharge............................ 68

discharge, daily...................... 69

discharge, monthly.................. 69

gage heights. .^...................... 68

view of.............................. 34

Moorhead, Tex.,

Pecos River near:

description.......................... 90-91

discharge............................ 91

discharge, daily..................... 92

discharge, monthly.................. 93

...................... 92

N. 

Navigation, dependence of, on stream flow... 7

O. 

Office methods, features of................... 20-23

P. 

Padgett, work of............................ 27

Pecos River, concrete flume across, view of.. 30

Pecos River drainage basin, description of... 81-83

stream flow in........................... 83-95

Pecos River near 

Dayton, N. Mex.:

description.......................... 86

discharge............................ 87

discharge, daily...................... 87-88

discharge, monthly.................. 88

gage heights......................... 87

Fort Sumner, N. Mex.:

description.......................... 83-84

discharge............................ 84

discharge, daily..................... 85

discharge, monthly.................. 86

gage heights......................... 84

Lakewood, N. Mex.:

description.......................... 88-89

discharge............................ 89

discharge, daily..................... 90

discharge, monthly.................. 90

gage heights......................... 89

Moorhead, Tex.: 

description.......................... 90-91

discharge............................ 91

discharge, daily..................... 92

Pecos River near Continued. 

Morehead, Tex. Continued.

discharge, monthly.......

gage heights.. ............

Pecos River valley, view of.......

Presidio, Tex.,

Rio Grande above:

description...............

discharge.................

discharge, daily...........

discharge, monthly.......

gage heights..............

Rio Grande below:

description...............

discharge.................

discharge, daily...........

discharge, monthly.......

gage heights..............

Price meters, views of............

........... 48

........... 49

........... 50

........... 51

........... 50

........... 51

........... 52

........... 53

........... 54

........... 53

........... 18

-Publications, lists of......................... 9-11

R. 

Rating curves, construction and use of....... 20

Rating tables, construction of ............... 20

nature of................................ 14

Revision, need for........................... 25-26

Rice, R. C., work of......................... 27

Rio Grande at or near 

Buckman, N. Mex.:

description.......................... 41

discharge............................ 41

discharge, daily...................... 42

discharge monthly.................. 43

gage heights......................... 42

Brownsville, Tex.:

description.......................... 65

discharge............................ 66

gage heights......................... 67

Creede, Colo.:

description.......................... 34

discharge............................ 34

discharge, daily..................... 35

discharge, monthly.................. 36

gage heights......................... 35

view of.............................. 34

See also Thirtymile Bridge.

DelNorte, Colo.:

description.......................... 36-37

discharge........................... 37

discharge, daily..................... 38

discharge, monthly.................. 38

gage heights......................... 37

(below) Devils River, Tex.:

description.......................... 56

discharge............................ 57

discharge, daily..................... 58

discharge, monthly.................. 59

gage heights......................... 57

Eagle Pass, Tex.:

description.......................... 59

discharge............................ 59-60

discharge, daily..................... 61

discharge, monthly.................. 61

gage heights......................... 60

El Paso, Tex.:

description.......................... 45

discharge............................ 46

discharge, daily..................... 47
106 INDEX.

Page. 

Rio Grande at or near Continued.

El Paso, Tex. Continued.

discharge, monthly.................. 48

gage heights......................... 47

Langtry, Tex.:

description.......................... 54

discharge............................ 54-55

discharge, daily..................... 56

discharge, monthly.................. 56

gage heights......................... 55

Laredo, Tex.:

description.......................... 61-62

discharge............................ 62

gage heights......................... 63

Lobatos, Colo.:

description......................... 38

discharge........................... 39

discharge, daily..................... 40

discharge, monthly ................. 41

gage heights........................ 39-40

(above) Presidio, Tex.:

description.......................... 48

discharge............................ 49

discharge,' daily..................... 50

discharge, monthly.................. 51

gage heights......................... 50

(below) Presidio, Tex.:

description.......................... 51

discharge............................ 52

discharge, daily..................... 53

discharge, monthly.................. 54

gage heights......................... 53

Roma, Tex.:

description.......................... 63

discharge............................ 64

gage heights......................... 65

San Marcial, N. Mex.:

description.......................... 43

discharge............................ 43-44

discharge, daily..................... 45

discharge, monthly.................. 45

gage heights......................... 44

TMrtymile Bridge (near Creeds), Colo.:

description.......................... 32

discharge............................ 33

discharge, daily..................... 33

discharge, monthly.................. 34

gage heights......................... 33

Eio Grande canal, headgates of, view of..... 30

largest concrete drop in, view of......... 30

Eio Grande drainage basin, description of... 28-32

gaging stations in....................... 27-28

stream flow in.......................... 28-101

irrigation in............................. 31

miscellaneous measurements in ......... 101

Eio Grande (South Fork) at 

South Fork, Colo.:

discharge............................ 101

gage heights......................... 101

Eio Puerco at 

Rio Puerco, N. Mex.:

discharge............................ 101

Rio Salado drainage basin, stream flow in... 97-99 

Rio Salada near 

Guerrero, Mexico:

description.......................... 97-98

discharge............................ 98

gage heights......................... 99

Rio San Juan drainage basin, stream flow in. 99-101 

Rio San Juan near 

Santa Rosalia ranch, Tamaulipas, Mex.:

description......................... 99-100

discharge............................ 100

gage heights....................... 100-101

Roma, Tex.,

Rio Grande near:

description.......................... 63

discharge............................ 64

gage heights......................... 65

Run-off, computation of..................... 20-23

definition of............................. 11

Russell, G. H., work of...................... 27

San Antonio Creek near 

Antonito, Colo.:

discharge............................ 101

San Luis Valley, irrigation in................ 31

San Marcial, N. Mex., 

Rio Grande near:

description.......................... 43

discharge............................ 43-44

discharge, daily..................... 45

discharge, monthly.................. 45

gage heights......................... 44

Santa Fe Creek at 

Santa Fe, N. Mex.:

description.......................... 69-70

discharge............................ 70

discharge, daily..................... 71-72

discharge, monthly.................. 73

gage heights......................... 70

Santa Fe Creek basin, stream flow in........ 69-73

Santa Rosalia ranch, Tamaulipas, Mex., 

Rio San Juan near:

description......................... 99-100

discharge............................ 100

gage heights....................... 100-101

Second-foot, definition of.................... 11

Section, changes m, estimating for........... 21-23

Shaw Creek belowSouth Fork, Colo.:

discharge............................ 101

Slope method, description of................ 15

South Fork, Colo.,

Rio Grande (South Fork) at:

discharge............................ 101

Shaw Creek below:

discharge............................ 101

Willow Creek below:

discharge............................ 101

Stephens Creek near 

Fort Bayard, N. Mex.:

description.......................... 80

discharge............................ 80

Stevens, G. C., work of...................... 27

Stewart, J. B., work of...................... 27

Stream measurement, accuracy of........... 24-25

data on, use of........................... 25

methods of.............................. 14-19

Sullivan, V. L., work of..................... 27

Sutton, W. H., work of...................... 27

Swamps, dependence of drainage of, on 

stream flow............................... 7-8
INDEX. 107

T. Page. 

Tables, explanation of....................... 13-14

Taos district (valleys of the), irrigation in ... 31 

Terms, definitions of........................ 11-12

Thirtymile Bridge (near Creede), Colo., 

Rio Grande at:

description.......................... 32

discharge............................ 33

discharge, daily..................... 33

discharge, monthly.................. 34

gage heights......................... 33

V. 

Velocity method, description of.............. 15-16

W. Page.

Wagon Wheel Gap, Colo., 

Goose Creek at:

discharge............................ 101

Walters, M. I., jvork of...................... 27

Water power, dependence of, on stream flow.. 7 

Water supply, dependence of, on stream 

flow....................................... 7

Weir method, description of................. 15

Willow Creek belowSouth Fork, Colo.:

discharge............................ 101

Wood, Mrs. B. D., work of.................. 27

Work, division of............................ 26-27

o