DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

GEORGE OTIS SMITH, DIRECTOR

WATER-SUPPLY PAPER 267

SURFACE WATER SUPPLY OF THE 

UNITED STATES

1909

PART VII. LOWER MISSISSIPPI BASIN

PREPARED UNDER THE DIRECTION OF M. 0. LEIGHTON

BY

W. B. FREEMAN AND R. H. BOLSTER

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......... 19

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

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

Cooperative data...................................................... 28

Cooperation and acknowledgments..................................... 28

Division of work...................................................... 29

Gaging stations maintained in the lower Mississippi River basin.............. 29

White River drainage basin................................................. 32

Description............................................................. 32

White River at Beaver, Ark............................................. 33

White River near Branson, Mo......................................... 34

White River near Leadhill, Ark......................................... 35

White River near Cotter, Ark ........................................... 36

White River at Walls Ferry, Ark....................................... 36

Buffalo River near Gilbert, Ark......................................... 37

North Fork River near Henderson, Ark........_................-........ 38

Little Red River near Pangburn, Ark.................................... 38

Arkansas River drainage basin........................_...._-.............. 39

Description............................................................ 39

Arkansas River at Salida, Colo.......................................... 42

Arkansas River at Canon City, Colo.................................... 43

Arkansas River at Pueblo, Colo......................................... 46

Arkansas River at Las Animas, Colo.................................... 48

Arkansas River at Holly, Colo.......................................... 49

Grape Creek and De Wesse-Dye ditch near Canon City, Colo............. 51

Purgatory River drainage basin......................................... 52

Description........................................................ 52

Purgatory River at Trinidad, Colo.................................. 53

Purgatory River near Higbee, Colo...........................:...... 54

Purgatory River near Las Animas, Colo ............................. 55

Canadian River drainage basin.......................................... 56

Description........................................................ 56

Canadian River at Logan, N. Mex .................................. 57

Cimarron River at Ute Park, N. Mex............. ^.................. 60

Cimarron River at Springer, N. Mex................................ 63

Ray ado River at Abreu's ranch, near Cimarron, N. Mex.............. 67

Rayado River near Springer, N. Mex............................... 69

3
4 CONTENTS.

Arkansas River drainage basin Continued.

Canadian River drainage basin Continued. Page.

Mora River and La Cueva Canal at La Gueva, N. Mex............... 71

Sapello River at Los Alamos, N. Mex............................... 75

Ute Creek near Logan, N. Mex...................................... 78

Yazoo River drainage basin................................................. 80

Description............................................................ 80

Tallahatchie River at Batesville, Miss.................................. 81

Tallahatchie River at Phillip, Miss..................................... 82

Yazoo River at Greenwood, Miss....................................... 85

Coldwater River at Savage, Miss ....................................... 86

Yalobusha River at Grenada, Miss....................................... 89

Sunflower River near Ruleville, Miss................................... 91

Sunflower River at Baird, Miss........................................... 92

Miscellaneous measurements in the lower Mississippi River drainage basin... 93

Index.................................................................... 95

ILLUSTRATIONS.

Page.

PLATE I. Typical gaging otalions: J., For bridge measurement; B, For wading measurement............................................. 16

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

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

changeable beds............................................... 25
SURFACE WATER SUPPLY OF THE LOWER MISSISSIPPI

BASIN, 1909.

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

INTRODUCTION.

AUTHORITY FOR 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 provisions for investigating mineral resources. The work 

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

appropriations in successive sundry civil bills passed by Congress 

under the following item:

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

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

The various appropriations that have been made for this purpose 

are as follows:

Annual appropriations for the fiscal year ending June 30 

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

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

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

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

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

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

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

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

5
6 SURFACE WATER SUPPLY, 1909, PART VII. 

SCOPE OF INVESTIGATIONS.

These investigations of stream flow 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 especiul force to streamflow 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 inregard 

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.
LOWER MISSISSIPPI BASIN. 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 thai* 

$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
8 SURFACE WATER SUPPLY, 1909, PART VII.

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 water supply of the United States, 1909.

Part.

I

II

III

IV

V

No.

261

262

263

264

265

Title.

North Atlantic coast.

South Atlantic coast and eastern Gulf

of Mexico.

Ohio River basin.

St. Lawrence River basin.

Upper Mississippi River and Hudson 

Bay basin.

Part.

VI

VII

VIII

IX

X

XI 

XII

No.

266

207

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.
LOWER MISSISSIPPI BASIN. 9

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

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

Report. Character of data. Year.

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

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

1890. 

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

1891. 

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

1892. 

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

1893. 

B. 131.................. Descriptions, measurements, gage heights, and ratings........ 1893 and 1894.

16th Ann., pt. 2......... Descriptive information only..................................

B. 140................... Descriptions, measurements', gage heights, ratings, and monthly 1895.

discharge (also many data covering earlier years). 

W. S. 11................ Gage heights (also gage heights for earlier years)............... 1896.

18th Ann., pt. 4......... Descriptions, measurements, ratings, and monthly discharge 1895 and 1896.

(also similar data for earlier years). 

W. S. 15................ Descriptions, measurements, and gage heights, eastern United 1897.

States, eastern Mississippi River, and Missouri River above

junction with Kansas. 

VV. S. 16................ Descriptions, measurements, and gage heights, western Missis- 1897.

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

19th Ann., pt. 4......... Descriptions, measurements, ratings, and monthly discharge 1897.

(also some long-time records). 

W. S. 27................ Measurements, ratings, and gage heights, eastern United States, 1898.

eastern Mississippi River, and Missouri River. 

W. S. 28................ Measurements, ratings, and gage heights, Arkansas River and 1898.

western United States. 

20th Ann., pt. 4......... Monthly discharge (also for many earlier years)............... 1898.

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

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

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

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

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

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

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

W. S. 97 to 100...............do........................................................ 1903.

W. S. 124 to 135......... .....do.....-.-.-.---.-...----------..-.-.-.--...-----.....-.-- 1904.

W. S. 165 to 178..............do........................................................ 1905.

W. S. 201 to 214......... Complete data, except descriptions........................... 1906.

W. S. 241 to 252......... Complete data................................................ 1907-8.

W. S. 261 to 272..............do........................................................ 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 piior 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 VII.

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 River, 

inclusive

Susqiiehanna River 

to York River, inJames River to Yadkin Elver, incluSantee River to Pearl 

River, inclusive. . . .

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

Mississippi River:

Upper Mississippi 

River..............

Lower Mississippi

Western Gulf of Mexico . . 

Pacific coast and Great 

Basin:

South Pacific coast to 

Klamath River,

North Pacific coast. . .

1899.a

35

35

(35).36

36

36

| 36

(36),37

} »

37 

(37),38

38, (39)

38

1900.6

47 

47 f-tS1)

48

48

48 

49

48 (49)

49

i9,(50)

50

50 

50

51

51

51

1901.

65,75 

65,75

65,75

65,75

65,75 

65,75

06,75

65,75

65,75

/ (65), 

\ 65,75

66,75

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

100

1904.

124 

125

126

126

127 

129

130

128

/ 128, 

1 (130)

/ 130,

I (131) 

/ (128) 

\ 131

132 

i!33,

(134) 

133,

(134) 

134

135

1905.

165 

166

167

167

168 

170

171

169

j- 171

| 172

(169), 

173

174 

175,

(177) 

176,

(177) 

177

/(177), 

\ 178

1906.

201 

202

203

203

204 

206

207

205

207

208

(205), 

209

210 

211,

(213) 

212,

(/id) 

213

} 214

1907-8.

241 

241

241

242

242 

244

245

243

245

246

| 247

248 

249,

(251) 

250,

(251) 

251

252

1909.

261 

261

261

262

262 

264

265

263

265

266

267

268 

269,

(271) 

270,

(271) 

271

272

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

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

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

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

No.

35

36

37

38

3Q

48

49

50

65

<j£

83

97

98

99

1?8

130

131

169

177

205

251 271

River basin

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

Tributaries included.

Gallatin.

junction with Platte.

Lake Ontario, tributaries to St. Lawrence River proper.

Yazoo.

Do.
LOWER MISSISSIPPI BASIN. 11

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

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

of drainage area, local changes in name and lake surface being disregarded. After all stations from the source to the mouth of the 

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

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

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

being given before taking up the next one below.

The exceptions to this rule occur in the records for Mississippi 

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

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

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

forth over the lake surface.

DEFINITION OF TERMS.

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

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

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

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

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

defined as follows:

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

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

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

given in the following table of equivalents.

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

and city water supply.

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

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

It is commonly used by miners and irrigators throughout the West, 

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

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

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

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

regards time and area.

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

the drainage area would be covered if all the water flowing from it 

in a given period were conserved and uniformly distributed on the 

surface. It is used for comparing run-off with rainfall, which is 

usually expressed in depth in inches.

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

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

used in connection with storage for irrigation work.
12 SURFACE WATER SUPPLY, 1909, PART VII. 

CONVENIENT EQUIVALENTS.

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

computations:

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

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

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

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

minute; equals 646,272 gallons for one day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

100 Colorado miner's inches equal 104 California 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.

1 foot equals 0.3048 meter.

1 mile equals 1.60935 kilometers.

1 mile equals 5,280 feet.

1 acre equals 0.4047 hectare.

1 acre equals 43,560 square feet.

1 acre equals 209 feet square, nearly.

1 square mile equals 2.-59 square kilometers.

1 cubic foot equals 0.0283 cubic meter.

1 cubic foot equals 7.48 gallons.

1 cubic foot of water weighs 62.5 pounds.

1 cubic meter per minute equals 0.5886 second-foot.

1 horsepower equals 550 foot-pounds per second.

1 horsepower equals 76.0 kilogram-meters per second.

1 horsepower equals 746 watts.

1 horsepower equals 1 second-foot falling 8.80 feet.

1J horsepower equal about 1 kilowatt.

To calculate water power quickly: ec '" '* a in e.e =net horsepower on water 

wheel realizing 80 per cent of theoretical power.
LOWER MISSISSIPPI BASIN. 13 

EXPLANATION OF TABLES.

For each drainage basin there is given a brief description of general 

conditions covering such features as area, source, tributaries, topography, geology, conditions of forest ation, rainfall, ice conditions, 

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

importance or interest.

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

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

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

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 purposes of verifying the published results as follows.
14 SURFACE WATER, SUPPLY, 1909, PART VII.

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 abscissae. 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 

cross-section paper. The last points plotted will define the rating 

carve used and will He 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 13, 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.

Slope method. Much information has been collected relative to the 

coefficients to be used in the Chezy formula, v=c~jRs. This has 

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

determining the values of the coefficient n which appear 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,
LOWER MISSISSIPPI BASIN. 15

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 .a

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. 5

Velocity method. Streams in general present throughout their 

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

location of the measuring section with respect to these physical 

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

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

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

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

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

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

In determining the daily flow different office methods are necessary 

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

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

the same.

Great care is taken in the selection and equipment of gaging 

stations for determining discharge by velocity measurements, in

a Full information regarding this method is given in text-books on hydraulics.

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

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

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

exhausted. It 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 VII.

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 cost 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 perpendicular to the mean direction of the current 

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

to that section.

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

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

of the measuring section at which observations of depth and velocity 

are taken. (See 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.

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 tunes 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."

a For a discussion of methods of computing the discharge of a stream see Engineering News, June 25,1908.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 267 PLATE I

A. FOR BRIDGE MEASUREMENT.

B. FOR WADING MEASUREMENT.

TYPICAL GAGING STATIONS.

LOWER MISSISSIPPI BASIN. 17

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 sectioms neasured 

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.a

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.5

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 measurements, to record by the acoustic method; on the right the meter 

is shown 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 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

« Further information regarding the float method is given in Water-Supply Paper 95 and the various 

textbooks on stream flow.

b See Hoyt, J. C., and others, Use and care of the current meter as practiced by the U. S. Geological 

Survey: Trans. Am. Soc. Civil Eng., vol. 66,1910, p. 70.

84549° WSP 267 11 2
18 SURFACE WATER SUPPLY, 1909, PART VII.

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 metere 

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 is 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 PL 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 open-water conditions and that in a completed measurement it seldom varies as much 

as 1 per cent from the value given by the vertical velocity curve 

method. Moreover, the indications are that it holds nearly as well 

for ice-covered rivers. It is very extensively used in the regular 

practice of the United States Geological Survey.

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

the depth of the thread of mean velocity or at an arbitrary depth 

for which the coefficient for reducing to mean velocity has been 

determined or must be assumed.

Extensive experiments by means of vertical velocity curves show 

that the thread of mean velocity generally occurs between 0.5 and 

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

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

m&sfo <0f the measurements made by the single-point method. A 

Jjarge number of vertical velocity curve measurements, taken on 

streams ^arj4 under varying conditions, show that the average
VJ. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 267 PLATE II

SMALL PRICE CURRENT METERS.

LOWER MISSISSIPPI BASIN. 19

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 tune 

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 dairy 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.a

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

a For information in regard to flow under ice'cover see Water-Supply Paper U. S. Geol. Survey No. 187.
20 SURFACE WATER SUPPLY, 1909, PART VII.

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. (See p. 17.) 

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 applicable for known conditions of ice, log jams, or 

other similar obstructions; (c) that the increased and decreased discharge due to change of slope on rising and falling stages is either 

negligible or compensating.

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

classes, as indicated in the following paragraphs:

The stations of class 1 represent the most favorable conditions for 

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

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

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

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

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

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

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

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

discharge. Discharge measurements made at such stations usually 

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

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

For examples of this class see stations of the north Atlantic coast 

drainage basins.

Class 2 is confined mainly to stations on rough, mountainous 

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

comparatively permanent during low and medium stages, and when 

the flow is sufficiently well defined by an adequate number of discharge measurements before and after each flood the stations of this
LOWER MISSISSIPPI BASIN. 21

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. For examples of this class see 

stations in the upper Missouri River 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 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 wellrated 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
22 SURFACE WATER SUPPLY, 1909, PART VII.

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

rarely exist.

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

marked tendency toward decrease or increase, respectively, of the 

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

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

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

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

rocky 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.

For examples of stations of this class see stations of 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 measurement every two or three weeks to a measurement every day, according to the rate of diurnal change in conditions of flow. The following 

graphic method of determining the daily discharge of streams of this 

class is now used by the engineers of the United States Geological 

Survey almost exclusively, owing to the rapidity with which the computations can be made, the clearness with which changes in conditions 

of flow can be followed, and the accuracy of the results obtained.
LOWER MISSISSIPPI BASIS'. 23

In the graphic method of determining the daily discharge of streams 

With changeable beds, which was devised by R. H. Bolster, the discharge measurements for the entire }^ear are first plotted with discharges as abscissas and gage heights as ordinates. The points so 

plotted are considered chronologically and, even though scattered, 

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

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

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

stream bed due to floods.

When stream beds change very rapidly it is necessary to change 

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

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

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

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

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

for other days, lines are drawn connecting consecutive measurements. 

These lines are called correction curves and should have the same 

curvature as that portion of the standard curve which lies vertically 

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

parts as there are days intervening between the measurements, on 

the assumption that the change in conditions of flow between any 

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

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

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

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

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

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

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

vertically to any desired position by always keeping the two vertical 

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

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

position.

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

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

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

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

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

rating curve desired.

In applying and modifying this method, judgment must be used 

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

the stream bed caused by sudden floods. The following tables and
24 SURFACE WATER SUPPLY, 1909, PART VII.

figure 1 illustrate the Bolster or graphic method of obtaining daily 

discharge:

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

No.

2

3

4

K

Date.

Tune 14

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

Gage 

height.

Feet.

CK

1 9

1 *

Discharge.

Sec.-ft.

500

1 *>riri

No.

6

7

O

Q

Date.

Julv 18.. ...................

July 20. -..-..-..---..---.--

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

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

Gage 

height.

Feet. 

3.8

0 9

.4

.9

Discharge.

Sec.-ft. 

6,460

2,330

200

150

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

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

June.

Gage 

height.

Feet. 

3.0 

2.5 

2.0 

1.5 

1.0

.4 

.6 

.6

.7 

.8

1.0 

1.5 

1.4 

1.4 

1.3

Discharge.

Sec.-ft. 

4,870 

3,580 

2,490 

1,610 

930

390 

510 

490 

550 

620

800 

1,400 

1,240 

1,200 

1,020

July.

Gage 

height.

Feet. 

1.5 

1.5 

1.5 

1.6 

1.6

1.8 

1.7 

1.7 

1.9 

2.0

2.2 

2.6 

3.0 

3.6 

3.7

Discharge.

Sec.-ft. 

530 

500 

570 

730 

780

1,050 

970 

1,020 

1,320 

1,510

1,890 

2,720 

3,700 

5,440 

5,850

Day.

16....---...--...

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

19

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

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

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

93

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

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

Oft

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

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

June.

Gage 

height.

Feet. 

1.1 

1.0 

1.0 

1.1 

1.2

1.2 

1.3 

1.5 

1.8 

1.7

1.6 

1.6 

1.6 

1.6 

1.6

Discharge.

Sec.-ft. 

760 

620 

580 

640 

690

650 

690 

850 

1,170 

990

830 

780 

740 

700 

660

July.

Gage 

height.

Feet. 

3.5 

3.2 

3.7 

4.0 

3.0

1.8 

.8 

.3 

.3 

.4

.4 

.6

.7 

.8 

.9 

1.0

Discharge.

Sec.-ft. 

' 5,370 

4,610 

6,150 

7,080 

4,160

1,640 

480 

120 

100 

110

90 

130 

150 

170 

180 

200

The computations have, as a rule, been carried to three significant figures. Computation machines, Crelle's tables, and the 20-inch 

slide rule have been generally used. All computations are carefully 

checked.

After the computations have been completed they are entered in 

tables and carefully studied and intercompared to eliminate or 

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

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

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

notes accompanying such estimates follow the monthly discharge 

tables.

For most of the northern stations estimates have been made of 

the monthly discharge during frozen periods. These are based on 

measurements .under ice conditions whenever available, daily records 

of temperature and precipitation obtained from the United States 

Weather Bureau climate and crop reports, observers' notes of con-
LOWEE MISSISSIPPI BASIN. 25

1

\

\ \

133J Nl 1H9I3H 39V9
26 SURFACE WATER SUPPLY, 1909, PART VlT.

ditions, and a careful and thorough intercomparisen of results with 

adjacent streams. Although every care possible is used in making 

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

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

per cent error. It is believed, however, that estimates of this character are better than none at all, and serve the purpose of indicating 

in a relative way the proportionate amount of flow during the frozen 

period. These estimates are, as a rule, included in the annual discharge. The large error of the individual months has a relatively 

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

is involved in doing so.

ACCURACY AND RELIABILITY OF FIELD DATA AND COMPARATIVE

RESULTS.

Practically all discharge measurements made under fair conditions 

are well within 5 per cent of the true discharge at the time of observation. Inasmuch as the errors of meter measurements are largely 

compensating, the mean rating curve, when' well defined, is much 

more accurate than the individual measurements. Numerous tests 

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

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

usually give results that are much more reliable than those from 

statio'ns at clams, 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,
LOWER MISSISSIPPI BASIN1 . 27

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 in 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 on the plotting of the individual measurements with reference to the mean rating curve.

The accuracy column in the monthly discharge table does not apply 

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

monthly mean. It is 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; C, 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, but also for the 

express 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 arc available.
28 SURFACE WATER SUPPLY, 1909, PART VII.

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 also 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 

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 known 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 cooperative assistance:

The State engineer of Colorado, Charles W. Comstock, paid the 

expenses of the hydrographers and the salaries of the observers at a 

number of stations in this drainage basin. He has also assisted ha 

the work in -other ways and has furnished some data which he procured independently for publication in this paper.

The Territorial engineer of New Mexico, Vernon T. Sullivan, has 

taken special interest in cooperative work and has borne more than 

half the expense of the New Mexico work from the $2,500 appropriated 

by the legislature for the whole Territory and from other funds pertaining to his office.

The Atchison, Topeka & Santa Fe Railway Company donated 

$1,000 to New Mexico, to be spent in cooperation with the United 

States Geological Survey in the Territory during 1909.

Prof. George J. Lyon, of Colorado College, furnished his services as 

hydrographer gratis for a number of weeks during the year.
LOWER MISSISSIPPI BASIN. 29

The Tallahatchie drainage commission bore the expense of gage 

observers in the Yazoo River drainage basin, also for a part of the 

discharge measurements.

The State geologist of Arkansas, A. H. Purdue, maintained several 

stations in the White River drainage basin, the results being published by the United States'Geological Survey.

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

A. L. Register Co., R. F. Proctor, F. H. Whiting, A. A. Weiland, and 

all other persons and companies who have rendered assistance.

DIVISION OF WORK.

The field data in the Arkansas River drainage basin were collected 

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

Stewart, G. H. Russell, and George F. Lyon.

The field data in the Canadian River drainage basin were collected 

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

by J. B. Stewart, but under the more immediate supervision of Vernon 

T. Sullivan, territorial engineer, by C. D. Miller and W. H. Sutton.

The field data for the Yazoo River drainage basin were collected 

under the direction of M. R. Hall, district engineer, by W. A. Lamb 

and E. H. Swett.

The field data in the White River drainage basin were collected 

under the direction of A. H. Horton, district engineer, by W. N. 

Gladsoii.

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

Bolster. The computations were made and the completed data prepared for publication under the direction of R. H. Bolster, assistant 

engineer, by G. C. Stevens, R. C. Rice, J. G. Mathers, M. I. Walters, 

M. E. McChristie, and L. T. King. The manuscript was edited by 

Mrs. B. D. Wood..

GAGING STATIONS MAINTAINED IN THE LOWER 

MISSISSIPPI RIVER BASIN.

The following is a list of gaging stations maintained in the lower 

Mississippi River drainage basin by the United States Geological 

Survey and cooperative parties. The stations are arranged by river 

basins, in downstream order, as explained on page 11, tributaries 

being indicated by indention. Data for these stations have been 

published in the reports listed on page 9.

MERAMEC RIVER BASIN.

Meramec River near Meramec, Mo., 1903-1906. 

Meramec River near Eureka, Mo., 1903-1906. 

Meramec River (Station No. 1) at Fenton, Mo., 1903. 

Meramec River (Station Mo. 2) below Fenton, Mo., 1903.

Meramec Spring near Meramec, Mo., 1903-1906.

Courtois Creek at Scotia, Mo., 1905-6.
30 SUBFACE WATEE SUPPLY, 1909, PAET VII.

WHITE RIVER BASIN.

White River at Beaver, Ark., 1909. 

White River near Branson, Mo., 1909. 

White River near Lead Hill, Ark., 1909. 

White River near Cotter, Ark., 1909. 

White River at Walls Ferry, Ark., 1909.

Buffalo River neafcGilbert, Ark., 1909.

North Fork River near Henderson, Ark., 1909.

Greer Spring at Greer, Mo., 1904.

Little Red River near Pangburn, Ark., 1909.

ARKANSAS RIVER BASIN.

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

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

Arkansas River at Canon City, Colo., 1888-1909.

Arkansas River near Rock Canyon, Colo., 1889.

Arkansas River above Pueblo, Colo., 1885-1887.

Arkansas River at Pueblo, Colo., 1894-1909.

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

Arkansas River near Manzanola, Colo., 1898.

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

Arkansas River at La Junta, Colo., 1889, 1893-1895, 1903, 1908.

Arkansas River near Las Aninias, Colo., 1898.

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

Arkansas River near Amity canal head-gates, Colo., 1898-99.

Arkansas River near Granada, 1898-1901, 1904.

Arkansas River near Barton (Byron), Colo., 1893-94, 1901-2.

Arkansas River at Holly, Colo., 1907-1909.

Arkansas River near Syracuse, Kans., 1903-1906.

Arkansas River near Coolidge, Kans., 1903.

Arkansas River near Dodge, Kans., 1902-1906.

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

Arkansas River near Arkansas City, Kans., 1902-1906.

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

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

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

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

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

Clear Creek near Granite, Colo., 1890.

Cotton wood Creek:

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

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

Grape Creek near Canon City, Colo., 1907-1909.

Huerfano River near Undercliffe, Colo., 1908. 

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

Purgatory River at Trinidad, Colo., 1896-1899, 1905-1909.

Purgatory River near Canon Entrance (Alfalfa), Colo., 1905-1907.

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

Purgatory River near Las Animas, Colo., 1889.

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

Arkansas River, Salt Fork, near Alva, Okla., 1904-5.

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

Medicine River near Kiowa, Kans., 1895-96.
LOWER MISSISSIPPI BASIN. 31

Cimarron River near Arkalon, Kans., 1895-96, 1903-1905. 

Cimarron River near Kenton, Okla., 1904-5. 

Cimarron River near Garrett, Okla., 1905-1907. 

Cimarron River near Waynoka, Okla., 1903-1905. 

Verdigris River near Independence, Kans., 1904. 

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

Verdigris River near Catoosa, Okla., 1903-1905.

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

Neosho River near Neosho Rapids, Kans., 1904. 

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

Neosho River near Humboldt, Kans., 1904.

Neosho River (or Grand River) near Fort Gibson, Okla., 1899, 1903-1905. 

Canadian River near Logan, N. Mex., 1905, 1909. 

Canadian River at Calvin, Okla., 1904-1908.

Cimarron River at Ute Park, N. Mex., 1907-1909.

Cimarron River at Springer, N. Mex., 1907-1909. 

Rayado River near Rayado, N. Mex., 1909. 

Rayado River near Springer, N. Mex., 1907-1909.

Mora River at La Cueva, N. Mex., 1903-1908.

Mora River near Weber, N. Mex., 1903-4.

Mora River near Watrous, N. Mex., 1894-1896. 

Sapello River at Sapello, N. Mex., 1903-4. 

Sapello River at Los Alamos, N. Mex., 1903-1908. 

Sapello Mill tailrace at Sapello, N. Mex., 1903-4. 

Manuelitos River near Sapello, N. Mex., 1903-4.

Ute Creek near Logan, N. Mex., 1904-1906, 1909.

Beaver Creek at Beaver, Okla., 1904-5.

Canadian River, North Fork, near Woodward, Okla., 1903-1906.

Canadian River, North Fork, near El Reno, Okla., 1902-1908.

Canadian River, North Fork, near Oklahoma, Okla., 1899.

Canadian River, North Fork, near Eufaula, Okla., 1899. 

Arkansas RiA^er canals:

Oxford Farmers Canal near Nepesta, Colo., 1903.

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

Keese ditch near Prowers, Colo., 1903.

YAZOO RIVER BASIN.

Tallahatchie River at Batesville, Miss., ]906-1909. 

Tallahatchie River at Philipp, Miss., 1908-9. 

Yazoo River at Greenwood, Miss., 1908-9. 

Yazoo River at Yazoo City, Miss., 1900-1905.

Coldwater River at Savage, Miss., 1908-9.

Yalobusha River at Grenada, Miss., 1906, 1908-9.

Sunflower River at Ruleville, Miss., 1908-9.

Sunflower River at Baird, Miss., 1908-9.

HOMOCHITTO RIVER BASIN.

Homochitto River at Rosetta, Miss., 1906.

RED RIVER BASIN.

Red River at Arthur City, Tex., 1905-6.

Red River, Salt Fork, at Mangum, Okla., 1905-6.

Turkey Creek at Olustee, Okla., 1905-1908, 

Red Eiver, North Fork, near Granite, Okla., 1903-1908,
32 SURFACE WATER SUPPLY, 1909, PART VII.

Red River, North Fork, near Snyder, Okla., 1905. 

Red River, North Fork, near Headrick, Okla., 1905-1908. 

Red River, Elm Fork, near Mangum, Okla., 1905-1908. 

Elk Creek near Hobart, Okla., 1904-1908.

Otter Creek near Mountain Park, Okla., 1903-1908. 

Horse Creek near Mountain Park, Okla., 1905-6. 

Otter Creek, Dry Fork, near Mountain Park, Okla., 1905-6. 

Washita River near Anadarko, Okla., 1902-1908. 

Ouachita River near Malvern, Ark., 1903-1905. 

Ouachita River near Arkadelphia, Ark., 1905-6.

WHITE RIVER DRAINAGE BASIN. 

DESCRIPTION.

White River rises in the Boston Mountains near the western border 

of Arkansas, nearly 50 miles south of the Arkansas-Missouri line, 

flows northward into Missouri, then bends southeastward and reenters Arkansas, continuing its general southeasterly course to the 

southeast corner of Arkansas County, where its channel divides, one 

part entering Arkansas River and the other Mississippi River. The 

natural discharge of White River is into the Mississippi. The length 

of the river from its source to its mouth is about 300 miles by general 

course, but the stream is very crooked and, including the bends, it 

is probably not less than 400 miles long.

The important tributaries from the north are North Fork of White 

River, Black River, and Cache River; those from the south are Kings 

River, Buffalo Fork of White River, and Red River.

The basin comprises 27,700 square miles, of which 10,000 square 

miles lie in Missouri and the remainder in northern and eastern 

Arkansas. Topographically, it consists of two parts a highland 

area, 22,200 square miles in extent, lying west of the St. Louis, Iron 

Mountain & Southern Railway, and an area of lowlands, including 

5,500 square miles, lying east of this railroad.

The topography of the highland portion of the basin is rough. The 

rocks are sandstone, limestone, and shale, lying horizontal. Through 

these the main stream and all its tributaries have cut ravines that 

range in depth from a few score feet to more than 1,200 feet. Elevations in the Boston Mountains exceed 2,000 feet above sea level. 

The elevation of the bed of White River ranges from 1,250 feet at 

the north base of the mountains to less than 250 feet at Batesville. 

Throughout the distance between these two points there are no falls 

and but a few rapids.

The lowland area of the basin is level, and stands only a few feet 

above the water of the river at average stage. It is cut by numerous 

sloughs which have been formed by the clogging of the streams and 

the partial filling of horseshoe lakes. Probably all of it is susceptible 

to drainage.
LOWER MISSISSIPPI BASIN". 33

The entire area was originally forest covered, but a large proportion of the river bottoms and the level parts of the uplands is now 

under cultivation. The steep rock-covered slopes, which constitute 

a considerable part of the area, are still forest covered.

The records kept at the agricultural experiment station at Fayetteville from 1871 to 1907, inclusive, show that the annual rainfall at 

that place ranges from a minimum of 34.58 inches in 1871 to a maximum of 67.48 inches in 1905. The average for the 37 years was 

45.609 inches. The rainfall at Fayetteville is probably fairly representative for that part of the basin that lies .within the highland 

division.

The average snowfall is about 9 inches. Snow lies on the ground 

but a few days at most, and there is seldom ice enough on the ground 

to interfere with travel.

Irrigation has not been attempted in this basin, but it is practicable 

in a small way along the stream bottoms, where the water may be 

taken from the streams, and on a still smaller scale on the benches 

of the hill slopes, where water from springs may be stored.

As the valleys are narrow and the banks in most places high, there 

are many points along the streams where water could be stored 

without flooding much land. Siich storage sites may be found along 

White River and all its highland tributaries. Numerous large springs 

of fine water occur throughout the highland area.

Buffalo Fork of White River and that portion of White River 

above the mouth of Buffalo Fork can be utilized for logging or 

boating only during the rainy season. A series of Government dams 

above Batesville will, when completed, render White River navigable 

the year round as far up as the mouth of Buffalo Fork. In the lowland part of its course White River is navigable for small boats at all 

seasons.

A survey to determine the available water power along White 

River and its tributaries is now being conducted. The smaller of 

the numerous power sites can probably be made to furnish a few 

hundred horsepower and the larger ones several thousand horsepower.

WHITE RIVER AT BEAVER, ARK.

This station, which is located at the Missouri and North Arkansas 

Railroad bridge at Beaver, Ark., was established July 17, 1909, to 

obtain data for use in studying water power, water supply, flood 

control, storage, and navigation problems.

No important tributaries enter near the station.

The datum of the chain gage, which is fastened to the upstream 

handrail'of the bridge, has not been changed. Measurements at high 

water are made from this bridge, at low water by wading. 

84549° WSP 267 11 3
34 SURFACE WATER SUPPLY, 1909, PART VII.

The station is maintained under the direction of the state geologist 

of Arkansas.

Discharge measurements of White River at Beaver, Ark., in 1909.

Date. Hydrographer.

W. N. Gladson .....................................

Width.

Feet. 

75

110

105

Area of 

section.

Sq.ft. 

148

497

469

Gage 

height.

Feet. 

3.5

4.55

4.5

Discharge.

Sec.-ft. 

91

399

431

NOTE. Measurements made by wading l,OOOVeet above the bridge.

Daily gage height, in feet, of White River at Beaver, Ark., for 1909. 

[Reno N. Lowe, observer.]

Day.

1. .........

2. ........ -

3. ...... ... 

4..........

5..........

6.......... 

7..........

8. ......... 

9.......... 

10....-...-.

11..........

12. ...... ...

13..........

14..........

15..........

July. Aug.

3.58

3.5

3.5 

3.5

3.5

3.48

3.4 

3.4 

3.4

3.4

3.4

3.35

3.35

3.3

Sept.

3.2

3.2

3.2 

3.2

3.2

3.25 

3.25

3.25 

3.2

3.18

3.18

3.2

3.18

Oct.

3

f\K

3.05

3.05

3

f\K

3

(\K

3.05 3ns

3.05 

3.25

3

0C

3 9

3 1 PI

3 OK

Nov.

3 OK

3.25

3

OC

1 tt

4.4 

3.85

4.25 

4.2 

4 0

3.8

3 7

3.65

3.65

3.6

Dec.

3.7

3.7

6.38

8.85

6.12 

5.5

5 9

4.98

4.82

4 7

4.7

4.65

Day.

16..........

17..........

18.......... 

19

21..........

23.......... 

24..........

OK

27 ..........

28..........

29

30..........

31 ..........

July.

4.4

4.2 

4.05

4 0

3.9 

3.9

3.8 

3.8 

3.7

3 7

3.7

3.7

3.6

3.6

3.6

Aug.

3.3

3 3

3.3 

3.3

3.3

3.25 

3.22

3.2 

3.2

3 9

3 9

3.2

3.2

3 OK

3.25

3.22

Sept.

3.15

3.1

3.1 

3.1

3.1

3.12 

3.S5

3.12 

3.12 

3.1

3.1

3.1

3.1

3.1

3.1

Oct.

3.15

3.15

3.15 

3.2

3.25

3.3 

3.45

3.45 

3.4 

3.35

3.3

3.25

3.25

3.25

3.3

Nov.

3.85

4.1

4.25 

4.7

4.5

4.35 

4.15

4.12 

4.0 

3.9

3.85

3.8

^.72

3.7

3.7

Dec.

4.6

4.52

4.45 

4.35

4.3

4.3

4.22 

4.1 

4.0

4.05

d. ft**

4.0

4.0

A 9C

3.9

WHITE RIVER NEAR BRANSON, MO.

This station, which is located at the St. -Louis, Iron Mountain & 

Southern Railway bridge near Branson, Mo., was established July 19, 

1909, to obtain data for use in studying water power, water supply, 

flood control, storage, and navigation problems.

Turkey Creek enters the river on the right bank about 600 feet 

below the section.

The datum of the gage, which is fastened to the downstream guard 

rail of the bridge, has remained unchanged. At high water measurements are made from this bridge; at low water they are made by 

wading.

This station is maintained under the direction of the state geologist 

of Arkansas.

Discharge measurements of White River near Branson, Mo., in 1909.

Date.

November 22. . .

December 18 ...

Hydrographer .

W. N. Gladson .....................................

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

Width.

Feet.

268

Area of 

section.

Sq.ft, 

946

Gage, 

height.

Feet. 

3.3

3 A

Discharge,

Sec.-ft. 

1,280

1,110
LOWER MISSISSIPPI BASIN. 35

Daily gage height, in, feet, of White River near Branson, Mo., for 1909. 

[William Kruger, observer.]

Day.

1. .........

9

3..........

4..........

5..........

6..........

8..........

9..........

10..........

11..........

12.......... 

13..........

14..........

IS..........

July Aug.

3.10

3.00

3.00

3.00

2.95

2.95

2.95

2.98

3.15

2.95

2.90 

2.82

2.75

2.75

Sept.

2.55

9 ftfl

2.50

2.48

2.40

2.40

2.40

2.60

2.55

2.55

2.55

2.52 

2.45

2.50

2.45

Oct.

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.40

2.42

2.50

2.50 

2.50

2.50

2.50

Nov.

2.50

2.50

2.50

2.50

2.45

3.05

3.75

3.60

3.30

3.50

3.40

3.28 

3.10

3.10

3.10

Dec.

2.85

2.85

2.80

2.92

3.95

6-62

7.05

6-48

4.95

4.45

4.20

4.00 

3.82

3.70

3.60

Day.

16. .........

17..........

18..........

19..........

20..........

21..........

22..........

23..........

94

25..........

26..........

27.......... 

28..........

29..........

30..........

31..........

July.

4.00

3.88

3.75

3.65

3.60

3.48

3.40

3.35

3.30 

3.25

3.25

3.20

3.20

Aug.

2.70

2.65

2.60

2.60

2.55

2.60

2.60

2.60

2.56

2.60

2.50

2.50 

2.50

2.50

2.48

2.45

Sept.

2.45

2.45

2.45

2.40

2.40

2.40

2.35

2.35

2.38

2.40

2.40

2.40 

2.30

2.30

2.30

Oct.

2.50

2.50

2.50

2.45

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50 

2.50

2.50

2.50

2.50

Nov.

3.65

3.72

3.80

3.70

3.65

3.60

3.40

3.30

3.25

3.10

3.00

3.00 

3.00

2.92

2.80

Dec.

3.55

3.50

3.40

3.32

3.22

3.15

3.18

3.30

3.20

3.18

3.05

3.00 

3.00

3.00

2.90

3.00

WHITE RIVER NEAR LEAD HILL, ARK.

This station, which is located at Bradley's ferry, 5 miles northeast 

of Lead Hill, Ark., was established October 1, 1909, to obtain data 

for use in studying water power, navigation, flood control, and storage 

problems.

Fishtrap Shoals are about 400 feet below the station.

The gage consists of two vertical sections on the right bank of the 

river about 100 feet below the ferry. Its datum has not been 

changed. Measurements are made from the ferryboat.

The station is maintained under the direction of the state geologist 

of Arkansas.

Discharge measurements of White River near Lead Hill, Ark., in 1909.

Date. Hydrographer.

W. N. Gladson .....................................

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

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

Width.

Feet. 

300

300

292

Area of 

section.

Sq.ft. 

7Q4

936

905

Gage 

height.

Feet. 

1.1

2.4

2.4

Discharge.

Sec.-ft. 

468

1,400

1,350

Daily gage height, in feet, of White River near Lead Hill, Ark., for 1909. 

[Jerry Upshaw, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

Oct.

1.1

1.1

1.1 

1.1

1.1

1.1

1.1

1.1

1.48

1.2

Nov.

1.3

1.3

1.3 

1.3

1.3

3.0

1.85

2.3

2.2

Dec.

1.8

1.7

1.8 

1.8

4.15

5.8

5.6

6.0

4.9

4.1

I 'ay.

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

12;.. ........

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

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

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

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

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

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

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

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

Oct.

1.2

1.25

1.25

1.3

1.21

1 O1

1.2

1.2

Nov.

2.4

2.3

2.1 

2n

2.0

2 n

2.5

o 7

2.8

2.55

Dec.

3.55

3.45

3.2 

3.1

3.0

2.8

2.7

2.6

2

C

2.4

Day.

91

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

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

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

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

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

9ft

9Q

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

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

Oct.

1.3

1.3

1.3 

1.3

1.3

1.3

1.3

1.3

1.3

1.2

1.3

Nov.

2.6

2.5

2.4 

2.2

2.1

2.0

1.9

1.8

1.7

Dec.

2.3

2.0

2.0

2.1

2.0

1.8

1.7

1.7

1.6

1.6

2.0
36 SURFACE WATER SUPPLY, 1909, PART VII.

WHITE RIVER NEAR COTTER, ARK.

This station, which is located at the St. Louis, Iron Mountain & 

Southern Railway bridge near Cotter, Ark., was established July 21, 

1909, to obtain data for use in studying water power, water supply, 

flood control, storage, and navigation problems.

The station is about three-fourths of a mile below the mouth of 

Falling Ash Creek.

The datum of the gage, which is fastened to the upstream guardrail 

of the bridge, has remained unchanged. Measurements are made 

from the bridge, from a ferry about 500 feet above, or by wading.

This station is maintained under the direction of the State geologist 

of Arkansas.

Discharge measurements of White River near Cotter, Ark., in 1909.

Date. Hydrographer.

W. N. Gladson. ....................................

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

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

Width.

Feet. 

160

420

400

Area of 

section.

Sq.ft. 

308

1,090

1,030

Gage 

height.

Feet. 

1.3

2.9

2.85

Discharge.

Sec.-ft. 

455

1,740

1,660

a Measurement by wading. b Measurement from the ferry.

Daily gage height, in feet, of White River near Cotter, Ark., for 1909. 

[S. Butterfleld, observer.]

Day.

1. .........

3..........

5. .........

7.......... 

8..........

9..........

11..........

12..........

13..........

14..........

15..........

July. Aug.

2.65 

2.6

2.45

2.4

2.3

2.3

3.15 

2.45

2.35

2 2

2.1

2.3

2.25

2.1

2.0

Sept.

1.4 

1.4

1.4

1.3

1.4

1.4

1.4 

1.4

1.3

1.3

1.3

1.3

1.4

Oct.

1.0 

1.0

1.0

1.0

1.0

1.0

1.0 

1.0

1.35

1.45

1 o

1.2

1 9

1.2

Nov.

1.5

1 45

1.4

1.3

1.3

3.35 

2.45

3.05

2.95

2.7

2.9

2.65

9 KC

Dec.

2.2 

2.2

2.15

2.1

3.35

6.1

6.9

6.8

6.6

5.55

5.0

4.7

4.35

4.2

3.95

Day.

16.......... 

17..........

18..........

19..........

20..........

21..........

22.......... 

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31..........

July.

3.9

3.7 

3.5

3.4

3.2

3.1

3.1

3.0

2.85

2.75

2.7

Aug.

2.0 

1.9

1.8

1.8

1.75

1.6 

1.5

1.5

1.4

1.4

1.4

1.3

1.3

1.3

1.3

Sept.

1.3 

1.2

1.2

1.2

1.2

1.3

1.3 

1.25

1.2

1.2

1.2

1.2

1.1

1.1

Oct.

1.25 

1.3

1.3

1.2

1.2

1.3

1.3 

1.3

1.3

1 9

1.2

1.25

1.3

1.3

1.3

1.4

Nov.

2.4 

2.55

3.0

3.25

3.35

3.2

3.1 

3.05

2 9

2.75

2.55

2.3

2.3

2 2

Dec.

3.75

3.35

3.3

3.15

t n

3.0 

2.9

2.8

2:5

2.5

2.3

2.2

WHITE RIVER AT WALLS FERRY, ARK.

This station, which is located at the Government dam at Walls 

Ferry, Ark., will furnish data necessary in studying water power, 

navigation, and flood control problems. The discharge of the stream 

will be computed from the records of the gage heights above the lock, 

considering the dam as a weir. Discharge measurements will be made 

in order to determine the proper coefficients to be used. The first 

measurement was made in November, 1909.
LOWER MISSISSIPPI BASIN. 37

This station is maintained under the direction of the State geologist 

of Arkansas. 

The following discharge measurement was made by W. N. Gladson:

November 28, 1909: Width, 3LO feet; area, 1,830 square feet; gage height, 6.8 feet; 

discharge, 2,790 second-feet.

BUFFALO RIVER NEAR GILBERT, ARK.

This station, which is located at the Missouri & North Arkansas 

Railroad bridge near Gilbert, Ark., was established July 16, 1909, to 

obtain data for use in studying water power and storage problems.

Bear Creek is tributary to Buffalo River from the right bank about 

one-fourth mile above the station.

The datum of the chain gage, which is fastened to the upstream 

guardrail of the bridge, from which high-water measurements are also 

made, has not been changed. Low-water measurements are made by 

wading. Measurements of high water may be complicated by the 

flow from Bear Creek.

This station is maintained under the direction of the State geologist 

of Arkansas.

Discharge measurements of Buffalo River near Gilbert, Ark., in 1909.

Date.

November 29. . .

Hy Irographer.

W . N . Gladson ....................................

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

Width.

Feet. 

65

68

Area of 

section.

Sq.ft. 

98

128

Gage 

height.

Feet. 

3.0

3.2

Discharge.

Scc.-ft. 

131

155

NOTE. Measurements made by wad ing.

Daily gage height, in fe(t, of Buffalo River near Gilbert, Ark., for 1909. 

[Mrs. R. J. Williams, observer.]

Day.

1..........

2.......... 

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12.......... 

13..........

14.......... 

15..........

July. Aug.

2.6

2.6

2

C

2.5

2.5

2.5

2.6

2.7

9 7

2.6

2.6

2.6 

2.5

2.5 

2.5

Sept.

2.2

2.2

9 9

2.3

2.3

2.3

2.3

2.3

2.3

2.3 

2.3

2.2 

2.3

Oct.

2.2

2.2

9 9

2.2

2.2

2.2

2.2

9 9

9 fi

2.4

2.3

2.3 

2.3

2.3 

2.3

Nov.

2.5

2.4

2.4

2.4

2.5

2.5

2

C

2.6

2.5

2.5

2.6 

2.6

2.7 

2.7

Dec.

3.0

3.0 

3.8

3.6

3.6

4.3

4.8

4.0

3.7

3.6

4.6 

5.1

4.8

4 1

Day.

16..........

17.......... 

18..........

19

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27.......... 

28..........

29.......... 

30..........

0-1

July.

3.0

3.0

2.8

2.8

2.7

2.7

2.7

2.7

2.7

2.7

2.6 

2.6

2.6 

2.6

9 fi

Aug.

2.5

2.5 

2.4

2.4

2.4

2.4

2.3

2.3

2.3

2.3

2.2

2.2

2.2 

2.2

Sept.

2.3

2.2

2.2

2.2

2.3

2.3

2.3

2.3

2.3

2.3

2.3 

2.3

2.3 

2.3

Oct.

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

Nov.

2.9

3.9 

4.1

3.9

3.6

3.4

3.3

3.2

3.1

3.1

3.0

3.0

2.9

2.9 

2.9

Dec.

4.2

4.0 

3.6

3.6

3.4

3.4

3.3

3.2

3.2

3.2

3,1

3.1 

3.0

3.0 

2.9

2.9
38 SURFACE WATER SUPPLY, 1909, PART VII.

NORTH FORK RIVER NEAR HENDERSON, ARK.

This station, which is located at Smith's ferry, near Henderson, 

Ark., was established July 23, 1909, to obtain data for use in studying water power, storage, and navigation problems.

Bayou Creek enters on the left bank about 1£ miles above the 

station.

The gage consists of three vertical sections on the left bank near 

the ferry. Its datum has not been changed. Measurements are 

made from the ferryboat or by wading at low water.

This station is maintained under the direction of the State geologist 

of Arkansas.

Discharge measurements of North Fork River near Henderson, Ark., in 1909.

Date. Hydrographer.

W. N. Gladson. ....................................

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

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

Width.

Feet. 

210

230

240

Area of 

section.

Sq.ft. 

709

718

777

Gage 

height.

Feet. 

1.4

1.6

1.75

Discharge.

Sec.-ft. 

851

719

911

a Measurement by wading one-half mile below the ferry.

Daily gage height, in feet, of North Fork River near Henderson, Ark., for 1909. 

[F. S. Field, observer.]

Day.

1. ......... 

2. ......... 

3.......... 

4..........

5. .........

6..........

7 .......... 

8..........

9.......... 

10..........

11 .......... 

12.......... 

13.......... 

14..........

15..........

July. Aug.

2.1 

2.0 

2.9 

2.9

2.8 

2.8

2.7 

2.G5 

2.55 

2.5

2.4 

2.35 

1.95 

1.7 

1.7

Sept.

1.7 

1.6 

1.55 

1.5

1.65 

1.6

1.5 

1.6 

1.6 

1.55

1.5 

1.5 

1,5 

1.7 

1.85

Oct.

1.5 

1.5 

1.5 

1.4

1.45

1.6 

1.6 

1.6 

1.6

1.5 

1.5 

1.5 

1.45 

1.4

Nov.

1.6 

1.65 

1.8 

1.75

1.65 

1.6

1.7 

1.8 

1.9 

1.85

1.75 

1.65 

1.6 

1.5 

1.55

Dec.

1.8 

1.85 

1.9 

1.8.

1.8 

1.85

1.9 

2.0 

2.5 

2.65

1.9 

1.9 

1.8 

1.85 

1.85

Day.

16.......... 

17.......... 

18.......... 

19..........

20.......... 

21..........

22.......... 

23.......... 

24.......... 

25..........

26.......... 

27.......--- 

28.......... 

29.......... 

30.......... 

31..........

July.

~2."2" 

2.15 

2.1

2.1 

2.05 

2.0 

2.0 

2.55 

2.1

Aug.

1.7 

1.6 

1.6 

1.6

1.5 

1.4

1.4 

1.4 

1.35 

1.3

1.3 

1.3 

1.3 

2.0 

2.0 

1.9

Sept.

1.75 

1.65 

1.5 

1.5

1.5 

1.65

1.75 

1.6 

1.5 

1.5

1.5 

1.5 

1.5 

1.6 

1.55

Oct.

1.4 

1.5 

1.5 

1.45

1.4 

1.5

1.5 

1.5 

1.5 

1.5

1.5 

1.45 

1.4 

1.4 

1.4 

1.5

Nov.

1.7 

1.75 

1.7 

1.65

1.7 

1.6

1.65 

1.7 

1.65 

1.6

1.6 

1.6 

1.7 

1.7 

1.8

Dec.

1.9 

1.8 

1.7 

1.7

1.7 

1.75

1.8 

1.8 

1.7 

1.6

1.6 

1.55 

1.5 

1.6 

1.6 

1.6

LITTLE RED RIVER AT PANGBTJRN, ARK.

This station, which is located at Skillern's ferry, near Pangburn, 

Ark., was established July 15, 1909, to obtain data for use in studying water power, water supply, storage, and navigation problems.

Big Red Creek joins Little Red River about one-half mile below 

the station.

This stream is used to considerable extent for running logs. Log 

jams above and below the station affect the gage for short periods. 

Ice rarely, if ever, forms on this stream.
LOWER MISSISSIPPI BASIK. 39

The gage consists of three vertical sections on the right bank near 

the ferry. Its datum has not been changed. Measurements are 

made from a ferryboat or by wading at low water.

This station is maintained under the direction of the State geologist 

of Arkansas.

Discharge measurements of Little Red River near Pangburn, Ark., in 1909.

Date. Hydrographer.

W.N. Gladson.. ....... ............................

.....do..........-..-..--.-...-.........-.--..-...-..

Width.

Feet. 

170

200

Area of 

section.

Sq.ft. 

552

674

Gage 

height.

Feet. 

3.1

3.7

Discharge.

Sec.-ft. 

329

637

Daily gage height, in feet, of Little Red River near Pangburn, Ark., for 1909. 

[A. J. Stolz, observer.]

Day.

3. .........

4....-..-..

6. ........ -

7. .........

8..........

9

10..........

11. ....... .. 

12.......... 

13. ........ .

14..........

15..........

July.

......

2.65

2.9

Aug.

2.0

1.9

1.9

1.8

1.8

1.8

1.8

1.7 

1.7

1.7

1.7 

1.7 

1.7

1.6

1.6

Sept.

1.5

1.4

1.4

1.5

1.5

1.5

1.8

1.6 

1.5

1.5

1.5 

1.4 

1.4

1.4

1.4

Oct.

1.4

1.5

1.5

1.5

1.5

1.6

1.6

1.5

1 ^

1.5

1.4 

1.4 

1.4

1.5

1.5

Nov.

1.6

1.6

1.6

1.6 i t;

1.5

2.2

2.5

2.3

2.4 

3.0 

2.9

3.0

Dec.

3.0

2.9

2.9

5.4

4.8

4.5

5.1

5.0

4.8

4.4

4.5 

7.5 

13.4

10.6

8.2

Day.

16..........

17....-...-.

18..........

19..........

20

21..........

22..........

23. .........

24..........

OK

26.......... 

27.......... 

28..........

on

30..........

31..........

July.

3.2

3.0

3.2

3.1

3.1

3.1

2.1

2.3

2.2

2.2

2.1 

2.1

2.7

2.0

2.0

Aug.

1.6

1.7

1.8

1.7

1.7

1.7

1.7

1.6 

1.6

1.6

1.6 

1.6 

1.6

1.6

1.5

1.5

Sept.

1.4

1.4

1.3

1.3

1.3

1.6

1.8

2.2 

1.8

1.6

1.6 

1.5 

1.5

1.4

Oct.

1.5

1.5

1.5

1.5

1.5

1.6

1.5

1.6 

1.6

1.6

1.6 

1.6 

1.6

1.5

1.5

1.5

Nov.

2.9

2.9

8.4

6.4

5.0

4.3

3.9

3.7 

3.5

3.6

3.6 

3.5 

3.4

3.2

3.0

Dec.

7.0

6.4

5.8

5.2

4.9

4.7

4.3

3.9 

3.8

3.7

3.7 

3.6 

3.5

3.4

3.3

3.2

ARKANSAS RIVER DRAINAGE BASIN.

DESCRIPTION.

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

highest mountain ranges of Colorado the Saguache, Sangre de 

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

altitude. The melting of the almost perpetual snow that mantles 

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

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

near Leadville to form the Arkansas.

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

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

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

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

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

general course is eastward for about 200 miles. Entering Kansas 

the river runs for 140 miles by general course a little south of east; it
40 SURFACE WATER SUPPLY, 1909, PART VII.

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

Great Bend, below which it flows southeastward across Oklahoma 

to its junction with the Mississippi in northeastern Arkansas. The 

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

and its drainage basin includes 177,500 square miles.

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

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

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

prairies are used more or less for irrigation. The mostimportantof 

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

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

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

largest of these tributaries is Canadian Kiver.

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

but toward the south the elevation decreases and the country is 

well marked by stream channels that trend in a general northeasterly 

direction. The streams on the north flow generally southward when 

they emerge from the mountains.

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

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

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

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

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

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

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

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

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

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

Oklahoma, and Arkansas.

The rocks exposed in the mountainous area present great variety, 

ranging from the metamorphic granites of Pikes Peak and the Royal 

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

Arkansas from Salida to Leadville and in the upper Grape Creek 

Range. Next to the granites the eruptive rocks are most common, 

and sedimentary rocks are found over wide areas.

In the plains region the principal rock exposures seen along the 

heavily eroded stream channels are shales, sandstone, and limestone 

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

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

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

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

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

dry intermittent channels, usually termed arroyos, are narrow and
LOWER MISSISSIPPI BASIN. 41

have high vertical walls, and are cut deeper by each succeeding flood. 

The vegetation is scanty, consisting of native grasses, sagebrush, 

chico, and cactus pads. The ranges have been very closely pastured, 

making conditions conducive to an excessive flood run-off.

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

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

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

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

elevation slightly exceeding 100 feet above sea level.

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

miles of merchantable timber land and considerably more than that 

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

cultivation, may be classed as barren and sagebrush land.

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

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

mainly in the form of snow, and amounts to 20 or 30 inches each 

year. From the foothills to Arkansas City the precipitation ranges 

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

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

mountain lakes of glacial origin.

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

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

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

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

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

are intermittent in character.

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

to sea level, the climatic conditions vary greatly. In the mountainous sections the winters are severe, the snowfall is heavy, and the 

rivers have a thick ice cover for several months. As the altitude 

decreases the winters become milder.

At the present time about half a million acres of land are under 

irrigation on Arkansas River and its tributaries in Colorado, but 

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

The Garden City project of the United States Eeclamation Service 

will eventually provide for the irrigation of probably 15,000 acres in 

the Arkansas Valley in western Kansas, principally by pumping the 

underflow.

Numerous reservoirs now in operation along the Arkansas, together 

with direct diversions for irrigation, provide for the use of the greater 

part of the flow of Arkansas Eiver in Colorado. The largest reservoirs are in the system of the Great Plains Eeservoir Company, 

on the north side of the river in the eastern part of the State. The 

reservoirs of this system are supplied by feeder canals, and have a 

combined capacity of almost 200,000 acre-feet. Other reservoirs
42 SURFACE WATER SUPPLY, 1909, PART VII.

now contemplated or under construction, on the tributaries of the 

Arkansas, will provide for the irrigation of a large additional area. 

These reservoirs are necessitated by the intermittent character of 

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

excellent reservoir sites. The flood on the Arkansas in October, 

1908, illustrates the possibility for additional storage in some of 

them. (For report on this flood, see Water-Supply Paper 247, 

p. 35.)

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

power development is necessarily confined to the upper reaches of 

the Arkansas and its tributaries. It seems probable that, with 

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

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

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

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

as great. The year of lowest flow is 1902, while 1908 is second.

ARKANSAS RIVER AT SALIDA, COLO.

A station was maintained on Arkansas Kiver at Salida under the 

direction of the United States Geological Survey from 1895 to 1903. 1 

The station was reestablished November 3, 1909, by the state engineer of Colorado, who placed a Bristol automatic gage with an 

auxiliary slope gage about a block below the concrete bridge on 

the road from town to the Denver & Rio Grande Railroad depot. 

The records furnish data concerning the amount of water available 

for irrigation.

The new and old stations bear the same relation to tributaries and 

diversions, but are at different sections.

The gage has no determined relation to the gage used in 1903. 

Discharge measurements are made from the concrete bridge.

On account of springs in the vicinity of the station, the channel is 

open throughout the winter months, making a very favorable location 

for the gage.

Discharge measurements of Arkansas River at Salida, Colo., in 1909.

Date. Hydrographer.

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

Area of 

section.

Sq.ft. 

174

102

Gage 

height.

Feet. 

1.60

.70

Discharge.

Sec.~ft. 

547

243

1 For description, see Water-Supply Paper U. S. Geol. Survey No. 99, p. 301.
LOWER MISSISSIPPI BASIN.

Daily gage height, in feet, of Arkansas River at Salida, Colo., for 1909.

43

Day.

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

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

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

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

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

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

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

Nov. Dec.

1.05

1.1

.95

.8

.9

.9

.9

.9

,95

Day.

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

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

1 3

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

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

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

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

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

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

Nov.

1.15

1.15

1.0

1.05

1.1

1.1

1.1

1.1

1.15

Dec.

0.85

.85

g

.85

.8

.8

.7

.65

.65

Day.

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

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

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

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

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

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

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

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

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

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

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

Nov.

1.15

1.1

1.1

1.1

1.05

1.1

1.1

1.05

1.1

1.1

Dec.

0 7

8

85

85

8

8

85

8

8

8

8

Daily discharge, in second-feet, of Arkansas River at Salida, Colo,, for 1909.

Day.

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

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

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

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

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

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

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

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

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

Nov. Dec.

325

340

340

292

250

275

275

275

275

292

Day.

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

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

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

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

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

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

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

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

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

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

Nov.

358

358

340

310

325

340

340

340

340

358

Dec.

262

262

275

262

250

238

250

225

212

212

Day.

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

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

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

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

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

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

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

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

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

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

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

Nov.

358

340

340

340

325

340

340

325

340

340

Dec.

225

250

262

262

250

250

262

250

250

250

250

NOTE. These discharges are based on the rating curve used by the State engineer of Colorado. It is 

fairly well defined.

Monthly discharge of Arkansas River at Salida, Colo., for 1909.

Month.

November 11-30. ...... . . ................

Discharge in second-feet.

Maximum.

358 

340

Minimum.

310 

212

Mean.

337 

263

Run-off 

(total in 

acre-feet).

13,400 

16,200

ARKANSAS RIVER AT CANON CITY, COLO.

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

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

Springs Hotel, about 1^ miles above the Denver & Rio Grande 

Railroad depot at Canon City, Colo.

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

river and are valuable both for power and irrigation projects.

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

and Oil Creek comes in about 5 miles below. The drainage area comprises about 3,000 square miles. North and South Canyon ditches 

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

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

these canals but the combined flow is from 50 to 100 second-feet
44 SURFACE WATER SUPPLY, 1909, PART VII.

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

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

tributaries.

The flow of the river is affected by ice for three or four months 

during the winter season.

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

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

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

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

1902, when another gage was established on the right bank at the 

datum of the original gage, though it is situated a short distance 

farther downstream. The present chain gage is a few feet upstream 

from the cable. In September, 1909, the state engineer established 

a Bristol self-recording gage near the location of the chain gage, but 

with a datum. 2 feet higher. Both gages have been read since that 

time. Measurements are made from, a cable.

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

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

considerable shifting, which makes the estimates of daily discharge 

rather uncertain, especially after violent flood.

Discharge measurements of Arkansas River at Canon City, Colo., in 1909.

Date.

June 28........

July 21.........

October 11.....

Hydrographer.

G. H. Russell. .....................................

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

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

G. H. Russell.. . ....................................

G. H. Russell. .....................................

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

Width.

Feet.

88

106

106

100

98

100

100

96

96

117

97

45

Area of 

section.

'Sq.ft. 

152

423

443

289

232

223

212

284

235

196

192

188

180

143

81

Gage 

height.

Feet. 

3.40

6.15

6.40

5.00

4.30

4.65

4.75

5.10

4.95

4.30

4.20

4.13

4.10

3.95

3.65

Discharge.

Sec.-ft. 

388

2,870

3,000

1,530

882

1,080

1,310

1,310

1,220

735

689

631

559

427

276

a Wading measurement. 6 Ice along edges.

Daily gage height, in feet, of Arkansas River at Canon City, Colo., for 1909. 

[S. R. McKissiek, observer.]

Day.

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

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

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

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

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

Apr. May.

3.0

3.05

3.1

3.2

3.35

3.45

3.55

3.65

3.75

June.

4.65

4.6

4.7

5.2

5.7

5.75

5.95

6.1

5.95

6.05

July.

6.25

6.4

6.4

6.7

7.0

6.5

5.9

5.9

5.75

5.6

Aug.

4.7

4.7

4.5

4.2

4.25

4.15

4.15

4.4

4.25

4.2

Sept.

4.8

4.8

4.65

4.7

5.45

6.4

6.0

6.05

6.0

5.8

Oct.

4.3

4.2

4.2

4.2

4.25

4.3

4.35

4.35

4.35

4.3

Nov.

4.0

4.1

4.1

4.0

3.9

3.9

3.85

3.8

3.8

3.9

Dec.

4.1

4.1

4.1

4.0

3.9

3.9

4.0

4.0

4.05

4.1
LOWEB MISSISSIPPI BASIN". 45 

Daily gage height, in feet, of Arkansas River at Canon City, Colo.,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...........................

Apr.

3.3

3.2

3..15

3

1

Q 1

3

1

3.2

3.25

3.2

May.

4.05

4.05

1 Q

4.0

4.1

A OC

4.35

4.35

4.5

4.5

4

C

4.4

4.5

4 7

4.8

4.65

June.

6.25

6.35

6.55

6.3

<; Q

7.05

6.25

6.15

6.85

6.7

6.45

6.45

6.35

6.35

6.4

July.

5.5

5

OC

4 85

4.85

4.8

4.75

4.7

4.85

5.3

5.05

5 1 \

5.1

4.95

4.75

Aug.

4.25

4.1

4.4

4.25

7.95

6.2

4.3

A Q

4.6

4.4

4.4

4

0

4.5

4.75

Sept.

5

0C

5.45

K q

5.1

4.9

4.8

A 7C

4.5

4.5

4.5

4.5

4 45

4.4

4 4

4.3

4.3

4.3

Oct.

4.3

4.3

4.2

4

1 c

4.1

4.1

4.1

4.1

4.0

4.0

4.1

4.2

4.2

4.2

4.1

4.1

4.0

4.0

Nov.

3.9

3.9

3.9

3.9

4.0

4.0

3.95

4.0

4. 05

4.0

4.15

4.1

4.1

4.1

4.1

4 05

4.05

4.05

4.05

4.1

Dec.

4.1

4.1

4.0

4.0

4.0

3.7

3.6

3.0

3.6

3.75

4.05

4.1

4.0

4.1

4.1

4.1

4.05

4.15

NOTE. Probable ice conditions December 4 to 3l. 

Daily discharge, in second-feet, of Arkansas River at Canon City, Colo.,for 1909.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Apr.

410

350

311

292

273

273

273

292

311

311

May.

292

236

273

311

370

452

497

544

712

712

680

680

622

680

680

743

848

923

923

1,040

1,040

1,040

962

1,040

1,220

1,320

1,180

June.

1,130

2,320

2,380

2,620

2,800

2,620

2,740

3,000

3,120

3,060

2,620

2,560

2,740

3,520

4,060

4,320

3,520

3,000

2,870

3,790

3,590

3,260

3,260

3,120

3,190

July.

3,000

3,190

3,590

3,990

3,320

2,560

2,560

2,380

2,200

2,080

1,790

1,570

1,370

1,370

1,470

1,320

1,270

1,220

1,180

1,370

1,850

1,570

1,740

1,960

1,680

1,740

1,630

1,470

1,270

Aug.

1,220

1,220

811

848

777

777

962

848

811

848

743

962

811

1,040

810

1,960

5,400

3,030

1,000

1,390

1,040

790

800

1,080

900

910

840

980

1,040

1,300

Sept.

1,360

1,350

1,190

2,040

3,260

2,700

2,740

2,630

2,320

1,730

1,580

1,790

1,580

1,440

1,310

1,240

1,170

1,070

1,030

810

810

820

820

790

760

760

690

690

690

Oct.

695

620

630

670

710

755

760

765

725

729

729

652

618

583

583

553

583

583

520

520

583

652

652

652

583

583

583

552

520

520

Nov.

520

583

583

520

464

464

438

412

412

464

464

464

464

464

520

520

492

520

552

520

618

583

583

683

583

552

552

552

552

583

Dec.

583

583

583

552

400

400

455

455

484

612

612

455

484

612

455

455

455

300

255

255

255

240

280

280

280

280

280

280

280

280

280

NOTE. Thede discharges are based on rating curves applicable as follows: April 20 to August 15, well 

defined below 3,000 second-feet; August 15 to October 10, indirect method for shifting channels; October 11 

to December 4, fairly well defined; December 5 to December 21, based on measurements under slight ice 

conditions; December 22 to 31, estimated on account of ice conditions.
46 SURFACE WATER SUPPLY, 1909, PART VII.

Monthly discharge of Arkansas River at Canon City, Colo.,for 1909.

Month.

April (20-30).... . ..................................

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

Discharge in second-feet.

Maximum.

410 

1,370 

4,320 

3,990 

5,400 

3,260 

765 

618 

612

Minimum.

273 

236 

1,130 

1,180 

743 

690 

520 

412 

240

Mean.

311 

733 

2,860 

2,020 

1,190 

1,410 

623 

519 

402

Run-off 

(total in 

-acre-feet).

6,790 

45,100 

170,000 

124,000 

73,200 

83,900 

38,300 

30,900 

24,700

597, 000

Accuracy.

B.

A. 

B. 

A. 

B. 

B. 

A. 

A. 

C.

ARKANSAS RIVER AT PUEBLO, COLO.

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

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

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

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

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

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

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

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

since July 7, 1905. Measurements are made from this bridge.

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

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

the data are especially valuable to water superintendents and the 

State water commissioners in making distribution of water to the 

canals below.

No important tributaries enter within several miles above the 

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

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

below.

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

water supply also takes out above. Additional filings for irrigation 

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

on some of the minor tributaries.

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

winter months and sometimes the river is frozen over or affected by 

ice jams below, but the results are rarely influenced by ice conditions 

for more than two months during the year. As noted above, numerous changes have been made in the datum of the gage.

Very good measurements can be obtained at this point, although 

the channel sometimes shifts considerably during floods.
LOWER MISSISSIPPI BASIN". 47 

Discharge measurements of Arkansas River at Pueblo, Colo., in 1909.

Date.

May 23.........

June 24.........

July 16......... 

July 22... ......

July 23... ......

July 30.........

October 7 ......

Hydrographer.

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

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

Thos. Grieve. ...................................... 

G. H. Russell.. . ....................................

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

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

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

..... do.... ..----........-.-.....-.--........--..--..

Thos. Grieve. ...................................... 

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

C. L. Chatfield. .....................................

C. L . Chatfield. .....................................

Width.

Feet. 

67

150

150

152

152 ""i5o"

. 146

151

150

151 

150

148

79

145

111

Area of 

section.

Sq.ft. 

66

282

432

439

477

312 

306

331

346

196

266

366

347

262 

221

213

168

187

181

128

Gage 

height.

Feet. 

1.74

3.20

3.95

4.35

4.64

3.38 

3.56

3.52

3.65

2.63

3.18

3.72

3.60

3.00 

2.76

2.70

2.49

2.65

2.52

2.55

Discharge.

Sec.-fl. 

106

1,050

2,310

2,470

2,610

1,280 

1,370

1,370

1,580

548

980

1,710

1,590

949 

696

685

494

595

567

268

a Ice conditions.

Daily gage height, in feet, of Arkansas River at Pueblo, Colo., for 1909. 

[D, J. Cox, observer.]

Day.

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

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

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

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

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

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

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

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

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

12..:.........................

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Apr.

2.3

2.3

2.3

2.4

2.35

2.3

2.0

2.0

2.05

2.1

911

May.

2.2

2.05

2.0

1.9

1.85

1.9

2.0

2.2

2.3

2.35

2.75

2.8

2.8

2.8

2.7

2.6

2.6

2.7

2 or

3.15

3.2

3.2

3.3

3.2

3.1

0 I

3.2

3 A

3.35

June.

3.3

3.25

3.25

3.5

4.1

4.65

4.55

4.55

4.3

4.7

4.7

5.05

4.35

4.25

A OK

4.65

5

4.K

5.55

4.6

A AZ

4.8

5

0

4.85

4.65

4.7

4.75

4.7

July.

4.65

4.75

4.65

4.7

4.9

5.45

4.2

4.05

4.0

3.85

3.65

0 C

3.5

3.3

3.25

3 9

3.1

3 7

3 a

4.7

4.0

3.8

3

(\X

3.7

3

7C

3.6

3.2

Aug.

3.3

3.3

3.3

2.95

2.95

2.8

2.75

2.75

3.1

2.9

9 0

2.9

9 Q

3.2

3.4

2.95

3

OC

6.05

4 05

3.4

4.55

9 Q

2.8

3 fl

2.95

3

n

3

n

3 0

3 1 *\

Sept.

3.35

3.4

3.3

4.2

4.3

4.8

4.65

5.1

5.0

4.8

4.1

4.0

4.1

4.05

3.85

3.65

3.55

3.65

q 4.1

3.35

3.3

3.3

3.3

i 1

3.1

3

1

3.05

0 A

Oct.

2.95

2.9

2.9

2.9

2.9

2.9

3.0

3.1

3.1

3.0

3.0

3.0

3.0

2.9

2.85

2.8

2.7

2.7

2.7

9 7

2.65

2.6

2.7

2.7

2.7

. 2.6

2.6

2.6

2.6

2.6

2.6

Nov.

2.6

2.6

2.6

2/7

2.55

2.5

2.6

2.6

2.5

2.5

2.5

2.55

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.65

2.7

2.65

2.6

2.5

2.5

2.5

2.55

9 ft

2.6

Dec.

2.6

2.6

2.6

2.7

2.5

2.5

2.5

2.55

2.6

2.7

2.7

2.6

2.7

2.6

2.6

2.6

2.6

1.95

2.0

2.35

2.6

2.75

3.2

3.4

3.5

3.05

3.15

3.3

3.2

3.3

NOTE, Probable ice conditions December 21 to 31,
48 SURFACE WATER SUPPLY, 1909, PART VII.

Daily discharge, in second-feet, of Arkansas River at Pueblo, Colo.,for 1909.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Apr.

ore

355

355

385

355

one

one;

228

250

275

May.

300

ooc

105

145

165

205

300

385

588

705

550

550

748

1,020

1 080

1 080

1,180

1,080

Q-TC

Q-TK

1,080

1,280

1,340

1,130

June.

1,180

1,120

1,120

1,390

o i on

2,850

2,710

2,850

2,710

2,380

2,780

3,420

2,440

2,310

f) CCA

4,000

4 160

4,000

2 780

2,570

3 fM^n

3,780

3 1 3fl

2,850

2,920

2 990

2,920

July.

2,850

2,990

2,850

2,920

4,000

2,500

2,240

2,050

1,990

1,800

1,560

1,390

1,390

1,180

1,280

1,450

1,230

1,120

1,080

975

1,500

2,920

1,990

1,740

1,560

1,620

1,680

1,080

Aug.

1,180

1,180

1,180

835

835

705

665

790

790

790

790

1,080

1,280

835

1,120

2,850

1,280

790

705

880

835

880

880

880

1,020

Sept.

1,230

1,280

1,180

2,240

2,380

3,060

2,850

3,500

3,350

3,060

2,120

1,990

2,120

2,050

1,800

1,560

1,560

1,450

1, 560

1,340

1,230

1,180

1,180

1 180

1,180

975

975

928

880

835

Oct.

835

790

790

790

790

790

880

975

975

880

880

880

880

790

748

705

625

625

625

625

588

550

625

625

625

550

550

550

550

550

550

Nov.

550

550

550

625

515

480

550

550

480

480

480

515

550

550

550

550

550

550

550

550

588

625

588

550

480

480

480

515

550

550

Dec.

550

" 550

550

625

480

480

480

515

550

625

625

550

625

550

550

550

550

185

205

385

268

320

320

320

320

320

320

320

320

320

320

NOTE. The above discharges are based on a rating curve which is fairly well defined between 415 and 

1,990 second-feet. Ice conditions December 21 to 31; flow estimated.

Monthly discharge of Arkansas River at Pueblo, Colo., for 1909.

Month.

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

Discharge in second-feet.

Maximum.

415 

1,340 

4,160 

4,000 

4,920 

3,500 

975 

625 

625

Minimum.

205 

145 

1,120 

975 

665 

835 

550 

480 

185

Mean.

308 

682 

2,720 

1,910 

1,210 

1,740 

716 

538 

440

Run-off 

(total in 

acre-feet).

6,720 

41,900 

162,000 

117,000 

74,400 

104,000 

44,000 

32,000 

27,100

609,000

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

C.

ARKANSAS RIVER AT LAS ANIMAS, COLO.

On May 13, 1898, a station was established at a wagon bridge about 

half a mile north of Las Animas. A rod gage was fastened to one of - 

the bridge piers. No continuous records were obtained, as the gage 

has only been read occasionally and but few discharge measurements 

made. On August 1,1909, the station was reestablished by the State 

engineer of Colorado. It is believed the same gage was used and that 

the datum remained unchanged. The bed of the stream is very
LOWEB MISSISSIPPI BASIN. 49

shifting, and owing to the skew of the bridge measurements must be 

made by wading at various sections. The station is of no value for 

high-water measurements.

Available data are insufficient to warrant estimates of daily 

discharge.

Discharge measurements of Arkansas River at Las Animas, Colo., in 1909.

Date. Hydrographer.

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

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

Area of 

section.

Sq.ft.

31

fQ

Gage 

height.

Feet. 

1.80

1.50

Discharge.

Sec.-ft. 

117

53

119

NOTE. Measurements made by wading below the bridge.

Daily gage height, in feet, of Arkansas River at Las Animas, Colo., for 1909. 

[S. W. Dobbins, observer.]

Day.

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

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

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

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

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

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

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

Aug.

.5

.8

.8

Sept.

1.8

1 Q

O ft

2.8

2.5

4

C

4.6

5.8

Oct.

1.6

1.6

1.6

1.4

1.4

1.8

1 9

Day.

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

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

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

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

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

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

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

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

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

Aug.

0 9

.8

1.0

1 C

1.4

1 ^

3.0

6.0

Sept.

4.5

4.2

3

O

4.0

2

0

2 A

9 ft

2.1

Oct. Day.

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

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

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

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

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

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

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

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

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

Aug.

4.4

2.5

1.5

1.5

1.5

1.9

1.7

1.5

1.5

Sept.

2 0

2.0

1 9

1.9

1.7

1.7

1.8

1.8

1.7

1.7

Oct.

ARKANSAS RIVER AT HOLLY, COLO.

This station, which was established October 15, 1907, is located 

at the pile highway bridge one-half mile southeast of Holly, Colo., 

about 4 miles above the Colorado-Kansas line.

As no important diversions are made between the two points the 

data obtained at this station have special value as showing the 

amount of surface water passing from Colorado to Kansas.

The station is just above the mouth of-Wild Horse Creek and 

about 1 mile below the mouth of Two Butte Creek. The drainage 

area is about 25,000 square miles.

As nearly half a million acres of land are under irrigation above 

this point most of the ordinary flow of the stream is diverted during 

the irrigation season, while during the winter months it is used to 

fill up the numerous storage reservoirs in the basin. Except during 

periods of heavy flood, the flow at Holly consists chiefly of return 

waters. The stream flow is little affected by ice.

The gage heights here published have all been referred to the same 

datum, though a rod gage at a different datum was used during part 

84549° WSP 267 11 4
50 SURFACE WATER SUPPLY, 1909, PART VII.

of 1908. During high stages measurements are made from highway 

bridge and during low stages by wading at miscellaneous sections.

Fairly good measurements can be taken at this point, but in order 

to obtain accurate records of daily discharge it is necessary to take 

them frequently on account of the extremely shifting character of 

the channel.

Discharge measurements of Arkansas River at Holly, Colo., in 1909.

Date.

July 10. ........

Hydrographer.

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

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

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

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

G. H. Russell. ......................................

C. L. Chatfield.. . ...................................

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

G. H. Russell. ......................................

Width.

Feet. 

37

23

22

284

7.5

211

251

106

206

Area of 

section.

Sq. feet. 

9.7

8.6

6.4

243

8.6

225

266

54

207

Gage 

height.

Feet. 

0.13

.20

.15

1.47

.30

1.90

1.90

1.25

2.20

Discharge.

Scc.-ft.

12.5

5.4

409

7.1

500

706

90

431

a Made by wading. b Ice conditions. Made by wading.

Daily gage height, in feet, of Arkansas River at Holly, Colo., for 1909. 

[S. W. Jones, 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...............

Jan.

0.45

.45

.45

.45

.4

.4

.4

.4

.4

.4

.4

.55

.6

.6

.6

.6

.6

.6

.6

.55

.55

.55

.6

.6

.5

.5

.5

.5

.5

.5

.5

Feb.

0.5

.5

.45

.3

.3

.3

.3

.3

.45

.4

9

.9

9

.9

.9

.8

.65

.5

.5

.4

Mar.

0.3

.3

.4

.4

.4

.4

.4

.4

.5

.6

.6

.6

.6

.6

.5

.5

.4

.55

.55

.5

.5

.5

.5

Apr.

0.5

.4

.4

.4

.4

.3

.3

 .3

.25

.2

.2

.15

.15

.15

.15

.2

.2

.25

.25

.25

.3

.35

May.

0.25

.2

.2

.2

.2

.2

.2

9

.2

.2

.2

.2

.2

9

1C

.15

.15

.15

.2

.2

.15

.15

.2

OC

.2

.2

.15

.15

.15

June.

0.2

.1

.1

.1

.15

.15

.15

1.1

.9

1.0

1.1

1.15

3.05

2.8

2.2

2.25

1.75

1.4

1.2

1.4

1.75

1.7

1.45

1.1

1.0

1.0

1.0

July.

0.9

.9

.8

.8

.7

.6

1.9

2.5

1.65

1.45

1.3

1.05

.9

1.3

.85

.8

.8

.8

.65

.6

.6

.6

3.25

2.75

2.1

1.5

2.2

1.6

1.85

1.35

1.15

Aug.

1.1

1.1

1.05

.9

.8

.8

.7

.6

.5

.3

.35

.3

.15

1.0

9

2.15

3 9

5.25

2.7

1.35

2.2

2.1

1.9

2.05

1.65

1.4

9

Sept.

0.9

.8

.8

.8

.7

1.0

3.45

4.8

4.1

3.9

3.7

3.75

2.8

3.95

4.4

3.5

2.9

2.55

2.25

2.15

2.0

1.95

1.75

1.3

1.6

1.35

1.7

1.75

1.65

Oct.

1.5

1.45

1.5

1.4

1.45

1.35

1.55

1.65 1.5'

1.55

1.5

1.45

1.45

1.45

1.3

1.3

1.3

1.25

1.15

1.25

1.2

1.25

1.25

1.2

1.1

1.15

1.2

1.15

1.15

1.15

1.2

Nov.

1.2

1.25

1.3

1.25

1.25

1.15

1.1

1.2

1.25

1.25

1.3

1.3

1.5

1.5

1.6

1.35

1.55

1.5

1.45

1.4

1.55

1.75

1.8

1.6

1.55

1.55

1.4

1.45

1.6

1.6

Dec.

1.6

1.55

1.65

1.6

1.6

1.55

1.5

1.6

1.65

1.8

1.9

1.75

1.85

1.85

1.8

2.05

2.15

2.15

2.1

2.0

1.9

2.0

2.2

2.15

2.05

2.05

2.15

1.85

2.15

2.15

2.2
LOWER MISSISSIPPI BASIN. 51

GRAPE GREEK AND DE WESSE-DYE DITCH NEAR CANON CITY,

COLO.

This station was established July 24, 1907, primarily to determine 

the amount of flood waters available for storage. Two gages have 

been used, which have been called the upper and the lower gages. 

The lower gage was established because of its accessibility. It is 

located about 150 yards above the junction of the creek with Arkansas River, some distance below the head of the De Wesse-Dye ditch, 

which has a capacity of about 25 second-feet. The upper gage is 

located about 1^ miles above the mouth of the stream, and 200 

yards above the headgates of the De Wesse-Dye ditch. At high 

water discharge measurements are made at the upper gage from a 

car and cable equipment and the discharge of the De Wesse-Dye 

ditch is subtracted to show the flow past the lower gage.

No important tributaries enter below the upper gage. Pine Creek 

enters a few miles above.

Considerable irrigation is practiced above this station in the vicinity 

of Silver Cliff, and a storage reservoir is also used to regulate the 

supply of water for the De Wesse-Dye ditch.

No change has been made in the datum of either gage since the 

station was established. During 1909 the lower gage was not used 

but gage readings were made by means of a Friez automatic gage 

at the same datum and near the location of the upper rod gage.

High velocities, the character of the stream bed, and the shifting 

nature of the channel during flood make it difficult to obtain accurate 

measurements. Moreover, the stream is subject to very rapid rises 

and subsides just as suddenly, so that an automatic register is necessary to record the changes in the gage heights.

The flow is usually very small during the winter months except 

when a flood occurs, so that ice conditions have very little influence 

on the flow. The drainage area at the mouth is 545 square miles, 

the elevation ranging from 14,000 feet above sea level at headwaters 

to 5,500 feet at the mouth.

Discharge measurements of^frape Creek near Canon City, Colo., in 1909.

Date.

July 21 a.......

Hydrographer.

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

.....do...........--..-----.-..... ..................

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

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

G. H. Russell. .....................................

.....do....-.-.-.---....------.....---.--------.---..

Width.

Feet. 

24

18.6

15.5

23

14

16.5

24

10

Area of 

section.

S9.ft.

ii

7.2

29

9.8

12.4

25.5

12

Gage 

height.

Feet. 

0.60

1.0

.90

3.0

1.2

1.08

2.15

1.20

Discharge.

Sec.-ft. 

23

c42.5

31

21.7

232

30.9

38.9

121

19

a Made by wading.

6 Ice efiect. Wading measurement.

c Discharge obtained by separate measurements of Grape Creek and De Wesse-Dye ditch.
52 SURFACE WATER SUPPLY, 1909, PART VII.

Daily gage height, in feet, of Grape Creek, near Canon City, Colo.,for 1909. 

[R. L. Proctor, observer.]

Day.

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

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

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

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

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

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

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

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

W.......... ..........................

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

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

13....."...............................

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

May. June. July.

1.00

1.02

OS

.98

.96 .-95

.94

.95

Aug.

0.92

.92

.92

.91

1.10

.80

.90

Sept.

3.00

Oct. Nov.

1.08

2.15

Dec.

1.20

PURGATORY RIVER DRAINAGE BASIN. 

DESCRIPTION.

Purgatory 1 River, the principal tributary of Arkansas River in 

Colorado, rises in the Culebra Mountains and flows northeastward 

across the plains for a distance of 165 miles. In the spring the channel carries a moderate volume of water, but as summer approaches 

this is greatly diminished by irrigation and natural conditions until 

the channel is practically dry. The volume of water contributed to 

the Arkansas is so small that it has no appreciable effect on the discharge of that river except at times of excessive rainfall, when it may 

discharge a large volume for a short time.

The drainage basin of Purgatory River is long and narrow. The 

total area is 3,400 square miles. The 742 square miles lying above 

Trinidad are mountainous and the surface is much broken by stream 

channels, which are normally dry. The lower basin is foothill country, merging into rough plains farther east. Drainage lines are well 

defined throughout part of the area. For 60 miles of its length, com1 This stream is often termed Las Animas, especially along its lower course, and sometimes it is called 

Picket Wire, It is sometimes spelled Purgatbire. -
LOWEE MISSISSIPPI BASIN. 53

mencing 25 miles below Trinidad, Purgatory River flows in a deep 

canyon. Many small tributary canyons enter at various angles to 

the main channel.

In the mountainous portion the Weather Bureau records at Clearview for fifteen years give a mean annual rainfall of 23 inches; at 

Trinidad, ten years' record, 17 inches. The plains drainage has 

approximately a mean annual precipitation of 12 inches.

No storage is practiced on this stream, thougk investigations are 

being made by a corporation with the purpose of constructing a large 

storage reservoir for use in irrigation. No power has been developed, 

and because of the abundance of coal in the vicinity of Trinidad it is 

doubtful if power development would be feasible, even under very 

favorable circumstances.

The basin contains about 100 square miles of merchantable timber 

land and a small amount of woodland, all of which is included in the 

Las Animas National Forest.

Some 20,000 acres of land are now being irrigated along Purgatory 

River.

PURGATORY RIVER AT TRINIDAD, COLO.

This station has been maintained at the Animas Street Bridge, 

Trinidad, Colo., from May 1, 1896, to July 31, 1899; from August 25, 

1905, to December 31, 1905; from November 7, 1906, to March 10, 

1907; and from October 14, 1907, to date.

The records furnish information as to flood discharge and are 

valuable also for irrigation pro] ects.

The South Fork joins the upper Purgatory about 14 miles above 

Trinidad. Chaquaqua River, the first important tributary below, 

enters about 60 miles below Trinidad. Considerable water is being 

diverted for irrigation above the station and some below. No power 

has yet been developed from this stream.

The flow at this point is "affected to some extent by ice conditions, 

though the winter discharge is usually small.

The datum of the present chain gage, which has been used since 

August 25, 1905, is 1.70 feet below the datum of the old rod gage 

formerly used. The chain gage is located on the upstream side of 

the Animas Street Bridge.

Low-water measurements are usually made by wading. Measurements at higher stages are made from the bridge, where conditions 

are not favorable. The stream bed is shifting in character.
54 SURFACE WATEE SUPPLY, 1909, PART VII.

Discharge measurements of Purgatory River at Trinidad, Colo., in 1909-

Date.

May 22o.......

June 28 o.......

July 236. ......

October 200....

October 29 «. . . .

November 25 1 .

Hydrographer.

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

G. H. Russell. .....................................

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

G. H. Russell. .....................................

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

G. H. Russell. .....................................

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

Width.

Feet. 

33

55

49.5

55

68

48

67

30

27.8

20.4

25

Area of 

section.

^4

50.4

48.3

59

88

80

55

30

25.8

28

33

Gage 

height.

Feet. 

4.40

4.70

4-80

3.60

4.55

4.45

3.80

3.40

3.35

3.35

3.65

Discharge.

Sec.-ft. 

47

151

167

181

402

373

153

50.5

37.3

34

28.7

a Made by wading.

6 Measurement not accurate, owing to poor conditions.

c Made by wading. Ice conditions.

Daily gage height, in feet, of Purgatory River at Trinidad, Colo., for 1909. 

[H. D. Albertson, observer.]

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

May.

4.5

4.5

4.65

4.6

4.65

4.5

4.5

4

C

4.65

4

7K

4.7

4.7

4.65

4.7

4.7

4.6

4.6

4.7

4.7

4.7

June.

4.7

4.65

4.7

4.7

4.8

4.8

4.85

4 9

4.9

4.95

i n

5.0 i» n

5.0

4 9

4.8

4.8

4.8

A QK

4.9

4 ftl

A Q

4.7

4.7

5 A

4.8

4

7C

4.8

5.7

4.8

July.

4.65

4.6

6.4

4.75

6.3

5.15

5.2

5.7

6.0

4.75

4.0

4.0

4 45

4.1

5.45

4.8

4.6

4.6

4 7

4 1

1 0

5.25

5.0

6.4 i» n

4.8

4.6

4.5

4.3

4.1

4.0

Aug.

3.8

3.7

3.7

4.7

3.85

3.8

4 9

3.75

3.35

4.4

4.5

4.8

5.2

5.0

5.1

4.85

7.4

5.0

8.0

4.5

4.0

4.0

3.9

4.8

4.1

4.75

4.0

3.9

3.9

3.8

3.85

Sept.

3.8

3.8

3.85

4.0

5.4

8.0

5.25

4.4

6.3

4.1

4.35

4.4

4.3

4.1

3.95

3.85

3.8

3.8

3.7

3.8

3.8

3.75

3.7

3.6

3.6

3.6

3.6

3.6

3.55

Oct.

3.55

3.55

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.45

3.45

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.35

3.35

3.35

3.35

3.3

3.3

3.3

Nov.

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.35

3.35

3.35

3.3

3.3

3.3

3.35

3.35

Dec.

3.4

3.4

3.4

3.45

3.45

3.4

3.5

3.85

3.8

3.55

3.65

3.65

3.65

3.65

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.65

3.7

3.85

. 4.0

4.1

4.0

4.0

4.2

PURGATORY RIVER NEAR HIGBEE, COLO.

For a few months during 1909 daily gage heights were taken on 

Purgatory River by F. H. Whiting, an engineer for the Bent-Prowers 

irrigation district, about 1 mile below the district reservoir site.

The rod gage is in sec. 27, T. 25 S., R. 53 W.. 8 or 9 miles below 

Higbee.
LOWER MISSISSIPPI BASIN. 55 

Daily gage height, in feet, of Purgatory River near Higbee, Colo.,for 1909.

Day.

1.....

2.....

3.....

4.....

5.....

6..... 

7..... 

8..... 

9..... 

10.....

June.

0.2

.2 

.2 

.2 

.1 

.1

July.

0.45

.35

.3

2.2

1.65 

2.3 

1.45 

1.35 

1.35

Aug.

1.8

1.8

1.8

2.6

2.6

1.8 

1.6 

1.45 

1.05 

1.15

Sept.

1.6

1.7

1.35

2.85

3.65

4.15 

5.5 

6.05 

5.3 

4.45

Day.

11.....

12.....

13.....

14.....

15....:

16..... 

17..... 

18..... 

19..... 

20.....

June.

1.85

2.3

4.15

2.5

4.3

2.3 

1.95 

2.45 

2.0 

1.55

July.

3.0

2.95

4.2

2.2

3.5 

2.3 

2.2 

2.1 

1.65

Aug.

1.1

1.1

1.35

4.0

3.7 

3.4 

8.95 

6.4 

7.65

Sept.

4.95

4.3

6.45

4.3

3.8 

2.45 

1.75 

1.25 

1.35

Day.

21.....

22.....

23.....

24.....

25.....

26..... 

27..... 

28..... 

29..... 

30..... 

31.....

June.

1.4

.9

.9

.95

1.4

1.35 

1.15 

1.55 

.55 

.2

July.

1 1

6.9

3.1

2.3

2.2

3.5 

3.1 

2.2 

1.95 

3.0 

2.4

Aug.

4.25

3.4

2.15

1.65

2.3

3.0 

1.65 

1.8 

2.85 

3.2 

3.0

Sept.

1.6

1.0

1.75

1.2

1.6

1.75 

1.25 

1.45 

1.45 

1.25

PURGATORY RIVER NEAR LAS ANIMAS, COLO.

This station was originally established May 22, 1889, and discontinued September 3, 1889. A number of miscellaneous discharge 

measurements were made in 1903.

On August 4, 1909, a chain gage was installed by the state engineer's 

office at the Atchison, Topeka & Santa Fe Railway bridge which 

crosses the river a short distance above its mouth. As but few gage 

heights and low-water measurements were obtained the data are 

inadequate to make estimates of the daily discharge.

Discharge measurements of Purgatory River near Las Animas, Colo., in 1909.

Date.

July 31.........

Hydrographer.

Thos. Grieve ........................................... 

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

Area of 

section.

Sq.ft. 

70 

51

23.2

Gage 

height.

Feet. 

5.90 

5.89

5.80

Dischargo.

Sec.-ft. 

131 

107

25.5

NOTE. Measurements made by wading.

Daily gage height, in feet, of Purgatory River near Las Animas, Colo., for 1909.

Day.

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

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

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

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

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

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

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

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

g

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

AUg.

6.0

5.8

6.1 

5.9 

5.9

C Q

5.9

Sept.

6.4 

6.4

6.5

6.7

7.0

8.0 

9.9 

11.9 9 a

10.3

Oct.

8.7 

8.3

8.4

8.2

7.9

7.5 

7.1 

6.9 

6 7

Day.

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

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

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

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

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

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

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

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

19

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

Aug.

5.9 

5.7

5.5

6.0

7.0

6.8 

6.5 

7.5 

8.65

10.2

Sept.

9.7 

9.6

9.4

9.9

9.9

10.1 

10.3 

10.3

0 Q

9.7

Oct. Day.

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

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

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

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

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

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

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

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

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

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

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

Aug.

7.8 

6.8

6.3

6.0

6.4

6.4 

6.5 

6.5 

7.1

6.5

6.5

Sept.

9.7 

9-6

9 4

9 4

9.2

9.1 

8.9 

8.4 

8.4

8.8

Oct.

......

......
56 SURFACE WATER SUPPLY, 1909, PART VII. 

CANADIAN RIVER DRAINAGE BASIN. 

DESCEIPTION.

Canadian River (frequently called Red River in New Mexico) rises 

in the Cimarron Mountains in Colfax County, N. Mex., flows southward across Mora and San Miguel counties, then turns and flows eastward across northern Texas and through Oklahoma, uniting with 

Arkansas River about 80 miles above Fort Smith, Ark. The total 

length of the river from Raton Pass, N. Mex., to the mouth is about 

750 miles. Altitudes within the basin range from about 9,000 feet at 

the head to 460 feet at the mouth. Some of the highest peaks in the 

Cimarron Range are more than 12,000 feet in elevation.

Cimarron, Mora, and Sapello rivers and Ute Creek, all in New 

Mexico, are the principal perennial tributaries, but many of the 

intermittent tributaries, such as the Sweetwater, carry large quantities of flood water. The total drainage of the river in New Mexico 

is about 13,000 square miles. The North Fork of the Cimarron 

(frequently called Beaver Creek at its head) is the most important of 

the lower tributaries. Its drainage area lies just south of the Cimarron 

(Dry). Along the headwaters of the Canadian in New Mexico is a 

considerable area of timber land and woodland, and the drainage area 

in eastern Oklahoma is also wooded. The remainder of the area in 

New Mexico, Texas, and Oklahoma consists of dry plains.

The annual precipitation varies from 20 inches or more in the 

mountainous sections to 12 inches or less on the plains of New Mexico 

and Texas; in Oklahoma the range is from 20 inches in the western 

part to 35 inches near the mouth of the stream. Except along the 

lower course the run-off is very uncertain and the river bed is frequently dry for long periods; at other times it carries very disastrous 

floods. The winters along this stream are mild and the stream flow 

is rarely affected by ice conditions, except at the higher altitudes.

Many tracts of land are irrigated along the upper Canadian and 

tributaries, although the aggregate area is only a few thousand acres; 

the number and acreage of these tracts are, however, rapidly being 

increased. Good storage sites are afforded by a number of natural 

lakes and basins, and reservoirs will eventually be constructed on the 

Cimarron, Vermejo, Ute Creek, Sapello, Mora, and other tributaries, 

which will provide for the irrigation of hundreds of thousands of acres.

Owing to the intermittent character of the stream, opportunities 

for water-power development are not very good except on the upper 

reaches of the mountain streams, but these opportunities will be 

somewhat increased by storage reservoirs.' It may eventually be 

possible to develop commercially over 25,000 horsepower in New 

Mexico. At present no important water-power plants are in operation.
LOWEE MISSISSIPPI BASIN. 57

CANADIAN RIVER AT LOGAN, N. MEX.

This station, which was reestablished December 22, 1908, for the 

purpose of determining the amount of water available for storage 

and irrigation, is located at the Chicago, Rock Island & Pacific 

Railway bridge, 1 mile south of the depot at Logan, N. Mex. It is 

near the location of the bridge and gage used by the United States 

Reclamation Service from June 29, 1904, to February 26, 1905, 

which were washed out by flood, but the present gage has no determined relation to that gage.

The station is about 5 miles below the mouth of Ute Creek and 3 

miles above the mouth of Arroyo Largo. The drainage area is about 

12,000 square miles.

The stream flow is not affected by ice and very little by artificial 

control above. The extremely shifting nature of the stream bed 

makes it necessary to obtain a large number of discharge measurements in order to obtain the best results. It is usually difficult to 

make discharge measurements at higher stages on account of the 

sudden rise and equally rapid subsidence of the river during floods. 

High-water measurements must be made by floats, because of a 

large amount of drift in the river. Low-water measurements are 

made by wading, and those at ordinary stages from a cable 450 feet 

upstream from the railroad bridge, which is 140 feet high.

Numerous rod gages, secured to old piling under the bridge, were 

used during 1909, but all gage readings have been referred to the 

datum of the two railroad gages, which are at the same datum and 

are painted on the third concrete pier from each bank.

The records have been maintained in cooperation with the territorial engineer of New Mexico.

Discharge measurements of Canadian River at Logan, N. Mex., in 1908-9.

Date.

1908.

1909. 

January 26..... 

April 12. .......

May 31.. .......

June 29.. .......

July 21.........

Do. c. ......

Do.c.......

Hydrographer.

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

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

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

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

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

W. H. Sutton.... ................................

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

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

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

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

G. H.Russell........ ............................

Width.

Feet.-

26.5

35

142

43

270

410

415

428

438

91

58

Area of 

section.

Sq.ft.

15.7

22

126

42

408

4,660

5,380

6,640

7,930

101

67

Gage 

height.

Feet.

3.79

3.57

3.72

4.22

3.52

5.62

16.0

18.0

21.0

24.0

3.48

3.20

Discharge.

Sec.-ft. 

32.5

43

10.2 

(6)

21

249

24.4

1,850

69,900

87,700

111,000

141,000

150

69

a Published in Water-Supply Paper 247 as miscellaneous.

6 Stream dry.

e Flood measurement by floats.
58 SURFACE WATER SUPPLY, 1909, PART VII.

Daily gage height, in feet, of Canadian River at Logan, N. Mex.,for 1908-9. 

[R. L. Smith, observer.]

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

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

97

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

Day.

1909. 

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

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

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

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

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

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

Q

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Day.

1908.

Jan.

3.65

3.65

3.65

3.65

3.65

3.65

3.75

3.75

3.75

3.65

3.6

3 a

3 a

3 a

3.6

1 R

3.6

3.6

Feb.

3.6

3 a

3.6

3.6

3.55

3.55

3

C

3.45

o or

3 OK

3.15

3.05

2.95

9 Q

2.85

2.8

2.8

9 C

2 7K

2

7C

9 7*

9 7

2.7

Mar. A

?

?

?

?

D

pr.

95

0

05

0

QK

9

OK

ec.

3.85

3 OK

q 7C

3.75

May.

3.6

3.6

4.6

4.2

4.0

4.0

3.8

3.8

29......

30

31

June.

3.7

3.7

3.7

3.7

3.7

3.7

3.7

3.6

3.2

3.1

6.4

6.2

6.5

6.5

6.4

6.2

6.0

5.9

5.8

5.6

5.4

5.3

5.3

5.6

5.5

5.1

4.6

J. 1>5

July.

3.4

3.3

3.3

3.2

3.5

3.4

3.4

3.3

3.5

5.1

4.6

4.0

3.8

3.6

4.6

4.1

4.0

3.9

3.7

3 a

3.5

3.5

3.4

4.7

4.7

4.6

4.6

4.5

4.4

4.3

Day

190S

Aug.

4.3

4.3

4.3

4.3

4.2

4.8

4.4

4.3

4.4

4.4

4.3

4.3

4.4

5.4

5.4

4.3

3.95

4.3

5.0

6.95

6.65

5.6

5.25

3.85

3.65

3.6

3.6

3.6

S 7

4.4

4.25

Sept.

3.6

3.4

6.2

14.0

10.1

6.1

5.1

5.3

4.45

5.25

5.7

4.5

4.95

Oct. Nov

Dec.

3.75

3.75

3.65

Dec.

3.2

3.7

3.65

3.65

3.65

3.8

3.85

3.85

3.85

3.85

3.9

3.95

4.0

4.3

4.3

4.25

4.25

4.25

4.25

4.25

4.25

4.25

4.25

4.25

4.25

4.25

4.25

4.25

NOTE. River dry February 20 to April 1, 1909; April 8 to May 23, 1909; September 3 to4,1909. Gage 

heights September 16 to December 3, 1909, too unreliable to publish.

Daily discharge, in second-feet, of Canadian River at Logan, N. Hex., for 1908-9.

Day.

1908. 

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

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

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

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

Dec.

58

58

11

35

Day.

1908. 

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

30

31.--.........--........----..............-

Dec.

35

35

20
LOWER MISSISSIPPI BASIN. 59 

Daily discharge, in second-feet, of Canadian River at Logan, N. Mex., 1908-9 Continued.

Day.

1909. 

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

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

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

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

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

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

g

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

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

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

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

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

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

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

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

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

19

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

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

94

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

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

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

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

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

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

Jan.

20

20

20

20

20

20

20

20

20

9n

20

20

20

20

35

QC

35

35

QC

20

20

20

20

14

14

14

14

14

14

14

Feb.

14

14

14

14

11.9

U q

7.8

6.2

3.7

2.4

1.4

0.8

.4

.3

.2

.1

.1

.1

.1

Mar. Apr.

0.4

.6

.6

.4

.3

.2

May.

14

14

480

335 91 n

110

110

44

44

June.

26

26

26

26

26

26

26

14

i ^

1.8

1.0

4,700

q QAft

5,150

5,150

4,700

3,800

2,950

2 finn

2,300

1 800

l'420

1,260

1,260

1,800

1,600

980

480

218

58

July.

13

7

7

2

23

13

13

7

23

980

480

155

85

38

480

195

155

120

58

38

23

23

13

KAA

560

480

480

410

350

350

290

Aug.

290

290

290

290

240

650

350

290

350

350

290

290

350

1,420

1,420

290

138

290

860

7,300

5,820

1,800

1,180

102

48

38

38

38

58

350

265

Sept.

38

13

0

0

3,800

53,200

26,200

3,350

1,840

2,300

810

2,170

3,800

870

1,550

Oct. Nov. Dec.

69

155

145

145

145

178 igo

igo igo

190

202

216

230

330

330

315

315

315

315

315

315

315

315

315

315

315

315

315

NOTE. These discharges are based on rating curves applicable as follows: December 25,1908, to June 11, 

1909. fairly well defined between 8 and 110 second-feet; June 12 to September 8, 1909, well defined; September 9 to 15, igog, indirect method for shifting channels; September 16 to December 3, igog, no estimates 

on account of uncertain gage heights; December 4 to 31, 1909, well defined. River dry February 20 to 

April 1, April 8 to May 23, and September 3 to 4,1909.

Monthly discharge of Canadian River at Logan, N. Mex., for 1908-9.

Month.

1908. 

December 25-31 ...................................

igog.

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

Discharge in second-feet.

Maximum.

58

35 

14 

0 

8 

480 

5,150

gso

7,300 

53,200 

330

Minimum.

20

' 14 

0 

0 

0 

0 

1.0 

2 

38 

0

eg

Mean.

39.4

20. g 

3.63 

0 

.11 

43. g 

1,540 

207 

831 

6,660 

250

Run-off 

(total in 

acre-feet).

547

1,290 

202 

0 

7 

2,700 

91,600 

12,700 

51,100 

198,000 

13,900

371,000

Accuracy.

B.

B.

C.

C. 

C. 

B. 

B. 

B. 

C. 

B.
60 SURFACE WATER SUPPLY, 1909, PART VII.

CIMARRON RIVER AT UTE PARK, N. MEX.

This station, which was established July 14, 1907, to determine the 

amount of water available for storage and irrigation, is located at 

the highway bridge 300 feet north of the railway station at Ute 

Park, N. Mex., the terminus of the St. Louis, Rocky Mountain & 

Pacific Railway. It has been maintained in cooperation with the 

Territorial engineer of New Mexico.

The station is one-half mile below the mouth of Ute Creek and is 

below most of the mountain tributaries except the Rayado, which 

enters several miles below. The drainage area above the station is 

over 200 square miles.

Very little water is diverted above this point, but most of the normal flow of the stream is used for irrigation in the valley below. 

The Eagles Nest reservoir site, which has a capacity of over 100,000 

acre-feet, is situated in the canyon a few miles upstream from this 

station and is capable of storing the entire run-off.

Ice is found on this stream during the winter months, but usually 

has very little effect on the open-channel flow.

The rod-gage datum has remained constant since the station was 

established. In September, 1909, a Frieze automatic gage was 

installed at the same location and datum. High-water measurements are made at the bridge and low-water measurements by 

wading. The stream bed is fairly permanent, but it is rather rough, 

making high-water measurements somewhat inaccurate. Results, 

however, should be very good.

Discharge measurements of Cimarron River at Ute Park, N. Mex., in 1908-9.

Date.

1908. 

April 26o......

1909. 

January 24.....

April 10. .......

Do.........

Do.........

June 28.. ......

July 24. ........

August 28......

October 24.....

Hydrographer.

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

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

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

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

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

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

W. H. Button ......................................

C. D. Miller ........................................

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

G . H. Russell ......................................

Width.

Feet. 

36

19.5

24.5

25.5

27

28

18.5

20

24

22

21

8

Area of 

section.

Sq.ft. 

39

13

27

19.4

23.6

24.6

10.8

14.4

28

19.1

15.6

4

Gnsie 

height.

Feet. 

1.10

0.43

.65

.65

.70

.70

.40

.50

.65

.45

.40

.32

Discharge.

Sec.-ft. 

117

14.2

35

40

58

54

11.8

21.3

45

24.4

17.1

8.7

a This measurement is republished here as it was in error as published in the 1907-8 report. On the basis 

of this change the 1907-8 estimates have been revised.

NOTE. Measurements made by wading at various sections.
LOWER MISSISSIPPI BASIN. 61

Daily gage height, in feet, of Cimarron River at Ute Park, N. Mex.,for 1909. 

[Mrs. K.. P. Woodard, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

19

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

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

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

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

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

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

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

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

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

ol

Jan.

0.4

.4

.4

.3

q

.3

.3

.3

.3

.5

.5

.5

.4

.45

45

.4

.3

0

Feb.

0.36

.36

.45

.45

.5

.5

.5

.5

.5

.5

.5

.45

.45

.45

.4

.4

.45

.45

.4

.4

.45

.45

.45

.45

Mar.

0.45

.45

.5

.5

.5

.55

.8

.7

.6

.5

.45

.4

.45

.45

.45

.55

.7

.85

.6

.6

.6

.55

.55

.55

.6

.6

.6

.7

Apr.

0.6

.6

.6

.6

.6

.6

.6

.6

.5

.6

.7

.55

.6

.75

.8

.9

1.0

1.0

1.0

.95

.9

1.0

9

.9

.9

.9

1.0

1.1

.9

May.

0.85

.85

.9

1.05

1.1

1.1

1.1

1.15

1.1

1.1

1.1

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.2

1.0

1.0

1.0

1.0

1.0

.85

.7

.6

1.0

g

June.

0.9

.9

.8

.8

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.3

.3

.3

.3

.3

.4

.4

.4

July.

0.4

.4

.4

.4

.4

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.2

2

.2

.2

.2

.3

.5

.3

.2

.2

.2

.2

.2

Aug.

0.2

.3

.4

.3

.3

.3

.3

.3

.3

.35

.4

.4

.4

.4

.6

.6

.7

.7

.6

.6

.6

.9

.7

.7

.7

.7

.7

.7

.7

.7

Sept.

0.6

.6

.6

.5

1.0

.8

.7

?7

.7

.6

.6

.6

.6

.6

.55

.5

.5

.5

.45

.45

.45

.4

.4

.4

.4

.4

.4

.4

Oct.

0.35

.35

.4

.4

.4

.4

.45

.45

.45

.45

.45

.45

.45

.4

.45

.45

.45

.45

.45

.4

.4

.4

.4

.35

.35

.35

.3

.3

.3

.3

.3

Nov.

0.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.2

3

Dec.

0.4

.4

.4

.35

.3

.3

.3

.3

.35

.35

.35

.4

.4

.4

.45

.5

.5

.5

Daily discharge, in second-feet, of Cimarron River at Ute Park, N. Hex., for 1907-1909.

Day.

1907.

2..........

5.....--...

6-....-....

7..........

10....-.--..

11..........

12..........

13..........

14..........

15. .........

July.

22

22

Aug.

32

44

44

32

22

22

22

32

32

44

32

Sept.

59

44

44

32

22

22

22

22

22

22

22

22

22

Oct.

14

14

14

14

14

14

32

32

22

22

14

14

14

14

14

Nov.

14

14

14

14

14

14

14

14

14

14

14

14

32

32

22

Dec.

14

14

9

9

9

14

14

14

14

14

14

14

14

9

9

Day.

1907. 

16......---.

17..........

18..........

19..........

20........ --

21 ..........

23....--....

24..........

25..........

Of?

27. . ....... -

28..........

90

30.....-----

01

July.

22

22

22

22

22

22

32

32

22

22

22

22

44

32

22

32

Aug.

22

14

22

14

32

22

22

22

22

22

32

32

44

44

Sept.

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

Oct.

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

Nov.

22

14

14

14

14

22

18

14

14

9

22

14

14

14

9

Dec.

9

9

9

9

9

9

14

14

14

14

14

14

14

14

14

14
62 SURFACE WATER. SUPPLY, 1909, PART VII.

Daily discharge, in second-feet, of Cimarron River at Ute Park, N. Mex., for 1907-1909 

Continued.

Day.

1908. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

1909.

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

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

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

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

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

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

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

0...............

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

14

14

14

22

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

14

22

22

Q t,

9.5

9.5

9.5

7.2

7.2

7.2

7.2

7.6

7.6

7.6

7.6

8

11

11

19

19

19

19

19

12

19

12

16

16

16

16

8

8

8

Feb.

22

22

22

22

22

14

* 14

14

14

14

14

14

14

14

22

22

14

14

14

14

14

14

9

9

9

9

9

o

10

10

16

16

20

20

20

20

20

20

20

20

16

16

16

10

13

1 3

13

16

16

1 3

13

1 3

16

16

16

Mar.

14

14

14

14

14

14

14

14

14

14

14

14

32

oo

32

09

oo

09

09

39

32

39

09

0.9

32

09

0.9

16

16

20

21

21

9C

55

42

30

20

16

1 3

1 3

16

17

9C

43

64

31

01

01

26

26

26

01

01

01

4°.

40

40

Apr.

22

22

32

14

59

86

96

184

IQfi

184

1 Q4

161

161

161

139

161

161

117

117

117

96

Qfi

31

01

01

31

01

q-i

31

01

21

01

46

90

30

47

CO

70

QA

121

122

109

96

96

97

Q7

124

QQ

May.

96

96

117

117

117

117

96

77

77

96

96

96

77

77

Qfi

96

96

96

77

77

77

77

77

77

96

QA

77

86

86

99

1 3Q

1 £.3

1 £.3

154

167

154

1 £.4

1 ^

127

127

128

1 9°.

129

129

129

130

130

91

55

36

lOA

104

June.

77

44

44

44

44

44

44

44

44

44

44

44

V)

v>

qo

22

22

14

14

9

9

9

14

14

14

14

14

104

1O4

77

77

OK

OK

qc

OK

OK

OK

qc

35

qc

34

34

34

34

34

34

12

7

7

7

7

12

19

12

19

July.

14

14

14

14

14

14

14

14

14

14

99

22

14

14

14

14

14

14

1 9

12

12

8

8

8

8

8

6

6

8

6

6

6

Aug.

22

14

14

14

22

14

14

14

22

14

14

14

14

99

22

14

14

99

99

22

99

14

14

8

1 3

8

8

8

8

10

1 3

1 3

1 3

13

36

36

55

36

36

36

102

55

KC

55

55

53

CO

Sept.

9

o

9

14

14

9

9

o

9

6

6

9

9

9

g

Q

9

9

6

9

9

o

9

9

9

OC

qc

35

130

78

56

57

38

38

38

qQ

39

30

OP;

259c

20

20

20

15

15

15

15

16

16

16

16

Oct.

9

9

6

6

6

6

6

6

6

6

6

6

6

6

6

6

6

6

9

9

14

14

14

1 3

1 3

16

16

16

16

22

22

99

99

29

29

16

99

99

99

16

16

16

16

13

13

10

10

10

10

10

Nov.

14

14

14

14

13

13

13

13

13

13

1 q

13

13

8

5

5

5

7

7

7

7

7

7

7

7

10

10

10

10

10

10

10

10 '10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

6.5

10

Dec.

7

10

10

10

10

15

15

15

8

8

8

8

4

4

7

7

12

12

8

8

8

8

8

8

8

13

13

13

9

9

16

16

16

1 3

10

10

10

10

10

13

16

16

16

16

16

16

16

16

16

16

16

16

16

16

16

16

16

16

NOTE. These discharges were obtained as follows: July 14,1907, to November 2,1908, based on a rating 

curve which is fairly well defined; November 3, 1908, to September 30, 1909, indirect method for shifting 

channels; October 1 to December 14,1909, based on a rating curve which is not well defined; December 15 

to 31,1909, estimated.
LOWER MISSISSIPPI BASIN. 63

Monthly discharge of Cimarron River at Ute Park, N. Mex.,for 1907-1909.

Month.

Discharge in second-feet.

Maximum. Minimum. Mean

Run-off 

(total in 

acre-feet).

1907. 

July 14-31......................

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

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

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

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

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

1908. 

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

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

March.. *. .......................

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

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

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

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

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

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

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

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

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

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

1909. 

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

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

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

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

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

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

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

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

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

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

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

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

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

25.4

27.9

21.0

15.7

15.9

12.2

907

1,720'

1,250

965

946

750

22

32

196

117

77

22

22

14

14

22

15

14

22

77

9

9

14

6

6

5

4

14.8

15.2

23.5

96.0

91.4

30.0

16.4

18.4

8.73

7.16

10.5

9.52

910

874

1,450

5,710

5,620

1,790

1,010

1,130

519

440

620

580

196 28.5 20,700

7.2

10

13

31

36

7

6

6

16

10

6.5

10

182

11.6

16.0

28.5

70.7

126

32.8

8.39

32.8

33.3

16.9

9.88

14.8

713

889

1,750

4,210

7,750

1,950

516

2,020

1,980

1,040

588

910

33.5 24,300

NOTE. Values for 1907-8 supersede those published hi Water Siipply Paper 247. Revision was necessary 

because of an error discovered in computation of discharge measurement of April 26, 1908. Owing to the 

shifting nature of the stream bed at this station the above valuejs of mean monthly discharge are at best 

only approximate.

CIMARRON RIVER AT SPRINGER, N. MEX.

This station, which was established Jiily 13, 1907, primarily to 

determine the amount of unused water in the valley above, is located 

at Springer, N. Mex., at the highway bridge which crosses .the river 

about one-half mile above the Atchison, Topeka & Santa Fe Railway bridge, about 6 miles below the mouth of the Rayado and 6 

miles above its junction with the upper Canadian. The channel is 

practically without flow during the irrigation season. The drainage 

area is nearly 1,000 square miles.

The station has been maintained in cooperation with the territorial 

engineer of New Mexico.

The datum of the rod gage has not been changed. High-water 

measurements are made from the bridge. The flow is little affected 

by ice.
64 SURFACE WATER SUPPLY, 1909, PART VII.

On account of the shifting character of the stream and the comparatively small number of discharge measurements the results at 

this station have not been entirely satisfactory. The station was 

discontinued December 31, 1909.

Discharge measurements of Cimarron River at Springer, N. Mex., in 1909.

Date.

April?.......-.

"Vfrt-TT Oil

July 27. ........

Hydrographer-.

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

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

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

W. H. Button. .....................................

C. D. Miller ........................................

G. H. Russell. .....................................

Width.

Feet.

17.5

12

51.5

8.4

6

38

17

14

13

Area of 

section.

Sq.ft.

4.7

3.3

23.8

3

1.5

22.5

6.2

4.1

8.2

Gage 

height.

Feet. 

0.15

.10

.68

.18 -.18

.74

.35

.23

.30

Discharge.

Sec.-ft. 

2.6

1.3

9Q

1.7

.96

26

5.8

3.7

5

0

NOTE. Measurements are made by wading at various sections.

Daily gage height, in feet, of Cimarron River at Springer, N. Mex., for 1909. 

[W. L. Sever, observer.]

Day.

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

2............... 3....:..........

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

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

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

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

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

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

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

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

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

1 3

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

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

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

19...............

20...............

21...............

22...............

23...............

24....-..--......

25...-.----.--...

26 _ ............

97

28..---.-----....

29...............

30...............

31.......-.---...

Jan.

' 0.6

.5

.5

.3

.5

.4

.3

.3

.3

.3

9

.2

.2

.2

.2

.2

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

Feb.

.4

.2

9

.1

9

.2

.3

.0

.0

.2

.2

.1

.1

.1

9

.1

.0

.1

.2

2

.1

.1

.1

Mar.

0.1

.1

.1

.1

.0

.3

.3

.1

.2

.1

.1

.1

.1

.0

.0

.0

.0

.0

.1

Apr.

.1

.1

.0

.05

.05

.2

.25

.8

.8

.7

.75

.7

.6

.8

May.

 0.7

.65

.6

.5

.5

.7

7K

.9

.5

.4

.4

.8

.8

.75

.8

.75

.6

»5

June.

.3

.3

.25

.25

.25

.25

0

25

.25

.8

.35

.25

.25

.25

.3

.3

.3

.25

.2

.2

o

.2

.2

.15

.15

July.

.15

.15

.35

.1

.2

.05

.25

.25

.25

.2

9

.2

.2

.2

+ .2

 .1

- .1

_ ^

- .1

 .1

- .1

- .1

__ I

- .1

- .15

- .15

- .15

- .15

Aug.

- .15

- .2

+ .5

- .1

- .1

- .1

- .1

- .1

- .1

- .1

- .1

- .1

- .1

+ .2

.25

.0

.1

.1

+ .1

- .1

- .1

- .1

- .1

- .1

- .1

Sept.

-0.1

- .1

 .1

- .1

+3.1

1.55

1.5

9

9

.6

1.8

.7

.7

7C

.55

.55

.5

.5

.45

.4

.4

.4

.4

.3

.35

.35

.35

.35

.35

Oct.

.35

.35

.35

.35

.35

.35

.3

.3

.25

.25

q

OK

.35

.3

.25

.25

.3

.25

.25

.25

.2

.2

.2

.25

.25

.25

.25

.25

.2

Nov.

.2

.2

.2

.2

.2

.2

.2

.2

.2

.2

.3

0

.35

.3

.35

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.8

.8

Dec.

0.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

1.3

NOTE. Ice conditions November 29 to December 31.
LOWfiK MISSISSIPPI BASIN. 65

Daily discharge, in second-feet, of Cimarron River at Springer, N. Mex., for 1907-1909.

Day.

1907.

2.......

3.......

4. ......

6.......

7.......

8.......

9.......

10.......

11.......

12.......

13.......

14.......

15.......

Da

190 

1.......

2.......

3.......

4... ..

5.......

6.......

7.......

8.......

9.......

10.......

11.......

12.......

13.......

14.... ..

15.......

16.......

17.......

18.......

19.......

20. ......

21.......

22..

23.......

24. ......

25. ......

26.......

27. ......

28.......

29. ......

30.......

31.......

190 

1.......

2.......

3.......

4...

5..... .

6.......

7.......

8.......

9.......

10....... 

11.......

12.......

13.......

14.......

15.......

Aug.

19

12

12

8

y8.

9.

Sept.

66

51

K1

31

19

19

12

5.3

K q

Jan.

3

3

3

3

3

3

5

5

5

5

5

5

5

5

10

10

17

16

12

7.8

8.2

5.6

3.7

9.0

5.8

3.9

3.9 

3.9

4.1

4.1

4.1

2.8

Oct.

3.

O

3.

3.

3.

Feb.

43

11

43

26

25

10

16

25

16

16

16

39

39

39

39

39

39

39

64

37

23

23

23

23

23

14

23

2.2

8.0

3.3

3.3

2.2

1.4

3.3

2.2

3.3

5.2 

3.3

1.4

1.4

3.3

3.3

NOT

4

O

4 3

4 3

4 3

4

O

4 3

4 3

A O

4 3

4 2

4 2

3 A

2 4

2 4

Mar.

23

22

22

22

22

35

35

35

58

22

21

21

21

21

21

21

21

33

33

32

44

32

32

20

20

19

19

19

19

31

19

2.2

2.2

2.2

2.2

2.2

1.4

1.4

2.2

1.4

1.4 

3.3

8.0

8.0

8.0

5.2

7.

0

0

0

0

0

0

0

0

q

.9

6

f>

A

1

1

1

5

13

13

23

?fi

30

?0

23

30

33

33

36

30

?0

13

13

13

D

pr.

9

->:

K

8

1 2

<> 3

1 3

5.2

1 3

5.2

5.2

8

9

1

1

5

?

5

0

0

?

0

3

?

5

0

0

<i

 i

5

3 ?

2 3

2,2

1 4

1 4

? 3

2 3

3 ?

? ?

2.2 

1 8

1 8

1 4

1 8

2.2

BC.

2.7

2.7

2.7

2.6

2.6

2.6

2-6

2.6

2.6

2.5

2.5

2.5

2.5

May.

135

135

200

200

200

200

135

135

84

84

84

84

84

84

84

84

84

84

51

31

31

135

135

84

84

84

51

31

19

19

31

25

19

12

12

25

31

41

110

84 

51

19

12

12

12

Day.

1907.

18......

19......

20. .....

21......

22. .....

23. .....

24. .....

25......

26......

27......

2S......

29......

31.... ..

June.

12

12

5.2

3.3

3.3

3.3

1.4

1.4

1.4

1.4

1.4

2.2

2 2

2.2

2.2

2.2

2.2

2.2

1.4

1.4

1.4

1.4

1.4

1.4

1.4

6.6

3.3

2.2

1.4

1.4

8.0

5.2

5.2

4.2

4.2

4.2

4.2

5.2

4.2

4.2 

5.2

51

8.0

6.6

6.6

A

- J

11

Julj

1

1

lj

1

1

^

*1

1

1.

1

1

1.

4

2

1

1

1

1

1,

1

1

1

3.

1

1

1

1

?f>

5

?

?

3

fi

?

3

1.

4

4

4. 

3.

3

3

3

3.

ug

S

5,

5

5

?8

9

9

8

8

8

il

>6

«

il

17

r.

4

4

4

4

9

9

9

4

4

4

4

4

4

4

?

?

4

4

4

4

4

4

4

4

3

4

4

4

4

2

8

8

8

6

?

3

?

?

2

3

CP

3

Sep

3 3

3 3

3

3

3

3

5

5

5

5

3

3

Aug.

1.4

1.4

1.4

1.4

1.4

1.4

2.2

2.2

1.4

1.4

2.2

2.2

1.4

232

13

5 4

1.4

1.4

1.4

5.8

14

11

9.1

9.1

6.0

6.2

4.0

2.6

2.7

2.7

1.6

0.8

.8

.6

12

.9

.9

.9

.9

.9

.9 

.9

.9

.9

.9

,9

t.

3

4

4

4

.4

4

4

.4

.4

.3

.3

.3

.3

,4

Se

SO

49

45

7

7

1 

50

?

9

?

1

0

pt.

1 7

1,7

? 9

1 8

1,8

1 8

19

1 9

1 2

1 ?

1 2

1 3

1 3

1 3

1 ?

1 3

13

1 3

1 5

1.5

1 5

1.0

1.0

1 0

1 0

1 0

1 1

1.1

1 1

1.1

0,9

9

9

Q

n

0

5

7

4

6 

0

4

fl

7

1

3t.

3.2

3,?

3 3

3.3

3,3

3,3

3,1

3.1

4 9

31

3.1

3.1

3,1

3.1

3.1

Oc

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

6

9

9

Q

9

9

9

16

16

16

5

5

5

5

5

5

5

6

4

4 

4

4

5

fi

6

N

t.

1

1

1

1

1

9

3

?

3

?

?

3

3

3

4

4

4

5

5

5

5

0

6

6

6

9

9

9

6

fi

fi

8

8

8

.8

0

9

.9 

0

1

1

.4

.6

ov.

4,6

? 8

6 6

4,4

2.8

3 8

3.8

? 8

? 8

2 7

3.7

3 7

3.7

2.7

Nov

17

17

17

17

16

15

14

9.

8.

8.

8.

12

12

11

11

10

6.

5.

5

5.

5.

4

3

2.

2.

2.

2.

14

5,

5.

3

3.

3

3,

3.

3.

3.

3,

3,

3. 

3.

5.

5.

5.

6.

4

t)

7

?

4

9

fi

3

1

9

n

t)

8

7

6

fi

4

3

3

3

3

3

3

3

3

3

3 

3

2

2

2

6-

Dec.

2.5.

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

Dec.

5.3

5.0

7.2

6.9

6.6

6.3

6.1

5.9

5.6

5.4

5.1

4,9

7.2

4.5

2.9

2.8

1.6

2.6

6.1

6.0

6.2

6.2

4.1

4.3

4.5

26

11

7.3

4.8

5.0

7.6

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

84549° WSP 267 11-
66 STJEFACE WATER SUPPLY, 1909, PART VII.

Daily discharge, in second-feet, of Cimarron River at Springer, N. Hex., for 1907-1909 

Continued.

Day.

1909. 

16...............

17...............

18...............

19...............

20. ..............

21...............

22...............

23...............

24...............

26..............

27...............

28...............

29..............

30. ..............

31...............

Jan.

2.8

2.9

2.9

3.0

3.0

2.0

2.2

2.2

2.2

2.2

2.2

2.2

Feb.

2.2

2.2

2.2

3.3

2.2

2.2

3.3

3.3

2.2

2.2

2.2

2.2

Mar.

2.2

2.2

3.3

2.2

2.2

2.2

1.4

1.4

1.4

1.4

2.2

Apr.

9 9

2.2

3.3

8.0

19

51

51

31

41

31

12

19

51

May.

8.0

8.0

8.0

8.0

8.0

19

51

51

01

31

51

19

12

June.

4.2

4.2

4.2

5.2

5.2

5.2

4 2

3.3

3.3

3.3

3.3

3.3

2.8

2.8

July.

3.3

3.3

.9

.9

.9

.9

.9

.9

.9

.9

.9

.8

.8

.8

.8

.8

Aug.

.9

.9

.9

3.3

4.2

1.4

2.2

2.2

2.2

.9

.9

.9

.9

.9

.9

.9

Sept.

11

8.9

9.4

7.6

6.1

6.1

6.4

6.4

6.4

4.1

5.4

5.4

5.4

5.4

5.6

Oct.

5.2

4.2

4.2

5.2

4.2

4.2

4.2

3.3

3.3

3.3

4.2

4.2

4.2

4.2

4.2

3.3

Nov.

6.6

5.2

6.6

5.2

5.2

5.2

5.2

5.2

5.2

5.2

5.2

5.2

5.2

5.0

5.0

Dec.

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

NOTE. These discharges were obtained as follows: March 29 to August 14,1908; January 23 to Septeniber4 > 4,1909, and October 1 to November 28 from a rating curve which is well denned below 30 second-feet;

August' 12 to December 16,1907; January 25 to March 28,1908; August 15 to January 22,1909, and September 6 to 30, 1909, indirect method for shifting channels; December 17,1907, to January 24,1908; September 

5,1909, and November 22 to December 31, 1909, estimated.

Monthly discharge of Cimarron River at Springer, N. Mcx.,for 1907-1909.

Month.

1907. 

August 12-31 ...............................

October... ........................... . .

1908.

April ........................... . .

October. ..................... .

November. ....................... .

The year. ................. .^. .......

1909.

February. .........................................

March ................................

April.......................................

May........... ............... .

July........................................ ......

August ............................................

November. ............................

Discharge in second-feet.

Maximum.

166 

66 

4.9 

6.6 

2.7

17 

64 

58 

265 

200 

12 

25 

232 

2 9 

16 

17 

26

265

12 

8.0 

8.0 

51 

110 

51 

6.6 

12 

a 800 

6.6 

6.6

Minimum.

5.3 

3.4 

3.1 

2.7 

2.5

10 

19 

5.2 

19 

1.4 

.9 

1.4 

1.0 

1.1 

2.6 

1.6

.9

2.0 

1.4 

1.4 

1.4 

8.0 

2.8 

.8 

.6 

.9 

3.3 

3.3

Mean.

31.9 

16.0 

3.31 

3.39 

2.55

*7.6 

27.6 

26.3 

110 

95.7 

2.87 

2.41 

11.3 

1.39 

4.49 

9.21 

6.16

25.4

4.01 

2.79 

2.77 

13.2 

29.5 

6.24 

2.26 

1.57 

86.6 

4.76 

4.63 

5.0

13.6

Run-off 

(total in 

acre-feet).

1,270 

952 

204 

202 

157

467 

1,590 

1,620 

6,550 

5,880 

171 

148 

695 

83 

276 

548 

379

18,400

247 

155 

170 

786 

1,810 

371 

139 

97 

5,150 

293 

276 

307

9,800

Accuracy.

C. 

C. 

C. 

C. 

D.

D. 

C. 

C. 

B. 

B. 

C. 

C. 

C. 

C. 

C.

c.

c.

c.

B. 

B. 

B. 

B. 

B. 

B. 

C. 

B 

B. 

B. 

C.

o Estimated.
LOWER MISSISSIPPI BASIN. 67

RAYADO RIVER AT ABREU'S RANCH, NEAR CIMARRON, N. MEX.

This station, which was established during the first part of- 1908 

as a temporary station by the New Mexico Hydrographic Survey 

to determine the amount of water available for irrigation, is located 

three-fourths of a mile upstream from Abreu's ranch, which is 20 

miles west of Springer and 12 miles southwest of Cimarron, the two 

nearest railroad points. Daily gage readings were taken during 

1909 by the Territorial Survey. In October, 1909, when the United 

States Geological Survey abandoned the station on the Rayado at 

Miami ranch, near Springer, it took over the station at Abreu's ranch.

The station is now maintained in cooperation with the territorial 

engineer of New Mexico.

The river receives no tributaries for several miles above or below 

the station, and the station is above all irrigation diversions.

The datum and location of the gage has remained constant during 

the maintenance of the station. On November 27, 1909, a chain 

gage was installed at the same location and datum as the rod gage.

Measurements of discharge are made by wading in the vicinity of 

the gage or from a foot log about 100 yards upstream. Fair results 

should be obtained. Thin ice is sometimes found at the station 

during the winter months.

Discharge "measurements of Rayado River at Abreu's ranch, near Cimarron, N. Mex., in

1908-9.

Date.

1908.

October 31 a. ...

1909. 

January 23 ..... 

April 9.........

May 25. ........

June 27.........

August 20......

Do.........

October 14......

November 26. . .

Hydrographer.

.....do.............................................

J. B. Stewart. ...................................... 

..... do.......... -------......--.--......-.......---

.... .do. .............................................

.... .do. ..............--.-..-......-----.-...........

.... .do. .............................................

.....do....-...---.......-..---......---.----........

.....do..............................................

.... .do. .............................................

.....do....-------..-.....-.-.----........-.-........

.... .do. .............................................

.....do...............-..-----......-.-----..........

.... .do. .............................................

..... do........ ..-..---..........---...............--

C. D. Miller. ....................................... 

.... .do. ..............-...----........-----..........

.....do..............................................

.....do..............................................

.... .do. .............................................

C. D. Miller ........................................

G. H. Russell. .....................................

Width.

Feet. 

22.5

21

11.2

15.5

15.5

12

14

12

12

13

12.5

12.5

12

13

12.3

14.3

13.0

12.5 

13.0

13.0

13.0

13.0

13.0

12.5

12.5

Area of 

section.

Sq.ft. 

11.7

7.3

7.3 

9.1

16.7

6.6

14.7

7.0

7.9

6.2

7.2

8.4

6.1

9.9

7.2

18.3

8.8

8.0 

9.7

9.6

10.9

11.1

7.5

6.2

7.6

Gage 

height.

Feet. 

1.25

1.15

1.20 

1.33

1.55

1.25

1.20

1.22

1.24

1.19

1.26

1.37

1.20

1.45

1.30

1.95

1.35

1.36 

1.41

1.41

1.50

1.50

1.50

1.20

1.25

1.30

Discharge.

Sec.-ft. 

6.1

3

4.2 

9.6

20.5

4.8

3.8

4.1

4.4

3.7

4.8

9.4

3.8

13.6

5.5

73

9.4

10.1 

13.9

13.7

18.7

18.7

620.0

5.1

4.3

5.8

a Published in Water Supply Paper 247 as miscellaneous. 6 Estimated.
68 SURFACE WATER SUPPLY, 1909, PART VII.

Daily gage height, in feet, of Rayado River at Abreu's ranch, near Cimarron, N. Mex.,

for 1909.

[W. W. Dougan, observer.]

Day.

2................

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

1.25

1.25

1.15

1.2

1.2

1.2

1.2

1.2

1.2

1.35

Feb.

1.20

1.2

1.2

1.3

1.3

i.3

1.3

Mar.

1.3

1.3

1.25

1.25

1.25

1.3

1.3

1.3

Apr.

1.3

1.4

1.3

1.3

1.35

1.70

i.80

-1.5

1.5

1.55

1.55

May.

1.6

1.6

i.6

1.7

1.6

1.6

1.6

1.55

1.5

1 ^9

1.5

1 A.*\

1.5

J4ne.

1 4.^

1.45

1.4

1.4

1.4

1.4

1.4

1.3

1.3

1.3

1.3

1.25

1.25

1.25

1 ^K

July.

1.3

1.3

1.35

1.52

1.3

1 9t;

1.2

1.2

1 ^r:

1.2

1.2

1.2

1.25

1.25

1.2

1.2

1.3

Aug.

1.2

1.28

1.36

1.30

1.22

1.2

1.2

1.2

1.20

1.21

1.20

1.22

1 J^

1 °9

1.25

1.64

1.35

1.40

1.52

1.50

1.5

1.45

1.4

1.4

1.4

1.4

Sept.

1.35

1.5

1.4

1.5

1.9

1.8

1.7

1.05

1.0

1.9

1.7

1.5

1.45

1.4

1.35

1.3

1.28

1.28

1.3

1.28

1.25

1.25

1.2

1.2

1.18

1.18

1.16

1.20

1.22

Oct.

1.2

1.2

1.2

1.22

1.25

1.25

1.3

1.28

1.28

1.28

1.26

1.26

1.30

1.30

1.28

1.30

1.32

1.34

1.32

1.3

1.3

1.3

1.3

1.28

1.28

1.30

1.32

1.30

1.30

1.28

1.32

Nov.

1.30

1.26

1.28

1.30

1.29

1.30

1.30

1.27

1.29

1.30

1.30

1.28

1.27

1.28

1.30

1.27

1.30

1.30

1.29

1.30

1.30

1.30

1.28

1.29

1.29

1.30

1.30

1.30

1.28

1.27

Dec.

1.29

1.30

1.30

1.32

1.33

1.33

1.30

1.32

1.34

1.35

1.38

1.40

1.31

1.36

1.70

1.70

1.72

1.73

1.75

1.78

1.79

1.80

1.82

1.35

1.35

1.40

1.41

1.38

1.40

NOTE. Ice conditions January 1 to about February 28, December 4 and December 17 to 25. December 4 

reading to top of ice 2 inches thick. December 17 to 25 readings to top of ice 3 to 4 inches thick.

Daily discharge, 'in second-feet, of Rayado River at Abreii's ranch, near Cimarron, N. Mex.,

for 1909.

Day.

1.. .............

2...............

3...............

4...............

6...............

8...............

9...............

10...............

11...............

12...............

13...............

14.......:.......

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

Jan.

5.2

5.2

5.2

5.2

c; 9

4.2

3.2

3.3

3.4

3

C

3.7

3

0

3.8

3.8

3.8

0 Q

3.8

3

0

3.8

3.8

3.8

3.8

3

0

3.8

3.8

Feb.

3.8

3.8

3.8

3.8

3 Q

0 Q

3.8

3.8

o fi

3.8

0 0

3.8

3.8

4.0

4.8

5.7

6.7

6.7

6.7

6.7

6.7

.6.7

6.7

Mar.

6.7

6.7

6.7

6

0

5.7

C 0

5

0

C 0

C 0

5 2

C 0

5 4

C Q

6.5

6.7

6.7

6

17

6.7

6.7

Apr.

6.7

8.5

10.2

12

9 4

6.7

6.7

8.0

9 4

9 A

9 4

9.4

9 A

19

9Q

39

52

36

1 Q

19

1 Q

19

19

May.

00

19

00

* 9°.

OQ

34

OQ

OA

Ofi

OQ

ofi

Ofi

Ofi

24

Ofi

26

22

19

20

21

June.

18

16

16

14

12

1 9

10

1 9

1 9

1 9

1 9

1 9

19

1 9

9

j

6.7

6.7

6.7

6.7

6.7

5

0

5.2

July.

6.7

6.7

6.7

8.0

9.4

15

91

14

6.7

5

t>

4.5

3

Q

3.8

3.8

4.5

5

f\

4.5

3

Q

0 Q

0 Q

0 Q

0 Q

4.5

5.2

5.2

Aug.

3.8

5.0

6.1

9.9

38

6.7

3.8

3.8

0 Q

5.5

4.1

3.8

6.4

C 0

00

9 4

in °.

11.1 1 9

91

19

Sept.

9 4

19

12

19

66

52

on

34

28

66

OQ

1Q

16

1 9

9.4

9.4

 .7

6.1

6.7

6.1

C 0

5.2

3.8

3.8

Oct.

3.8

3.8

3.8

4.4

c o

5.2

6.7

6.1

6.1

6.1

5.5

6.7

6.1

6.7

7.8

8

0

7.8

6.7

6.7

6.1

6.1

Nov.

6.7

6.1

6.7

6.4-

6.7

6.7

6.4

6.7

6.7

6.1

5.8

6.1

6.7

K Q

6.7

6.7

6.4

6.7

6.1

6.4

6.4

Dec.

6.7

6.0

8.3

8.3

6.7

7.8

9 4

10 9

1 9

9.9

8.0

6

6

7

7

7

8

Q

8

8
LOWEE MISSISSIPPI BASIN. 69

Daily discharge, in second-feet, of Ray ado River at Abreu's ranch, near Cimarron, N. Hex.,

for 1909 Continued.

Day.

26. ..............

27...............

28

29. ..............

30. ..............

31...............

Jan.

3.8

3.8

3.8

3.8

Feb.

6.7

6.7

6.7

Mar.

6.7

6.7

6.7

6.7

* 6 ' 7 

* 6.7

Apr.

1Q

22

24

24

26

May.

20

1Q

16

18

1Q

June.

5.2

5.2

5.2

5.2

July.

5.2

3.8

3.8

Aug.

16

12

12

12

12

Sept.

3.6

3.6

3.3

3.8

4.4

Oct.

6.7

7.8

6.7

6.7

6.1

7.8

Nov.

6.7

6.7

6.7

6.1

5.8

Dec.

9.4

9.4

12

12.7

10.9

12

NOTE. T-iese discharges are based on a rating curve which is fairly well denned below 80 second-feet. 

Periods for wnich gage heights are missing were obtained by interpolation.

Monthly discharge of Rayado River at Abreu's ranch, near Cimarron, N. Mex.,for 1909.

Month,

July. ..............................................

Discharge in second-feet.

Maximum.

5.2 

6.7 

0.7 

52 

39 

18 

21 

38 

66 

8.8 

6.7 

12.7

66

Minimum.

3.2 

3.8 

5.2 

0.7 

16 

5.2 

3.8 

3.8 

3.3 

3.8 

5.5 

6

3.2

Mean.

3.98 

5.05 

6.12 

18.4 

24.9 

9.78 

6.17 

11.1 

17.3 

6.25 

6.39 

8.40

10.3

Run-off 

(total in 

acre-feet).

245 

280 

376 

1,090 

1,530 

682 

379 

682 

1,030 

384 

380 

516

7,470

Accuracy.

C. 

C. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

C.

RAYADO RIVER N*EAR SPRINGER, N. MEX.

This station, which was established July 9, 1907, to obtain data 

concerning the amount of water available for storage and irrigation, 

is located at the proposed site of the Farmers Development Company's reservoir dam, and about one-half mile north of their office, 

which is at Miami ranch, 12 miles west of Springer, the nearest railroad point. The records have been obtained in cooperation with the 

territorial engineer of New Mexico.

The station is about 6 miles above the junction of the Rayado with 

Cimarron River, and below the important tributaries. The drainage 

area is about 100 square miles. Considerable water is diverted for 

irrigation above this point.

The rod-gage datum has remained permanent since the station 

was established. Discharge measurements are made by wading. 

The flow is practically unaffected by ice. The stream bed is fairly 

permanent, and good results will be obtained when the discharge 

has been well defined by measurements.

The station was abandoned in October, 1909.
70 SURFACE WATER SUPPLY, 1909, PART VII.

Discharge measurements of Rayado River near Springer, N. Mex., in 1909.

Date.

Do.........

Aprils.........

May 25. ........

July 26. ........

October 25.....

Hydrographer.

J. B. Stewart..... ..................................

.....do..............................................

.....do..............................................

.....do..............................................

C. D. Miller. .......................................

Width.

Feet. 

3.4

7.2

14.5

12.5

8

Area of 

section.

Sq. ft. 

0.46

1.3

4.0

2.9

1.9

Gage 

height.

Feet. 

0.05

.05

.22

.06

.40

.20-

.15

Discharge.

Sec.-ft. 

0.29

.2

5.9

2.7

a. 2

a. 15

a. 5

1.3

a Estimated.

Daily gage height, in feet, of Rayado River near Springer, N. Mex., for 1909. 

[J. W. Ausherman, observer.]

Day.

1... .................................

3....................................

4....................................

5.......... ......................... .

6....................................

7........ .......................... ..

8....................................

9....................................

10-..--.-.........-....--..---.-.-.-..

11....................................

12....................................

13....................................

16....................................

17....................................

18....................................

20....................................

21....................................

22. ...................................

23....................................

24....................................

25....................................

26....................................

27....................................

28....................................

29....................................

30....................................

31....................................

Jan.

0.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

Feb.

0.1

.1

.1

.1

.1

.1

.1

.1

.1

.1

.i

.1

Mar.

6.1

.1

.1

.1

.1

-^

.1

.1

.1

.15

.15

9

.15

.15

.2

.2

.15

.15

.15

.15

.15

Apr.

0.25

.3

.3

.4

.38

.4

.3

.28

.3

.31

.44

.32

.36

.4

.51

.6

.61

.5

.48

.4

.25

.2

.29

.33

.30

.31

.33

.29

May

0.20

.39

.4

.4

.4

.39

.42

.40

.32

.32

.31

OQ

.30

.32

.3

.3

.3

.3

.24

.3

.22

.2

.2

.2

.2

.2

June.

0.22

.2

2

0

2

9

9

.11

.1

.1

.12

.1

.1

.1

09

.09

.1

.09

.09

.09

.09

.OS

.08

July.

0.08

.08

.08

.08

08

.20

.09

08

.08

08

.08

.10

.08

.05

.05

.05

.08

.08

.08

.08

.10

.08

.08

.08

.08

06

.06

Aug.

0.10

.08

.08

06

06

.08

08

08

08

*

.12
. LOWER MISSISSIPPI BASIN. 71

Daily discharge, in second-feet, ofRayado River near Springer, N. Mex.,for 1909.

Day.

1....................................

2....................................

4....................................

5....................................

6....... ...

7... .................................

g

10....................................

11....................................

12....................................

13..... ...............................

15....................................

Ifi. ...................................

17....................................

18....................................

19

20....................................

21....................................

92

23....................................

24. ...................................

25.......... ..........................

26....................................

27.... ................................

28. ...................................

29....................................

qi

Jan.

0.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

'I.1

Feb.

0.4

.4

.4

. 4

.4

.4

.4

4

1

.4

.4

.4

Mar.

0.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.8

.8

1.8

.8

.8

1.8

1.3

.8

.8

.8

.8

.8

9 3

Apr.

3.8

5.8

5.8

11

10

11

5.8

5.8

5.0

5.8

5.8

6.3

13

6.8

8.9

11

18

25

26

17

If.

11

3.8

1.8

5.4

7.4

5.8

6.3

7.4

5.4

May.

1.8

10

11

11

11

11

12

11

6.8

6.8

6.3

5 4

5.8

6.8

5.8

5.8

.7

3.2

5.8

5.8

3.4

4 6

5.8

2.6

1.8

1.8

1.8

1.8

1 Q

June.

2.6

1.8

1.8

1.8

1.8

1.8

1.8 1 °

.5

.4

.4

.6

.5

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

July.

0.4

.4

.4

.4

;4

1.8

.4

.4

.4

.4

.4

.4

.4

.4

.3

.3

.3

.4

.4

.4

.4

.4

.4

.4

.4

.4

.3

.3

.3

.3

.3

Aug.

0.4

.4

.4

.4

.4

.4

.4

.4

.3

.3

.3

.4

.4

.4

.4

.4

.4

.4

.5

.5

.5

.5

.5

.5

.5

.6

.6

.0

.6

.6

.6

NOTE, The above discharges are based on a well-defined rating curve. The periods for which gage 

heights are missing are interpolated.

Monthly discharge of Ray ado River near Springer, N. Mex.,for 1909.

Month.

July . . .............................................

Discharge in second-feet.

Maximum.

0.4

.4 

2.3 

26 

12 

2.6 

1.8 

.6

Minimum.

0.4

4

.4 

1.8 

.7 

.4 

.3 

.3

Mean.

0.4

!75 

9.26 

6.14 

.84 

.42 

.45

Run-off 

(total in 

acre-feet).

25 

22 

46 

551 

378 

50 

26 

28

1,130

Accuracy.

C. 

C. 

B. 

A. 

A. 

B. 

B. 

C.

MORA RIVER AND LA CUEVA CANAL AT LA CUEVA, N. MEX.

This station, which was established August 25, 1903, primarily to 

determine the amount of water available for storage, is located at 

the wagon bridge at La Cueva, N. Mex., in the Mora land grant, 26 

miles north of Las Vegas, N. Mex. Since July, 1907, the records 

have been obtained in cooperation with the territorial engineer of 

New Mexico.
SURFACE WATER SUPPLY, 1909. PART VII.

The station is a few miles above the mouth of the Cebolla and a 

short distance downstream from the intake of La Cueva Canal, and 

just below the canal waste way. This canal carries water for irrigation, and during the nonirrigating season it is used as a feeder for a 

reservoir below.

The canal rod gage is located at a footbridge below the wasteway, 

just north of the gaging station on the river. The datum of the 

canal gage has remained constant and gage readings have been taken 

continuously since the station was established whenever there was 

any water in the canal. Apparent discrepancies in the gagings of 

the canal are accounted for by the fact that the bed of the canal 

occasionally contains a considerable deposit of silt, which is cleaned 

out at intervals.

A little water is diverted above the station for irrigation in addition to that taken out by La Cueva canal, and considerable land is 

irrigated below the station. By developing the available storage 

at reservoir sites in that locality it will be possible to utilize the 

entire flow of the stream for irrigation.

The original gage was washed out in the flood of September 29, 

1904, and was replaced by another at practically the same section 

on April 29, 1905. The datum of this staff gage, which is still in use, 

is 1.32 feet above that of the original gage.

Fair measurements can be made by wading at low stages; highwater measurements must be corrected for the skew of the bridge. 

The channel is subject to some shifting, but fair results should be 

obtained by making frequent measurements at the higher stages.

Discharge measurements of Mora River at La Cueva, N. Mex., in 1909.

Date.

April G. ...... .

Do. ........

May 23. . ......

July 29. ........

October 27.....

Hydrographer.

J. B. Stewart .......................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

W. H. Button ......................................

.....do..............................................

G. H. Russell........... ...........................

Width.

Feet. 

17.7

15.5

16.5

21

18

10

20

17

19

Area of 

section.

Sq.ft. 

11.8

9.4

11.9

23.7

14.5

4.0

42

15.6

15.8

Gage 

height.

Feet. 

0.64

.60

.60

1.12

.69

.42

2.20

1.11

1.08

Discharge.

Sec.-ft. 

11.8

8.6

8.5

48

17

2.7

111

15

15.6

Daily gage height, in feet, of Mora River at La Cueva, N. Mex., for 1909. 

[Hugh Loudon, observer.]

Day. Jan.

1.. ....................

3......................

5......................

Feb.

0.65

.65

.55

.7

Mar.

0.6

.6

.6

.45

Apr.

0.5

,5

.65

.5

May.

0.7

.85

.8

.95

.9

June.

1.0

.9

.9

1.0

July.

1.05

.95

.8

1.25

1.4

Aug.

0.4

.4

1.7

1.2

1.05

Sept.

1.6

1.45

1.45

1.4

3.45

Oct.

1.15

1.15

1.15

1.15

1.2

Nov.

1.15

1.15

1.1

1.05

1.05

Dec.

1.0

1.05

1.1

1.15
LOWER MISSISSIPPI BASIN". 73

Daily gage height, in feet, of Mora River at La Cueva, N. Mex., for 1909 Continued.

Day.

6...............

7......... ... .

8...............

9...............

10...............

11...............

12...............

13...............

14. ..............

15...............

16...............

17. ..............

18...............

19...............

21...............

22...............

23...............

24. ..............

25...............

26. ..............

27...............

28. ..............

29...............

30. ..............

01

Jan.

0.65

.6

.5

.5

.35

.3

.65

.7

.6

.6

.6

.6

.6

.6

.6

.6

.65

.6

.6

.6

.5

.6

.6

.8

.75

Feb.

0.65

.6

.6

.6

.6

.65

.6

.6

.65

.8

.6

.6

.65

.6

.6

.7

.6

.6

.6

.6

Mar.

0.4

.5

.5

.5

.6

1.8

.7

.7

.7

.65

.7

.7

.65

.65

.65

.70

.65

.6

.6

.7

.7

.7

.7

.7

Apr.

0.5

.6

.5

.5

.65

.55

.55

.6

.45

.4

.45

.5

g

.8

.75

.75

.8

.7

.65

.9

.8

May.

1.05

1.10

1.15

1.1

1.0

.95

1.0

.8

.75

.8

.9

.75

.7

.75

1.2

1.05

1.1

1.05

1.05

1.05

1.05

1.0

1.05

1.1

1.05

June.

1.3

1.1

1.1

1.0

1.0

1.1

1.2

1.15

1.10

1.05

g

.9

9

1.4

1.6

1.2

1.15

.9

.7

.55

.5

1.1

July.

1.5

1.4

1.2

1.15

1.0

.95

.75

.6

.6

.6

.55

.5

.5

.5

.5

.45

.5

.5

.7

.8

.75

.45

.5

.5

Aug.

1.0

.9

1.95

1.0

1.3

1.3

1.2

2.3

1.35

2.3

1.3

1.2

1.15

2.55

1.8

1.75

2.8

2.4

3.15

2.8

2.55

2.2

2.1

1.95

1.7

Sept.

3.7

3.0

2.55

2.3

2.2

2.1

2.0

1.9

1.8

1.7

1.65

1.6

1.6

1.55

1.5

1.45

1.3

1.3

1.3

1.3

1.25

1.25

1.2

1.2

1.2

1.15

Oct.

1.2

1.2

1.2

1.3

1.3

1.3

1.25

1.25

1.2

1.1

1.2

1.2

1.3

1.25

1.25

1.2

1.2

1.2

1.2

1.1

1.15

1.15

1.05

1.1

Nov.

1.0

'1.05

1.05

1.1

1.05

1.05

1.05

1.05

1.1

1.1

1.0

.8

1.1

1.05

1.1

1.0

1.05

1.05

1.05

1.0

1.0

1.1

1.1

Dec.

1.15

1.15

1.05

1.1

1.05

1.1

1.15

1.1

1.05

1.1

1.1

1.05

NOTE. Possible ice effect at times during January, February, and March, which did not materially affect 

the flow. Ice jam March 11. River frozen December 18 to 31.

Daily discharge, in second-feet, of Mora River at La Cueva, 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

10

10

10

10

12

10

5.5

5.5

1.0

0

12

15

10

10

10

10

10

10

10

10

12

10

10

10

5.5

10

10

22

22

18

Feb.

12

12

7.8

5.5

15

12

10

10

10

10

12

10

10

12

22

10

10

12

10

10

15

22

12

10

10

10

10

Mar.

10

10

10

10

3.8

2.0

5.5

5.5

5.5

10

12

15

15

15

12

15

15

12

12

12

14

15

12

10

10

15

15

15

15

15

5.5

Apr.

5.5

5.5

12

5.5

5.5

5.5

10

5.5

5.5

12

7.8

7.8

10

3.8

2.0

3.8

5.5

10

29

22

15

18

18

22

15

15

12

15

29

22

May.

15

26

22

34

29

42

47

52

47

38

34

38

22

18

22

29

18

15

18

57

42

47

47

42

42

42

42

38

42

47

42

June.

38

29

29

29

38

68

47

47

38

38

47

57

52

47

42

29

29

29

79

103

57

52

29

15

15

15

15

7.8

5.5

47

July.

42

34

22

62

79

91

79

57

52

38

34

18

10

10

10

7.8

5.5

5.5

5.5

5.5

3.8

5.5

10

5.5

15

22

18

3.8

5.5

5.5

2.0

Aug.

1.5

.9

106

52

36

31

22

125

26

51

49

38

156

49

151

41

31

18

172

83

76

44

194

143

234

188

155

111

100

84

58

Sept.

49

35

35

32

268

320

211

155

125

115

120

92

82

71

61

58

53

53

48

43

39

27

27

27

27

25

25

22

22

18

Oct.

18

18

18

18

22

22

22

22

29

29

29

26

26

22

15

22

22

29

26

26

22

22

22

22

22

22

15

18

18

12

15

Nov.

18

18

15

12

12

10

12

12

15

12

12

12

12

12

15

15

10

2.5

15

12

15

10

12

12

12

10

10

12

15

15

Dec.

10

12

14

15

18

18

18

12

15

12

15

18

15

12

15

15

12

8

8

8

8

8

8

8

8

8

8

8

8

8

8

NOTE. These discharges are based on curves applicable as follows: January 1 to 5, estimated; January 6 

to July 31, well defined below 57 second-feet; August 1 to September 27, indirect method for shifting channels; September 28 to December 17, not well defined; December 18 to 31, estimated on account of ice conditions; March 11 and all other days for which there are no gage heights, interpolated.
74 SURFACE WATER SUPPLY, 1909, PART VII.

Monthly discharge of Mora River at La Cueva, N. Mex.,for 1909.

Month.

July. ..............................................

December.. ...................... .......

Discharge in second-feet.

Maximum.

22 

22 

15 

29 

57 

103 

91 

234 

320 

29 

18 

18

320

Minimum.

0 

5.5 

2.0 

2.0 

15 

5.5 

2.0 

.9 

18 

12 

2.5

0

Mean.

10.3 

11.5 

11.3 

11.8 

35.4 

39.1 

24.7 

84.7 

76.2 

21.6 

12.6 

11.5

29.2

Run-off 

(total in 

acre-feet).

633 

639 

695 

702 

2,180 

2,330 

1,520 

5,210 

4,530 

1,330 

750 

707

21,200

Accuracy.

C. 

A. 

A. 

A. A. 

B. 

B. 

C. 

C.- 

B. 

B. 

C.

Discharge measurements of La Cueva canal at La Cueva, N. Mex., in 1909.

Date.

April 6. ........

Mav 23. ........

July 29. ........

October 27.....

Hydrographer.

J. B. Stewart. ......................................

.....do..............................................

W. H. Sutton. .....................................

.....do..............................................

Width.

Feet. 

8.3

8.7

11.5

8.5

7.0

Area of 

section.

 ./,.

9.7

6.5

9.6

7.2

Gage 

height.

Feet.

0.55 

.85 

.50

1.10

Discharge.

Sec.-ft.

6.5 

11.0

6.6 

10.5

6.6

Daily gage height, in feet, of La Cueva canal at La Cueva, N. Mex., for 1909. 

[Hugh Loudon, 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...............

Jan.

0.3

.3

.4

00

00

.7

.1

00

.05

05

.05

.05

05

.05

.05

.05

05

.05

.05

.05

.05

.05

.05

05

00

(a\

Feb.

0.05

(Q )

9

.1

00

(a)

«

(a)

M

(a}

oo

00

(a\

.1

00

.05

.05

.05

00

00

00

00

.05 .1

.05

Mar.

0.05

.05

.05

.45

.55

.2

.25

(a)

i fl i

(a)

(a)

(a)

(a) V,

(a}

-

.15

.2

.1

.1

.15

.3

.3

0

00

(a)

(a)

(a)

fal

Apr.

0.5

EC

2

.5

.55

.6

.5

.65

.95

1.0

.95

1.35

1.1

1.15

.9

1.15

1.1

1.1

1.15

1.3

1.25

May.

0 9

.75

g

.55

.7

1.0

.7

.85

.95

.6

9

1.15

.8

.75

.85

.85

.8

9

.9

.9

.8

.9

g

June.

0 9

.8

.8

9

.85

.8

1.05

1.05

1.05

1.05

1.0

1.1

1.1

1.0

.9

1.0

.75

.8

.9

1.2

1.0

.9

.85

.8

July.

0.8

.95

9

.85

.95

(a)

.9

9

.85

1.0

.95

.9

1.2

.7

.7

.65

.6

.5

.5

.5

.35

.6

.7

.75

.8

1.0

1.0

.6

.5

.5

Aug.

0.7

.45

1.05

.9

.9

.85

.9

1.3

1.1

1.2

(a)

(a)

(a)

(a)

(a)

(a)

00

(a)

.65

.7

1.0

.5

(a)

(a)

.9

.9

1.1

1.15

1.15

1.05

Sept.

1.2

1.2

1.2

1.2

(a)

(a)

(a)

1.0

1.0

9

.4

.5

.4

.3

.45

.35

.3

.25

.15

.1

(a)

1.2

1.25

1.3

1.3

1.3

1.3

1.3

1.25

1.25

Oct.

1.2

1.2

1.2

1.2

1.2

1.25

1.2

1.5

.3

.3

.3

.3

.3

.3

1.1

.25

.25

.3

.3

.2

2

.2

.2

.2

.2

.2

.9

.5

.5

1.0

.3

Nov.

0.3

.3

.65

.65

. 65

.65

.7

.7

.8

.8

.8

.7

.7

.2

.6

1.05

.25

.7

.2

.9

.7

.55

.55

.9

.85

.1

.2

Dec.

0.7

.8

.2

(a)

.5

.55

.5

(a)

.25

.25

00(a)

(a)

(a)

(a)

(a)

(a)

00

(a)

00

00(a\

00

(a)

(a)

(a)

(a)

00

(a)

a. Water turned out of canal.
LOWER MISSISSIPPI BASIN. 75 

Daily discharge, in second-feet, of La Cueva canal at La Cueva, N. Mex.,for 1909.

Day.

1...... .........

2..... ..........

3...............

4. ..............

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.

3

0

3

0

3

0.

4.5

0

0

3

0

8.6

1.6

0

1.2

1.2

1.2

1.2

1.2

1.2

1 9

1.2

0

0

Feb.

1 9

0

2.4

2.0

1.6

0

0

0

0

0

0

0

0

0

1.6

1.6

0

1.2

1.2

1.2

0

0

0

0

1.6

1.2

1.6

1.2

Mar.

1 2

1 9

1.2

1.2

5 9

6.5

2.4

2.8

2.4

0

0

0

0

0

0

0

0

2.0

2.4

1.6

2.0

3.3

0 0

0

0

0

0

0

5.8

Apr.

5

c

5

c

3

0.

5.8

5

0

6.5

5.8

5.8

5

O

2.4

5.8

5.8

6.5

Q 3

7 9

5.8

7 Q

13

13

21

16

17

12

17

16

16

17

20

19

May.

10

9

0.

9

0.

4.5

19

6.5

7 9

8.6

8 A

11

19

8 A

1011

1 Q

7.2

12

17

10

9.3

11

10

19

12

12

10

13

12

12

June.

19

10

10

12

11

3

0

10

12

1 ^

15

16

15

1 C

14

16

16

16

14

12

14

9.3

10

12

10

12

18

14

12

11

10

July.

10

10

12

11

1 o

0

12.2

12.2

11.4

14.0

10. 1

12.2

23

9.2

9

O

8.4

7.6

6.4

6.4

6.4

4.5

7 Q

9.6

10.4

n

o

14.8

14.9

8.1

6.6

6.4

6.1

Aug.

8 7

4.9

14

11

10.7

9

C

10

16.7

19 Q

14.2

0

0

0

0

0

0

0

0

0

5.4

5.8

10

2.9

0

0

7.8

7.6 in ^

11.7

11.7

9.9

Sept.

19 ^

12.5

0

0 ' 0

9.1

9.1

7.5

1.8

9 fi

1.8

1.1

2

O

1.4

1.1

.8

.3

.1

0

12.5

13.4

14.3

14 °.

14.3

14.3

14 °.

13.4

13.4

Oct.

19 ^

12.5

12.5

19 ^

IQ A

12.5

17.9

1.1

1.1

1.1

1.1

1.1

1.1

in Q

.7

.7

1.1

1.1

.5

.5

.5

.5

.5

.5

.5

7.5

2.6

2.6

9.1

1.1

Nov.

1.1

1.1

3.6

4.2

4.2

4.2

4.2

4.2

4.8

4.8

6.1

6.1

6.1

4.8

4.8

.5

3.6

9.9

.7

4.8

.5

7.5

4.8

3.1

3.1

7.5

6.8

3.4

.1

.5

Dec.

4.8

6.1

3.3

.5

0

2.6

3.1

2.6

0

1.1

.7

.7

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

NOTE . Discharges January 1 to July 6 are based on a rating curve which is poorly defined. The indirect 

method for shifting channels'is used for the remainder of the year.

Monthly discharge of La Cueva canal at La Cueva, N. Mex., for 1909.

Month.

July. .............................................

December. ........................................

Discharge in second-feet.

Maximum.

8.6 

2.4 

6.5 

21 

17 

18 

23 

16.7 

14.3 

17.9 

9.9 

6.1

23

Minimum.

0 

0 

0 

2.4 

4.5 

3.3 

0 

0 

0 

.5 

.1 

0

0

Mean.

2.09 

.70 

1.59 

10.4 

10.6 

12.6 

10.0 

6.32 

7.30 

4.96 

4.04 

.82

5.95

Run-off 

(total in 

acre-feet).

129 

39 

98 

619 

652 

750 

615 

389 

434 

305 

240 

50

4,320

Accuracy.

C. 

C. 

C. 

B. 

B. 

B. 

C. 

C. 

C.

c. 

c. 

c.

SAPELLO RIVER AT LOS ALAMOS, N. MEX.

This station, which was established August 22, 1903, to determine 

the amount of water available for diversion into the San Guijuella 

reservoir for the Las Vegas project, is located about 100 yards upstream from the post-office and general store at Los Alamos, N. Mex., 

13 miles north of Las Vegas, the nearest railroad point.
76 SURFACE WATEE SUPPLY, 1909, PART VII.

The proposed reservoir lies about 6 miles northwest of Las Vegas, 

has a storage capacity of about 40,000 acre-feet, is to be filled from 

the Gallinas, Sapello, and other streams in that vicinity, and is to be 

used for the irrigation of 10,000 acres of land. The station is situated 

about 4 miles below the mouth of the Manuelitos and a few miles 

above the junction of the Sapello with Mora River. A considerable 

portion of the normal flow of the stream is diverted for irrigation 

above the station.

The original gage was destroyed by a flood on September 29, 1904, 

and was replaced in April, 1905, by the present chain gage 400 feet 

upstream, and at a different datum. Results for short periods during 

the winter season are sometimes affected by ice on this stream.

The channel is somewhat shifting in character, and on account of 

the inadequacy of discharge measurements, especially at the higher 

stages, results have not been entirely satisfactory. Discharge 

measurements are made from cable during high stages and by wading 

at miscellaneous sections during low stages. Cable is located about 

200 feet above chain gage.

Discharge measurements of Sapello River at Los Alamos, N. Mex., in 1909.

Date.

April 6.........

M$y 23.........

July 29.. -------

October 27.....

Hydrographer.

J. B. Stewart. . .....................................

.....do..............................................

..... do. ............................................ .

.....do..............................................

W. H. Button ......................................

.....do..................... ........................

G. H. Russell.. . ....................................

Width.

Feet. 

9

8.5

9.2

4.3

12

22

8

Area of 

section.

Sq.ft. 

3.3

2.9

2.7

.8

3.8

24.6

8 9

Gage 

height.

Feet. 

-0.25

- .25

- .20

- .25

- .18

.30

- .10

Discharge.

Sec.-ft. 

1.1

1.6

1.4

.7

1.7

12.5

1.2

1.6

Daily gage height, in feet, of Sapello River at Los Alamos, N. Mex., for 1909.

Day.

1.... ...........

2...............

3...............

4...............

5...............

6...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17--..-.-........

18...............

19...............

20... ............

Jan.

-0.2

_ 9

- .2

_ 9

- .2

- .2

- .2

- .2

- .2

- .2

_ 2

- .2

- .2

_ 2

- .1

- .1

- .1

- .1

- .1

- .1

Feb.

-0.3

__ <J

_ 3

- .3

- .3

- .3

- .3

- .3

- .3

- .3

- .3

- .3

- .25

- .3

- .3

- .3

- .35

Mar.

-0.25

- .25

- .25

- .25

__ OC

_ oc

oc

- .25

- .2

- .2

- .2

_ , 3

_ *>

- .3

- .3

- .3

*>

- .3

- .3

Apr.

-0.3

__ 0

__ 0

- .3

_ nc

- .2

_ 9

_ 9

- .2

- .25

9

_ 9

- .2

- .2

- .2

->

- .2

- .2

May.

-0.25

_ 9

- .2

o

- .2

O

- .2

- .2

_ 2

- .2

.2

- .2

.2

2

9c

 .2

June.

-0.2

_ 9

- .2

_ 2

- .2

*>

.2

- .2

- .2

- .2

*>

- .2

_ 2

- .2

2

- .2

July.

-0.2

_ 9

- .2

- .25

9c

- .25

- .1

- .2

- .2

- .25

1.0

- .2

.2

_ 2

- .25

Aug.

-0.2

- .2

- .2

- .2

- .2

- .2

- .2

.05

__ AC

.0

1 ^

.2

*>C

.05

Sept.

0.0

.0

'TC

1.6

1.4

.05

.05

.05

.05

.0

.0

.0

 .05

Oct.

-0.1

- .1

.0

1

- .1

- .1

- .1

_ ^

- .1

Nov.

_ ^

- .1

- .1

- .1

- .1

- .1

- .1

- .1

 .1

Dec.

-0.1

- .1

- .1

- .1

.1

- .1

__ 1

- .1

- .1

__ J

- .1

- .1

- .1

- .1

- .1
LOWER MISSISSIPPI BASIN. 77 

Daily gage height, in feet, of Sapello River at Los Alamos, N. Mex.,for 1909 Contd.

Day.

21...............

22...............

23....-.-.-.---..

24...............

25...............

27. ------ ........

29..--------.---.

30.---.-.-.......

31...............

Jan.

-0.25

- .25

- .25

- .25

- .25

- .25

- .3

- .3

- .3

- .3

- .3

Feb.

-0.35

- .3

- .25

- .25

 .25

- .25

- .25

Mar.

-0.3

- .3

- .3

- .3

- .3

- .3

- .3

__ g

- .3

- .3

Apr.

-0.2

- .2

- .25

- .25

- .25

- .25

- .25

- .25

May.

-0.2

- .2

- .2

- .2

_ 9

_ 9

_ 9

o

_ 9

_ 9

- .2

June.

-0.2

_ 9

- .25

- .25

- .25

_ 9

_ 9

_ 9

_ 9

- .25

July.

-0.2

.1

- .2

- .25

- .1

_ 9

_ 9

_ 9

- .2

Aug.

0.05

.0

.05

.05

.05

.05

.05

.0

.0

.0

Sept.

-0.1

- .1

- .1

- .1

- .1

- .1

- .1

- .1

- .1

- .1

Oct.

-0.1

_ ^

- .1

- .15

- .15

- .15

- .15

- .1

_ 1

- .1

- .1

Nov.

-0.1

- .1

__ 1

- .1

- .1

- .1

- .1

- .1

- .1

- .1

Dec.

-0.15

- .2

- .2

- .2

- .2

_ I

- .1

_ I

_ 1

- .1

- .1

Daily discharge, in second-feet, of Sapello River at Los Alamos, N. Mex.,for 1909.

Day.

1. ..............

9

3...............

4...............

5...............

6. --------------

7...............

8...------.----.

g

10...-.-.-.......

11...............

12...............

14...............

15...............

10...............

17...............

18...............

19...............

20. ..............

21...............

22...............

23...............

24...............

25.-..------.-.-.

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

1.4

1.4

1.4

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.6

1.6

2.8

2.8

2.8

2.8

1.1

1.2

1.2

1.2

1.2

.7

.7

.7

.7

.7

.7

Feb.

0.7

.7

.7

.7

.7

.7

.7

.7

.7

.7

.7

1 9

.8

.8

.8

.8

3

.8

1.3

1.3

1.3

1.3

1.3

Mar.

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.9

1.9

1.9

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.5

1.1

1.1

1.1

1.1

1.1

Apr.

1.1

1.1

1.1

1.1

1.1

1.6

2.1

2.1

2.1

1.5 2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

May.

1.2

1.8

1.8

1.8

1.8

1.8

1.8

1.7

1.7

1.7

1.7

1.7

1.7

1.5

1.5

1.5

1.0

1.5

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.3

1.3

1.3

June.

1.3

1.3

1.3

1.3

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

.7

.7

1.1

1.1

1.1

1.1

July.

1.1

1.1

1.1

.7

.8

5.9

4.8

2.3

1.2

1.2

.8

72

6.1

1.3

95

2.4

1.2

1.2

.8

1.3

1.0

1.3

.9

2.6

1.3

1.4

1.4

1.4

1.5

1.5

Aug.

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

29

5.3

2.0

4.3

3.4

4.3

4.3

2.0

1.5

15

5.3

5.3

4.3

5.3

5.3

5.3

5.3

5.3

5.3

4.3

4.3

4.3

Sept.

4.3

4.3

4.2

4.2

39

159

121

77

4.0

5.0

5.0

5.0

4.9

4.9

4.9

3.9

3.9

3.8

3.8

2.9

2.3

2.3

2.2

2.2

2.2

2.2

2.2

2.2

2.1

Oct.

2.1

2.1

2.1

2.1

3.4

3.4

2.1

2.0

2.0

2.0

2.0

2.0

1.9

1.9

1.9

1.9

1.9

1.8

1.8

1.8

1.8

1.8

1.7

1.2

1.2

1.2

1.2

1.7

1.7

1.7

1.7

Nov.

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.6

l.fi

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

Dec.

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.1

.6

.6

.6

1.6

1.6

. 1.6

1.6

1.6

1.6

NOTE. These discharges were obtained by the indirect method for shifting channels.

Monthly discharge of Sapello River at Los Alamos, N. Mex.,for 1909.

Month.

July...............................................

Discharge in second-feet.

Maximum.

2.8 

1.3 

1.9 

2.1 

1.8 

1.3 

95 

29 

159 

3.4 

1.7 

1.6

159

Minimum.

0.7 

.3

.8 

1.1

1

1.5 

2.1 

1.2 

1.6 

.6

.3

Mean.

1.56 

.84 

1.19 

1.68 

1.54 

1.11 

7.01 

4.65 

16.2 

1.91 

1.65 

1.45

3.40

Run-off 

(total in 

acre-feet).

% 

47 

73 

100 

95 

66 

431 

286 

964 

117 

98 

89

2,460

Accuracy.

C. 

C. 

C. 

C. 

C. 

C. 

B. 

B. 

B. 

C. 

C. 

C.
78 SURFACE WATEE SUPPLY, 1909, PAET VII.

UTE GREEK NEAR LOGAN, N. MEX.

. This station, which was reestablished April 13, 1909, to obtain 

records of the flow available for storage and irrigation, is located 7 

miles northwest of Logan, N. Mex., 4 miles above the mouth of Ute 

Creek, and 100 yards northwest of the old Martinez house. The 

station is maintained in cooperation with the territorial engineer of 

New Mexico.

No important tributaries enter Ute Creek below the station or for 

several miles above. The stream is intermittent in character and 

most of the run-off water is derived from heavy rains on the basin. 

A little water is diverted for irrigation above the station, but storage 

is necessary in order to utilize any considerable proportion of the 

flow for that purpose. Several reservoir sites are located in that vicinity, the best known of which is probably the Ute Creek reservoir 

site, a few miles above the gaging station.

Measurements are made by wading near the gage. Estimates of 

flood discharge have been made by Kutter's formula. To obtain 

good results it will be necessary to install a cable in the vicinity of 

the gage. The stream bed is very shifting in character and the creek 

is subject to sudden rises, so that results obtained will at best be 

only moderately accurate.

The location and datum of the inclined rod gage has remained 

constant and is the same as that used by the United States Reclamation Service from August 12, 1904, to June 30, 1906.

Discharge 'measurements of Ute Creek near Logan, N. Mex., in 1909.

Date.

April'13........

July 22. ........

October 21 .....

Hydrographer

W. H. Sutton. .....................................

.... .do. .............................................

G . H. Russell. ......................................

Width.

Feet.

26

96.5

41

26

Area of 

section.

Sq.ft.

16.4

83

15.2

10.2

Gage 

height.

Feet.

1.05

2.10

.80

Discharge.

Sec.-ft.

(«)

27

13.4

a Creek dry.

NOTE. An estimate of the flood of September 6 was made by slope measurement. The maximum 

gage height was 12.2 feet and discharge 22,900 second-feet.
LOWER MISSISSIPPI BASIN. 79

Daily gage height, in feet, of Ute Creek near Logon, N. Mex.,for 1909. 

[Eligio Martinez, observer.]

Day.

3....................................

5.................. .................

6....................................

7....................................

S. ........ ...........................

9....................................

10....................................

11....................................

12....................................

13....................................

14. ..................................

15....................................

16....................................

17....................................

1 e

19

20....................................

21....................................

22. ...... . . . . . . . .............

23....................................

25....................................

27....................................

28....................................

29....................................

30

31...-................................:

May.

0.75

.55

.2

1.3

.75

.35

.15

June.

2.3

2.2

1.7

.55

.25

.25

.4

2.05

3.2

1.3

1.8

1.9

2.5

July. Aug.

2.9

1.7

1.5

1.5

1.7

.75

1.1

1.35

OIK

2.1

1.7

1.65

1.15

1.1

1 oc

.35

.2

.1

.1

Sept.

3.7

2.4

1.8

1.3

1.05

1.1

.95

.7

1.1

1.25

.95

.55

.35

.10

Oct.

1.8

1.9

2.1

2.1

2.1

1.9

1.8

1.0

.85

.55

1.85

1.0

.9

.9

.6

.5

.5

.45

.3

.3

.3

.3

.3

Nov.

0.3

.3

.3

.3

.2

.2

.2

.2

.2

.2

.2

.2

.2

.3

.3

.3

.3

q

.3

.3

.3

, .3

.3

.3

.3

.3

.3

.3

.35

.5

Dec.

0.6

.65

.7

.8

.7

.7

.7

.7

.7

.7

.7

.7

.7

.7

.7

.7

.7

.7

.6

.6

.5

.5

.5

.5

.5

.5

.5

.4

.4

.4

.4

Daily discharge, in second-feet, of Ute Creek near Logan, 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....................................

May.

0

0

0

0

0

0

0

0

0

0

0

' 0

0

0

0

0

0

0

6.2

1.1

0

67

6.2

0

0

0

. 0

0

June.

0

0

0

0

0

0

0

0

0

0

360

164

1.1

0

8

290

1,160

67

196

232

560

July.

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Aug.

0

0

0

0

0

0

0

164

110

110

164

6.2

0

33

78

1,120

164

150

33

78

8

1.1

0

0

0

0

Sept.

0

0

0

0

0

9,500

1,700

490

67

27

33

4.5

33

88

58

21

17

1.1

0

0

0

0

0

0

0

0

Opt.

0

0

196

232

01 fi

310

310

232

196

21

¥

1.1

0

0

0

0

210

132

19

11

10

1

0

0

0

0

0

0

0

0

Nov.

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

2

Dec.

4

6

8

13

8

8

8

8

8

8

8

8

' 88

8

8

8

5

5

2

2

2

2

2

2

2

1

1

1

1

NOTE . Discharges May 1 to October 16 are based on a poorly defined rating curve. The indirect method 

for shifting channels used November 30 to December 31.
80 SURFACE WATER SUPPLY, 1909, PART VII.

Monthly discharge of Ute Creek near Logan, N. Mex.,for 1909.

Month.

July...............................................

Discharge in second-feet.

Maximum.

67 

1,160 

0 

1,120 

9,500 

310 

2 

13

Minimum.

0 

0 

0 

0 

0 

0 

0 

1

Mean.

2.60 

115 

0 

112 

408 

71.0 

.07 

5.5

Run-off 

(total i» 

acre-feet).

160 

6,840 

0 

6,890 

24,300 

4,370 

4 

338

42,900

Accuracy.

C. 

C.

C. 

C. 

C. 

D. 

D.

YAZOO RIVER DRAINAGE BASIN.

DESCRIPTION.

Yazoo River is formed by the union of Tallahatchie and Yalobusha 

rivers just above Greenwood, Miss., whence it flows southward and 

southwestward to its junction with the Mississippi at Vicksburg.

Tallahatchie River and its large tributary, Cold water River, rise 

in the northern part of Mississippi. Yokona lliver, also an important 

tributary of the Tallahatchie, comes in from the east just above the 

mouth of the Coldwater. Yalobusha River rises in the northern part 

of the State, farther east than the other tributaries. Sunflower River, 

which empties into the Yazoo about 20 miles above Vicksburg, drains 

a narrow basin along the upper western border of the State which is 

cut off from Mississippi River by the levees.

The drainage area may be divided into two distinct parts, the delta 

and the hill lands. The delta comprises a strip of land east of the 

Mississippi extending from the state line on the north to Vicksburg on 

the south, about 60 miles wide at the center and decreasing in width to 

about 5 miles at either end. The hill lands comprise the portion of 

the drainage area located to the east of the delta. The entire delta is 

traversed by many small streams and bayous and contains numerous 

so-called lakes, which are really old river channels. During highwater periods the natural channels carry water from one stream to 

another, and large areas are covered by overflow water.

Except for the land that has been cleared for cultivation at 

present a relatively small amount the drainage area is forested. 

The mean annual precipitation is about 50 inches. Yazoo River is 

navigable for its entire length, and most of the larger tributaries are 

navigable for small boats. The tributaries are used to some extent 

for logging.

The data collected in the drainage basin are of value for drainage 

and navigation problems. The Tallahatchie drainage commission is 

engaged in a drainage project in the upper portion of the basin.
LOWER MISSISSIPPI BASIN. 81

TALLAHATCHIE RIVER AT BATESVILLE, MISS.

This station, which is located at the county highway bridge 1 mile 

west of Batesville and about 2 miles below the crossing of the Illinois 

Central Railroad, was established on June 15, 1906. The record has 

been continuous since that time except for a break from August 1 to 

September 19, 1906. The station is now maintained in connection 

with the Tallahatchie drainage commission.

The ground on the right bank is low for a mile or more, but the 

road has been raised above high water except at a number of bridged 

openings.

Discharge measurements can be conveniently made at all stages 

and the relation between gage heights and discharge should be fairly 

constant. A chain gage attached to the bridge is used, the datum of 

which has remained the same.

Discharge measurements of Tallahatchie River at Batesville, Miss., in 1909.

Date.

February 18....

May 28.........

Hydrographer.

Engineers of the Tallanatchie drainage commission. . 

.....do..............................................

.....do.................................. ............

.....do..............................................

E. H. Swett . . ......................................

Width.

Feet. 

198

150

130

Area of 

section.

Sq.ft. 

2,010

1,200

538

Gage 

height.

Feet. 

11.90 

16.91

7.68

15.47

2.58

Discharge.

Sec.-ft. 

5,220 

a 11, 200

2,520

68,850

391

a Including overflow of 2,030 second-feet. & Including overflow of 1,080 second-feet.

Daily gage height, in feet, of Tallahatchie River at Batesville, Miss., for 1909. 

[John S. Gofl, observer.]

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...............

29...............

30...............

31...............

Jan.

3.7

3.6

3.5

3.6

3.9

4.0

4.2

3.9

3.6

3.6

3.5

3.5

3.6

4.1

4.6 

5.5

5.4

5.3

5.2

4 9

4.9

4.8

4.7

4.7

4.6

4.4

4.1

3.7

3.6

3.6

Feb.

3.7

3.8

3.9

3.9

4.0

4.1

4.1

5.0

5.2

5.8

6.0

6.0

6.1

9.2

12.3

11.5

11.2

11.9

13.5

15.6

16.9

16.7

16.3

15.7

15.3

14.7

14.7

Mar.

16.2

16.9

16.7

16.1

15.8

14.3

13.7

13.3

13.3

12.9

11.6

12.7

13.7

14.0

13.9 

13.4

13.1

13.9

15.0

15.3

14.7

13.4

12.4

10.9

9.5

8.4

8.1

7.7

7.4

7.1

Apr.

6.8

6.3

5.9

5.6

5.2

5.5

5.9

5.6

5.4

5.2

5.2

5.9

10.6

10.2 -9.8

9.9 

10.0

10.7

11.2

13.0

13.9

13.6

12.7

10.8

8.0

7 8

7 5

7.3

7.2

7.4

May.

10.6

10.0

9.1

8.9

8.6

8.5

8.4

8.4

8.4

8.7

7.0

5.4

5.0

4.7

4.5

4.4 

4.2

4.1

4.2

5.5

5.9

5.5

6.0

6.4

7,0

10.6

8.5

7.7

7 9

8.2

14.0

June.

15.3

15.9

15.3

15.1

15.6

16.7

16.7

16.1

15.2

14.0

12.4

9.9

7.5

7.8

7.9

8.1

8.4

9.5

9.6

10.7

11.9

12.7

12.6

11 6

9.6

7.4

6.9

6.9

6.8

6.5

July.

6.4

6.1

5.9

10.7

11.9

12 7

12.6

11.6

9 6

7.4

5.0

5.8

5.7

5.3

4.8

4.5 

4.3

4.3

4.4

4.7

4.7

4.3

4.0

3.8

3.4

3.5

3.5

3.4

3.3

3.3

3.2

Aug.

3.2

3.5

3.2

3.1

3.1

3.3

3.7

4.4

3.9

3.7

3.3

3.3

3.2

3.2

3.1

3.0 

3.0

3.0

2.9

2.9

2.8

2.8

2.8

2.7

2.7

2.7

2.6

2.6

2.6

2.6

2.5

Sept.

2.5

2.5

2.5

2.5

 5.8

5.4

4.8

3.1

3.2

3.2

3.2

3.1

3.0

3.0

2.9

2.8 

2.7

2.6

2.6

2.5

3.4

4.6

3.9

3.6

3.4

3.4

3.3

3.2

3.0

2.9

Oct.

2.8

2.7

2.6

2.6

2.6

2.5

2.5

2.5

2.5

2.4

2.4

2.4

2.4

2.4

2.4

2.4 

2.4

2.4

2.4

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.4

2.4

2.4

2.5

Nov.

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.7

2.7

2.8

2.7

2.5

2.5

2.4 

2.4

2.4

2.4

2.5

2.7

2.7

3.1

2.9

2.8

2.8

2.8

2.8

2

0

2

0

Dec.

2.7

2.7

2.7

2.7

2.8

2.7

5.4

4.5

3.7

S.7

3.7

7.1

6.7

5.7

5.2

5.2 

4.9

4.5

4.0

3.7

3.4

3.3

3.3

6.8

7.1

6.9

5.3

5.3

5.3

5.2

5.2

84549° WSP 267 11-
82 SURFACE WATER SUPPLY, 1909, PART VII.

Daily discharge, in second-feet, of Tallahatchie River at Batesville, Miss., for 1909.

Day.

1..............

2..............

3..............

5..............

6..............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

IS..............

19

20..............

21..............

22

23..............

24..............

25. .............

26..............

28..............

29..............

31..............

Jan.

849

815

781

815

919

955

1 030

919

815

815

781

815

991

1,170

1,520

1,480

1,440

1,290

1,290

1,210

1,170

1,100

991

849

815.

Feb.

849

883

919

955

991

QQ1

1,400

1,640

1,720

1,720

3,310

5,560

4,900

4, 660

5,220

6,690

11,100

10,800

9,760

8,760

Mar.

Q Qlft

9 460

7,540

6,890

6,490

6,490

6,100

4,980

5,920

7,200

7,100

6,590

6,300

8,760

8,000

6,590

5, 640

3,490

2,480

2,330

2,200

Apr.

2 nftn

1,840

1,680

1,560

l',400

1,520

1 680

1,480

1,400

1,680

3 940

3,680

3,750

4,300

4 fu-»n

7,100

6,790

5,920

2,630

2,530

2, 280

2,240

2,330

May.

3,820

3,250

2 Qfin

2,840

3,010

1,480

1,320

1,210

1,140

1,100

991

1,030

1,680

1,520

1,720

1,880

4,220

9 Q(¥l

2,580

7,200

June.

9,610

8,760

8,500

9 180

10,800

8,630

7,200

3,750

2,530

2,580

2,680

2,840

3,490

3,560

4,300

5 220

5,920

5,820

4,980

3, 560

2,330

2,100

2,060

1,920

July.

1,880

1,760

1,680

5,220

5,920

5,820

4,980

3,560

2,330

1,320

1,640

1,440

1,250

1,140

1,060

1,060

1,100

1,210

1,210

1,060

955

883

747

781

781

747

713

713

679

Aug.

679

781

679

645

645

713

849

1,100

919

849

713

713

679

679

645

613

613

613

581

581

549

549

549

517

517

517

485

485

485

455

Sept.

455

455

455

455

1,480

645

679

679

679

645

613

613

581

549

517

485

485

455

747

1,170

919

815

747

713

679

613

581

Oct.

649

517

485

485

485

455

455

455

455

425

425

425

425

425

425

425

425

425

425

455

455

455

455

455

455

455

455

425

425

425

455

Nov.

455

455

455

455

455

455

455

455

455

517

517

549

517

455

455

425

425

425

425

455

517

517

645

581

549

549

549

549

549

549

Dec.

517

517

517

517

549

517

1,480

1,140

849

849

849

2,200

2,020

1,600

1,400

1,400

1,290

1,140

9S5

849

747

713

713

2,060

2,200

2,100

1,440

1,440

1,440

1,400

1,400

NOTE. The above daily discharges are based on a rating curve well denned between discharges 500 and 

12,000 second-feet.

Monthly discharge of Tallahatchie River at Batesville, Miss., for 1909.

Month.

July...................................... . ..................

November. ............................... ..... ............

Discharge, in second-feet.

Maximum.

1,520 

11,100 

11,100 

7,100 

7,200 

10, 800 

5,920 

1,100 

1,640 

549 

645 

2,200

11,100

Minimum.

781 

849 

2,200 

1,400 

991 

1,920 

679 

455 

455 

425 

425 

517

425

Mean.

1,040 

4,700 

6,490 

3,080 

2,450 

5,400 

1,920 

641 

718 

450 

494 

1,190

2,380

Accuracy.

A. 

A. 

A 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

A.

TALLAHATCHIE RIVER AT PHILIPP, MISS.

This station is located at the Yazoo Mississippi & Valley Railroad 

bridge at Philipp. It was established September 6, 1908, for 

the purpose of obtaining run-off data in connection with the work of 

the Tallahatchie drainage commission.

The stream above the station will at times overflow the surrounding 

country for a distance of several miles on either side. The overflow,
LOWER MISSISSIPPI BASIN. 83

however, with small exceptions, is intercepted by the railroad 

embankment and is made to flow in the main channel at the gaging 

station, and a few trestled openings in the railroad embankment. 

Variations in the relative stage of the river below the station will 

probably so affect the slope as to disturb the relation between gage 

heights and discharge. Judging by the plotting of the discharge 

measurements so far made, this disturbance does not appear to be 

great.

The datum of the gage, which is a vertical staff, is mean sea level; 

the gage readings therefore represent elevations above sea level. 

Measurements are made from the downstream side of the railway

bridge.

Discharge measurements of Tallahatchie River at Philipp, Miss., in 1908-9.

Date.

1908. 

June 13........

1909. 

January 29.....

March 11.......

March 19.......

March 26.......

May 1. .........

Hydrographer. 

M. R. Hall. , .......................................

W. A. Lamb.......................................

Engineers of Tallahatchie drainage commission. ....

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

E. H. Swett. .......................................

Width.

Feet. 

192

142

178 

254

306

210

204

300

139

Area of 

section.

Sq.ft. 

2,680

1,080

1,300

4,470

6,480

4,740

2,850

6,030

998

Gage 

height.

Feet. 

124. 38

115. 35

115. 70 

132. 65

135.83

136.20

136. 85

129. 70

122.60

133.2

113.2

Discharge.

Sec.-)t. 

6,670

1,880

1,760 

11,800

al2,500

620,300

c20,900

8,710

5,560

11,800

1,180

a Does not i nclilde overflow.

6 Including overflow of 7,000 second-feet.

Including overflow of 7,640 second-feet.

Daily gage height, in feet, of Tallahatchie River at Philipp, Miss., for 1909 Continued.

[G. R. Young, observer.]

Day.

1. ..............

2. ..............

7...............

8..... ..........

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18. ..............

19...............

20...............

21............... 

22...............

23...............

24...............

25...............

Jan.

116.5

116.0

115.9

115.5

115.3

115.1

115.6

115.9

116.0

116.1

116.3

116.3

116.3

115.9

115.9

116.3

116.5

116.7

117.3

117. 3 

117.7

117.6

117.4

116.9

Feb.

*

115.0

114.9

114.9

115.0

115.2

115.4

115.9

116.1

116.8

117.6

119.0

120.6

121.0

122.4

123.7

125.0

126.0

126.8

127.4

128.0 

128.6

129.1

129.6

130.1

Mar.

131.9

132.2

132.6

132.8

133.1

133.4

133.6

134.0

134.3

134.6

134.8

135.0

135.4

135.6

135.8

135.9

136.0

136.1

136.2

136.4

136.5 

136.6

136.7

136.8

136.8

Apr.

136.4

136.2

133.9

135.0

134.1

133.5

132.0

131.8

130.6

129.3

128.0

127.4

127.0

127.5

127.7

128.0

128.3

128.5

128.6

128.8 

128.9

129.0

129.2

129.4

May.

129.9

129.5

129.3

129.1

129.1

129.1

129 1

129.1

129.0

128.9

128.6

128.3

127.7

126.8

19H 7

124.5

123.3

m A

121.4

121.4

122.7 

122.5

122.8

123.0

124.1

June.

131.3

132.0

132.5

133.0

133.3

133.5

133.7

133.9

134.0

134.0

134.1

134.3

134.3

134.3

134.3

1Q4 Q

134.3

134.2

134.1 

134.0

133.9

133.8

133. 7

July.

131.7

131.2

130.5

129.5

128.5

127.1

19^ O

124.2

122.6

121.0

120.7

119.4

118.5

118.4

118.2

117.8

117.6

117.2

116.8

116.6

116.3 

116.2

116.2

116.1

115.0

Aug.

113.7

113.6

113.7

113.9

113.8

113.6

1 10 K

113.8

114.4

115.3

115.5

115.7

116.0

116.0

115.8

115.3

114.5

114.1

113.9

113.8 

113.6

113.3

113.0

112.8

Sept.

112.2

112.1

112.1

112.0

112.0

111 9

112.0

113.0

113.4

113.5

113.6

113.8

114.0

114.2

113.9

113.5

113.3

113.0

112.7

112.4

112.5 

113.4

114.3

114.7

115.3

Oct.

115.1

114.6

113.9

113.2

112.9

112.5

112.3

112.0

111.9

111.9

111.8

111.8

111.8

111.8

111.8

111.8

111.8

111.8

111.8

111.8

111.8 

111.9

111.9

111,9

111.8

Nov.

111.8

111.8

111.8

111.8

111.8

111.8

111.8

111.8

111.8

111.8

111.8

111.8

111.8

111.8

111.8

111.8

111.8

112.0

112.7

112.9

113.8 

114.5

115.0

115.0

114.8

Dec.

113.4

113.2

113.0

112.8

112.6

112.5

112.6

113.9

114.5

115.2

115.5

116.9

117.2

119.9

121.0

121.2

121.7

122.0

122.2

122.4

122.6 

122.6

122.5

122.4

122.4
84 SURFACE WATER SUPPLY, 1909, PART VII.

Daily gage height, in feet, of Tallahatchie River at Philipp, Miss., for 1909.

Day.

26. ..............

27. ..............

28...............

29...............

30

31...............

Jan.

116.5

115.6

115.3

115.3

115.1

Feb.

130.6

131.1

131.6

Mar.

136.8

136.8

136. 75

136.7

136.5

Apr.

129". 6

130.0

130.0

May.

125.8

127.0

128.3

129.0

129.5

130.5

June.

133.6

132.9

132.6

132.1

July.

114.7

114.5

114.3

114.0

113.9

113.8

Aug.

112.6

112.4

112.2

112.2

112.2

112.2

Sept.

115.3

115.5

115.5

115.4

115.4

Oct.

111.8

111.8

111.8

111.8

111.8

111.8

Nov.

114.4

113.9

113.6

113.5

113.5

Dec.

122.7

123.0

123.1

123.6

123.7

123.7

Daily discharge, in second-feet, of Tallahatchie River at Philipp, Miss., for 1908-9.

Day. Sept. Oct. Nov. Dec. Day. Sept. Oct. Nov. Dec.

1908.

1,220

1,200

1,170

1,150

1,130

1,130

1,130

1,130

1,110

1,110

1,350

1,320

1,300

1,250

1,220

1,170

1,150

1,150

1,130

1,110

1,070

1,050

1,050

1,050

1,050

1,030

1,030

1,030

1,030

1,030

1,030

1,030

1,030

1,030

1,030

1,050

1,050

1,050

1,130

1,130

1,380

1,470

1,560

1,600

1,800

1,940

2,180

2,800

3,150

3,150

3,040

3,040

3,040

2,940

2,800

1908.

1,110

1,110

1,090

1,090

1,070

1,070

1,070

1,220

1,270

1,320

1,380

1,410

1,350

1,350

1,350

1,030

1,030

1,030

1,030

1,030

1,030

1,030

1,030

1,030

1,030

1,030 

1,030 

1,030 

1/030 

1,030 

1,030

1,130

1,150

1,150

1,130

1,130

1,110

1,090

1,090

1,090

1,110

1,130

1,170

1,320

1,350

1,350

2,570

2,260

2,060

1,840

1,740

1,560

1,560

1,660

1,840

1,980

1,940

1,840

2,340

2,480

2,520

2,440

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1909.

2,260

2,060

2,020

1,880

1,800

1,740

1,910

2,020

2.060

2,100

2,180

2,180

2,180

2,020

2,020

16......... 2,180

17......... 1 2,260

18......... 2,300

19......... 2,340

20......... 2,620

26........

27.----...

28........

29........

30........

31........

2,620

2,800

2,750

2,660

2,440

2,260

2,060

1,910

1,800

1,700

1,660

1,660

1,700

1,770

I,840 

2,020 

2,100 

2,390 

2,750

3,460

4,000

4,360

4,600

5,440

6,220

7,000

7,600

8,080

8,440

8,800

9,160

9,460

9,760

10,100

10,400

10,700

II,000

1,800

1,740

11,300

11,600

12,000

12,200

12,600

13,000

13,400

14,100

14,800

15,500

16,000

16,500

17,500

18,000

18,500

18,700

19,000

19,200

19,500

20,000

20,200

20,500

20,700

21,000

21,000

21,000

21,000

21,000

20,900

20,700

20,200

20,000

19,500

13,900

16,500

14,300

13,200

12,200

11,400

11,200

10,400

9,580

8,800

8,440

8,200

8,500

8,980

9,100

9,160

9,280

9,340

9,400

9,520

9,640

9,760

10,000

10,200

10,200

10,000

9,940

9,700

9,580

9.460

9,460

9,460

9,460

9,460

9,400

9,340

9,160

8,980

8,620

8,080

7,420

6,700

5,980

5,440

4,840

4,840

5,260

5,500

5,680

5,800

6,460

7,480

8,200

8,980

9,400

9,700

10,300

10,800

11,400

11,900

12,500

12,900

13,200

13,500

13,900

14,100

14,100

14,300

14,500

14,800

14,800

14,800

14,800

14,800

14,800

14,800

14,500

14,300

14,100

13.900

13,700

13,500

13,400

12,700

12,300

12,000

11,500

11,100

10,700

10,300

9,700

9,100

8,260

7,540

6,520

5,560

4,600

4,420

3,680

3.200

3,150

3,040

2,840

2,750

2,570

2,390

2,300

2,180

2,140

2,140

2,100

1,700

1,600 

'1,530 

1,470 

1,380 

1,350 

1,320

1,300

1,270

1,300

1,350

1,320

1,270

1,250

1,320

1,500

1,800

1,880

1.910

1,940

2,060

2,060

1,980

1,800

1,530

1,410

1,350

1,320

1,270

1,200

1,130

1,090

1,050

1,010

972

972

972

972

972

956

956

940

940

925

940

1,130

1,220

1,250

1,270

1,320

1,380

1,440

1,350

1,250

1,200

1,130

1,070

1,010

1,030

1,220

1,470

1,600

1,800

1,800

1,880

1,880

1,840

1,840

1,740

1,560

1,350

1,170

1,110

1,030

990

940

925

925

910

910

910

910

910

910 

910 910- 

910 

910

910

925

925

925

910

910

910

910

910

910

910

910

910

910

910

910

910

910

910

910

910

910

910

910

910

910

910

910

940

1,070

1,110

1,320

1,530

1,700

1,700

1,630

1,500

1,350

1,270

1,250

1,250

1,220

1,170

1,130

1,090

1,050

1,030

1,050

1,350

1,530

1,770

1,880

2,440

2,570

3,950

4,600

4,720

5,020

5,200

5,320

5,440

5,560

5,560

5,500

5,440

5,440

5,620

5,800

5,860

6,160

6,220

6,220

NOTE. The above daily discharges are based on a rating curve fairly well denned between discharges 

1,130 and 9,400 second-feet. For higher discharges the rating curve is only approximate.
LOWEE MISSISSIPPI BASIU. 85 

Monthly discharge of Tallahatchie River at Philipp, Miss., for 1908-9.

Month.

1908.

DeCelllfoer

1909.

July ...........................................................

Discharge in second-feet.

Maximum.

1,410 

1,350 

1,350 

3,150

2,800 

11,000 

21,000 

20,000 

10,300 

14,800 

11,100 

2,060 

1,880 

1,740 

1,700 

6,220

21,000

Minimum.

. 1,070 

1,030 

1,030 

1,380

1,740 

1,660 

11,300 

8,200 

4,840 

10,800 

1,320 

972 

925 

910 

910 

1,030

910

Mean.

1,190 

1,090 

1,110 

2,210

2,160 

5,650 

17,500 

10,900 

8,010 

13,600 

4,280 

1,410 

1,300 

997 

1,100 

3,770

5,890

Accuracy.

B. 

B. 

B. 

B.

B. 

B. 

C. 

C. 

B. 

C. 

B. 

B. 

B. 

B. 

B. 

B.

YAZOO RIVER AT GREENWOOD, MISS.

This station, which is located at the highway bridge at Greenwood, 

a point about 1 mile below the junction of Yalobusha River, was 

established July 15, 1908, for the purpose of obtaining general run-off 

data applicable to navigation and drainage problems, and is maintained in cooperation with the Tallahatchie drainage commission.

There are no artificial diversions of water above the station, and all 

natural diversions return to river above unless at extreme floods some 

overflow water may be lost to Sunflower River. The conditions 

at the station are favorable for accurate discharge measurements at 

all stages, but it is expected that the relation between gage heights 

and discharges will be greatly disturbed by changes in slope of Yazoo 

River, caused by varying stages of Mississippi River.

The chain gage is fastened to the downstream handrail of the 

bridge. Its datum is mean sea level and has not been changed. 

Discharge measurements are made from this bridge. The United 

States Weather Bureau has maintained a gage here since November 1, 

1904, the datum of which was 92.5 feet above sea level.

The gage heights from January 1 to July 15, 1908, are from the 

United States Weather Bureau gage and have been adjusted to 

conform to the sea-level datum of the new gage.
86 SUEFACE WATEE SUPPLY, 1909, PART VII.

Discharge measurements of Yazoo River at Greenwood, Miss., in 1909.

Date.

February 27....

Aprils.........

August 26......

Hydrographer.

W . A . Lamb .......................................

.... .do. .............................................

.... .do. .............................................

E. H . Swett ........................................

.....do..............................................

.... .do. .............................................

Width.

Feet. 

411

416

660

662

659

260

259

258

Area of 

section.

Sq.ft.

7,860

8,270

9,690

13,300

11,500

1,540

1,430

1,400

Gage 

height.

Feet. 

115. 60

116. 55

118.51

122. 72

121.65

94.67

94.28

94.16

Discharge.

Sec.-ft. 

17,100

19,000

21,900

28,600

24,300

1,690

1,450

1,410

Daily gage height, in feet, of Yazoo River at Greenwood, Miss., for 1909. 

[W. T. Davis, 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........

Jan.

97.56

97.20

96.82

96.48

96.22

96.02

95.88

96.02

96.25

96.32

96.30

96.30

96.32

96.32

96.30

96.28

96.47

96.65

96.75

96.91

97.09

97.33

97.50

97.54

97.52

97.27

96.98

96.59

9&27

95.88

95.55

Feb.

95.36

95.26

95.18

95.10

95.19

95.65

96.70

97 °9

97.56

102. 30

103. 36

103. 47

103. 80

106.72

108. 79

108. 90

109. 95

110.85

111. 45

111. 81

112. 67

114.0

115. 12

115. 43

115. 62

115. 65

Mar.

115. 85

115.62

116. 28

116. 55

116.80

117. 35

117. 33

117. 96

118.25

118.41

118.52

119.06

120.30

120.12

120. 20

120. 28

120. 45

121.44

122.09

122. 38

122. 51

122. 59

122. 64

122.68

122. 72

122.72

122. 66

122. 56

122. 38

Apr.

122. 18

121. 94

121. 58

121. 17

120.70

120.20

119. 73

118.53

117. 68

116. 72

115. 63

115. 42

115.21

114. 62

114.35

114. 23

114.26

113. 92

114.00

11450

114.32

115. 95

116. 76

117.30

116. 92

116. 58

May.

116. 25

116. 28

115. 76

115. 56

115. 36

115. 20

115. 05

114. 85

114.56

114.33

113. 55

112. 75

111. 82

110.80

109.78

107.64

107. 10

106.78

106.76

106.82

106.97

107. 55

110.26

113.80

116. 33

117. 27

117. 65

118.03

119. 18

June.

120.34

121. 01

121. 42

121. 67

121. 86

121. 98

122. 11

122. 14

122. 09

122. 25

121. 89

121. 75

121. 60

121. 42

121. 19

120. 89

120.55

120.29

120.28

119. 70

119. 34

119. 03

118.92

118.67

118.22

117. 83

117. 45

116. 99

116. 54

116. 07

July.

115. 59

115. 07

114.47

113. 76

113. 28

111. 98

110.94

109. 75

108. 51

107. 20

106.16

104.39

102. 98

101. 88

100.92

100.08

99.45

99.18

98.44

97.85

97.33

97.05

96.76

96.68

96.57

96.34

96.38

95.90

95.72

95.58

95.50

Aug.

95.50

95.75

95.82

95.72

95.64

95.48

95.34

95.40

95.54

95.99

96.58

96.68

96.56

96.52

96.68

96.78

96.63

96.25

95.82

95.53

95.30

95.07

94.82

94.57

94.41

94.23

94.10

93.97

93.88

93.80

93.73

Sept.

93.72

93.69

93.67

93.63

9a59

93.55

93.52

93.52

94.03

94.44

94.44

94.62

94.88

95.10

95.12

95.07

94.92

94 69

94.35

94.13

94.37

95.34

95.57

96.86

96.90

96.79

96.57

96.36

96.29

96.25

Oct.

96.19

95.89

95.55

95.11

94.68

94.35

94.08

93.87

93.72

93.61

93.52

93.46

93.41

93.35

93.31

93.30

93.27

93.25

93.22

93.24

93.49

gass

93.34

93.30

93.30

93.30

93.30

9a30

93.30

93.32

93.35

Nov.

93.31

93.28

93.27

93.26

93.26

93.26

93.26

93.26

93.24

93.22

93.22

93.20

93.19

93.18

93.19

93.26

9a42

93.48

gaso

gass

9a94

9453

95.04

95.37

95.52

95.45

95.30

95.01

9472

94.56

Dec.

94.52

94.50

94.41

94.28

94.22

94.08

94.41

94.68

95.14

95.78

96.19

96.53

97. 11

98.48

99.90

100. 71

101. 14

101. 42

101. 69

101. 87

101. 96

101. 98

101. 98

102. 03

102. 51

103.30 ioa73

103. 82 loass

103. 89 ioas7

COLDWATER RIVER AT SAVAGE, MISS.

This station is located at the Yazoo & Mississippi Valley Railroad 

bridge at Savage, about 5 miles below the place where the river 

leaves the hills and enters the delta. It was established July 1, 1908, 

for the purpose of determining the amount of water entering the delta 

from the foothills and is maintained in cooperation with the Tallahatchie drainage commission.

Although there are large overflow areas along the banks of the 

river, the flow is practically confined by the railroad embankments 

to the channel under the bridge and can be conveniently measured 

at all stages.
LOWER MISSISSIPPI BASIN. 87

The gage, which consists of two vertical sections just below the 

bridge, is set on sea level datum so as to read actual elevations. 

Measurements are made from the downstream side of the bridge.

Discharge measurements of Coldwater River at Savage, Miss., in 1908-9.

Date.

1908.

1909. 

January 20. ....

February 15....

February 27....

March 13. ......

March 18. ......

March 22. ......

March 24. ......

March 27 .......

April 17..... ..

April 21... . .

Hydrographer .

M. R. Hall....... ..................................

Engineers- of the Tallahatchie drainage commission.

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

W. A. Lamb.......................................

.....do............................... ..............

.... .do. .............................................

.....do................ .............................

.... .do. ............................................

.... .do. ......................... A ..................

.....do..............................................

Width.

Feet. 

255

135

114 

180

197

253

260

281

265

265

213

159

128

246

250

Area of 

section.

Sq.ft. 

3,490

1,440

946 

1,630

2,170

2,740

3,570

3,700

3,360

3,280

2,120

1,410

936

2,610

2,830

Gage 

height.

Feet. 

182. 99

m.oo

170. 36 

174. 35

176. 87

179. 81

185.85

183.98

183. 78

182. 70

182. 53

177. 10

172.65

169. 24

180. 51

180. 08

186. 00

Discharge.

Sec.-ft. 

5,190

1,050

449 

1,310

1,910

2,230

a 10, 800

5,140

5,820

4,920

4,360

1,540

771

399

3,310

2,980

611,200

i Includes overflow of 2,640 second-feet. 6 Includes overflow of 2,950 second-feet.

Daily gage height, in feet, of Coldwater River at Savage, Miss., for 1909. 

[O. F. Brock, observer.]

Day.

1...............

3 ..............

4...............

5 . ...........

0...............

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.

168.0

168.2

167.9

167.6

167.5

169.0

171.3

172.7

172.0

170.6

168.8

167.7

167.2

167.1

167.2

167.8

170.0

170.9

171. 75

170.9

169.7

168.1

167.5

167.2

166.9

166.9

166.9

166.8

167.2

168. 25

1CQ Q 169.9

Feb.

170.9

170.0

169.8

168.7

167. 15

173.5

175.2

176. 1

176. 85

177.6

177.9

177. 85

177. 35

177. 85

179. 65

184.1

185. 75

186.0

185.85

185.45

185.2

184.8

184.6

184.3

183.95

183. 95

183.9

'

Mar.

183.8

183.6

183.5

182. 95

182.5

181.8

181.2

180.65

180.5

180.8

181.4

182. 15

182.6

182.8

183.05

183.0

182.85

182. 55

182.0

181.0

179.4

177.2

174.5

172.7

171.2

170.0

169.2

169.0

168. 75

168.5

168.2

Apr.

167.9

167.6

167.5

167.4

167.2

167.2

168. 75

172.5

174.5

175.6

175.0

173.5

175.2

178.4

179.3

180. 05

180. 45

181.0

181.4

181.2

180.3

178.0

174.2

172.4

170.5

172.2

172.8

173.2

173.6

172.0

May.

173.2

175. 85

176.3

177.2

176.2

174.9

172.0

170.4

169.4

172.1

172.2

172.8

172.5

171.1

169.4

168.5

167.7

167.2

167.7

170.8

172.2

174.0

175.0

176.1

177.2

178.0

179.0

180.0

181. 75

184.0

184.9

June.

185. 45

185.8

186.1

185. 85

185.5

184.8

184.2

183.5

182. 55

180.85

178.5

178.0

177.6

177. 1

176.85

176.9

176.9

176.6

175.0

173.0

171.0

169.3

169.5

168.8

171.3

172.5

172.5

172.5

169.4

168.8

July.

170.5

170. 8

170.8

170.9

170.4

170.1

169.5

168.5

168.2

167.5

168.4

168.8

167. 85

166. 85

167.0

166.7

166.8

166.8

167.2

167.2

167.0

166.7

166.4

166.1

166.1

166.1

166.1

166.2

166.1

166.0

166.0

Aug.

166.1

166.0

166.0

166. 0

166.0

166.0

166. 85

172.2

173.8

174.4

173.85

175.5

168.9

168.1

170.1

170.7

169.0

168.5

166.9

166.8

166.2

166.2

166.1

165.1

165. 9

165.9

165.9

165.9

165.8

165.8

165.8

Sept.

165. 8

165. 8

165.8

165.8

166.0

166.3

169.2

170. 2 1

173.1

172.2

171. l' 

166.2 

166.1 

166.0 

165.9

165.9,

165.9

165.8

165.7

165.7

166.0

169.0

170.1

170.8

170.9

170.8

167.9

167.4

166.5

166.3

Oct.

166.3

166.1

166.1

166.0

166.0

165.9

165.9

165.9

165.9

165.9

165.9

165.9

165.9

165.9

165.9

165.9

165.9

165.9

165.9 

166.0

166.4

166. 3

166.3

166.0

166.0

166.0

166.0

165.9

165.9

165.9

165.9

Nov.

1C6. 0

166.0

166.0

166.0

166.0

166.0

166.0

166.0

166.2

106. 3

166.3

166.3

166.1

166.1

166.9

173.1

174.9

175.5

174.7 

173.4

169.4

169.0

168.5

169.5

170.5

170.4

169.2

168.3

167.5

167.0

Dec.

166.9

166.8

167.0

167.0

167.9

168.0

170.5

173.5

174.3

175.5

175.8

180.2

180.7

181.5

184.3

185.0

183.2

183.2

183.2 

183.2

180.7

178.8

176.0

173.0

176.0

178.0

178.5

17a6 i7as i?a4

177.4
SURFACE WATEE SUPPLY, 1909, PAET VII.

Daily discharge, in second-feet, of Coldtvater River at Savage, Miss., for 1908-9.

Day. Oct. Nov.

1908 

1...........

2.. .........

3... . .......

4. ..........

5...........

8...........

9........... ]

10...........

Day.

1909. 

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..............

81 118 

48 118 

27 121 

21 124 

18 124

18 124 

15 124 

15 124 

15 137 

12 144

Jan.

290 

308 

281 

254 

245

380 

631 

837 

725 

548

362 

263 

221 

213 

221

272 

482 

583 

690 

583

450 

299 

245 

221 

197

197 

197 

189 

291

312 

471

Dec.

837 

890 

787 

548 

410

290 

803 

1,020 

1,030 

993

Feb.

583 

482 

460 

353 

217

983 

1,360 

1,590 

1,800 

2,040

2,140 

2,130 

1,960 

2,130 

2,840

5,190 

7,540 

10,700 

11,200 

10, 900

10, 100 

9,630 

8,870 

8,490 

7,920

7,260 

7,260 

7,160

Day.

1908. 

11............

12............

13............

14............

15........ ...

16............

17............

18............

19............

20............

Mar.

6,970 

6,590 

6,400 

5,360 

4,660

4,020 

3,620 

3,320 

3,240 

3,390

3,740 

4,300 

4,800 

5,100 

5,540

5,450 

5,180 

4,730 

4,180 

3,500

2,730 

1,910 

1,190 

837 

619

482 

400 

380 

358 

335 

308

Apr.

281 

254 

245 

237 

221

221 

358 

803 

1,190 

1,460

1,310 

983 

1,360 

2,320 

2,680

3,020 

3,220 

3,500 

3,740 

3,620

3,140 

2,180 

1,130

787 

537

755 

854 

926 

1,000 

725

Oct. Nov.

112 144 

112 151 

112 158 

112 173 

112 173

112 165 

112 162 

115 148 

115 137 

115 130

May.

1,

1, 

1, 

1,

1,

1, 

1, 

1, 

1,

2, 

2 

3 

3

7 

9

926 

520 

650 

910 

620

296 

720 

525 

420 

740

755 

854 

803 

607 

420

335 

263 

221 

263 

571

755 

080 

310 

590 

910

180 

560 

000 

980 

350 

060

June.

10,100 

10,800 

11,300 

10, 900 

10,200

8,870 

7,730 

6,400 

4,730 

3,420

2,360 

2,180 

2,040 

1,880 

1,880

1,820 

1,820 

1, 730 

1,310 

890

595 

410 

430 

362 

631

803 

803 

803 

420 

392

Dec.

779 

559 

362 

272 

245

205 

197 

181 

181 

165

July.

537 

571 

571 

583 

526

493 

430 

335 

308 

245

326 

362 

276 

193 

205

181 

189 

189 

221 

221

205 

181 

158 

137 

137

137 

137 

144 

137 

130 

130

Day. Oct.

1908. 

21............ 115

22............ 115

23............ 115

24............ 115

25............ 115

26............ 112

27............ 112

28............ 112

29............ 118

30............ 118

31............ 118

Aug.

137 

130 

130 

130 

130

130 

193 

755 

1,040 

1,170

1,050 

1,430 

371 

299 

493

559 

380 

335 

197 

189

144 

144 

137 

76 

124

124 

124 

124 

118 

118 

118

Sept.

118 

118 

118 

118 

130

151 

400 

504 

908 

755

607 

144 

137 

130 

124

124 

124 

118 

112 

112

130 

380 

493 

571 

583

571 

281

237 

165 

151

Oct.

151 

137 

137 

130 

130

124 

124 

124 

124 

124

124 

124 

124 

124 124'

124 

124 

124 

124 

130

158 

151 

151 

130 

130

130 

130 

124 

124 

124 

124

Nov.

130 

130 

137 

148 

158

177 

355 

430 

740 

779

Nov.

130 

130 

130 

130 

130

130 

130 

130 

144 

151

151 

151 

137 

137 

197

908 

1,290 

1,430 

1,240 

964

420 

380 

335 

430 

537

526 

400 

317 

245 

205

Dec.

181 

205 

245 

471 

683

644 

471 

326 

281 

272 

281

Dec.

197 

189 

205 

205 

281

290 

537 

983 

1,150 

1,430

1,510 

3,090 

3,340 

3,800 

7,920

9,250 

5,830 

5,830 

5,830 

5,830

2^480 

1,560 

890 

1,560

2,180 

2,360 

2,400 

2,360 

2,320 

1,980

NOTE. The above daily discharges are based on a rating curve fairly well defined between discharges 

380 and 5,450 second-feet.
LOWER MISSISSIPPI BASIN". 89 

Monthly discharge of Coldwater River at Savage, Miss., for 1908-9.

Month.

1908.

1909.

July............................................................

Discharge in second-feet.

Maximum.

181 

779 

1,030

837 

11,200 

6,970 

3,740 

9,060 

11,300 

583 

1,430 

908 

158 

1,430 

9,250

11,300

Minimum.

112 

118 

165

189 

217 

308 

221 

221 

362 

130 

76 

112 

124 

130 

 189

76

Mean.

118 

199

478

' 367 

4,760 

3,340 

1,440 

1,650 

3,600 

277 

342 

287 

130 

391 

2,620

1,T>00

Accuracy.

B. 

B. 

B.

A. 

B. 

B. 

A. 

A. 

A. 

B. 

B. 

B. 

B. 

B. 

A.

YALOBTJSHA RIVER AT GRENADA, MISS.

This station, which was established June 14, 1906, for the purpose 

of obtaining general run-off data, is located in the western part of 

Grenada at the county highway bridge, about one-half mile from the 

depot and the same distance below the crossing of the Illinois Central 

Eailroad. It is below the mouth of Bataupan Bogue, which comes 

in a short distance above the railroad bridge. The gage chain was 

stolen a second time on November 2, 1906, and the station was 

temporarily abandoned. On July 7, 1908, the station was again 

established in connection with the Tallahatchie drainage commission, 

using the same gage datum as formerly. The gage is located on the 

bridge.

The left bank is not liable to overflow. The ground on the right 

bank is low for a long distance, but is crossed by the public highway 

embankment, which is above high water except at a few bridged 

openings.

Conditions are favorable for accurate discharge measurements 

which are made from the bridge. It is probable that the station 

rating will be somewhat affected by backwater from Yazoo Eiver 

and also by shifting of the stream bed.

Discharge measurements of Yalobusha River at Grenada, Miss., in 1909.

Date.

August 28......

Hydrographer.

W.R.Wallis.. .....................................

W . A. Lamb .......................................

W.R.Wallis.......................................

E. H. Swett. .......................................

Width.

Feet.

 1 DC

58

Area of 

section.

Sq.ft.

2

QCfl

2

QOA

62

Gage 

height.

Feet. 

16.46

24.17

1.15

Discharge.

Sec.-ft. 

6,840

a a ^oft

615,200

60

a Overflow not measured. 6 Includes an overflow of 3,010 second-feet.
90 SURFACE WATER SUPPLY, 1909, PART VII.

Daily gage height, in feet, of Yalobusha River at Grenada, Miss., for 1909. 

[W. C. Carroll, observer.]

Day.

1. ..............

2...............

3...............

4...............

5...............

6...............

8. ..............

9...............

10...............

11...............

12...............

13.....-.-.-.....

14...............

16...............

17...............

18.....-.--......

19

90

21........:......

22...............

23....-.--.-.-...

24. ..............

9C

26...............

27...............

28.....----......

29.....-.-.-.....

30

31...............

Jan.

2.35

2.2

2.2

2.25

2.3

2.25

2.2

2.2

2.15

2.15

2.15

2.15

2.2

2.2

2.2

2.25

2.3

2.45

2.6

2.5

2.5

2.4

2.35

2.35

2.1

2.05

2.05

1.95

1.95

1.9

1.95

Feb.

1.75

1.7

1.65

1.5

1.55

1.9

2.7

3.3

8.0

12.5

11.8

11.5

10.0

10.5

18.4

18.1

17.0

16.9

16.8

16.6

15.4

15.4

17.0

22.3

22.0

21.6

21.0

22.8

Mar.

21.5

20.5

20.0

19.2

1 C f\

12.2

11.0

9 9

10.4

14.9

20.5

22.4 09 o

21.4

22.0

99 fi

21.5

9Q 4

19.1

18 9

17.1

16.6

14.1

13.3

9.1

5.3

Apr.

3.8

3.8

3 7

3 A

3.2

3.2

5 A

5.6

5.6

5.8

5.2

4.5

12.4

17.0

15.0

13.8

13.6

13.6

13.4

8.0

7.4

7.8

9.4

17.4

18.0

19.8

18.0

17.6

May.

16.4

1 C f\

14.2

13.0

8.4

6.0

5.8

5.6

4.7

4.0

3.8

3.4

3.2

3.0

2.9

4.1

7.2

8.0

'10.4

11.2-

11.1

10.8

21.2

23.8

24.6

23.0

22.9

23.0

23.9

June.

24.2

24.4

21.2

9Q g

20.4

19 1

17.6

14.0

9.6

6.0

7.0

10.4

8.0

7.0

6.2

5.8

4.0

4.0

3.8

3.8

3.6

3.0

4.0

4.4

4.2

4.2

3.9

2.8

July.

2.65

2.6

9 ^

2.55

2.8

9 35

2.05

1.85

1.75

1.7

1.65

1.6

2.05

2.55

3.2

2.85

2.35

2.05

1.8

1.65

1.5

1.55

2.05

1.45

1.4

1.35

1.35

1.4

1.4

1.4

Aug.

2.15

1.75

O OK

i a

1.65

1.8

1.55

3.0

3.6

3.0

2.35

1.55

1.5

1.35

1 65

1.6

1.55

1.45

1.45

1.4

1.25

1.25

1.2

1.2

1.15

1.15

1.15

1.15

1.15

1.15

Sept.

1.0

1.0

.95

.95

.95

QC

g

.95

1.05

1.15

1.7

1.6

1.5

1.35

1.25

.95

.9

.9

7.3

4.2

3.8

3.2

2.85

2.45

2.25

2.1

1.95

1.7

Oct.

1.3

1.05

1.3

1.2

1.15

1.15

1.1

1.1

1.05

1.0

1.0

.95

1.05

1.0

1.0

.95

.95

1.0

1.05

1.05

1.0

1.0

1.0

1.1

1.15

1.1

1.1

1.1

.95

Nov.

0.95

1.0

.95

1.0

1.1

1.05

1.1

1.05

1.1

1.1

1.05

1.1

1.1

1.0

.9

1.3

1.35

1.45

1.45

1.45

1.4

1.4

1.3

1.2

Dec.

1.1

1.2

1.65

2.0

1.7

1.65

1.3

1.85

2.0

2.1

2.45

2.3

2.85

3.0

3.4

3.2

2.9

2.65

2.6

2.1

2.5

2.55

2.6

3.0

2.85

2.7

3.1

3.4

3.2

2.9

Daily discharge, in second-feet, of Yalobusha River at Grenada, Miss., for 1909.

Day.

9

3....-.--....-..

4..... ........ ..

6..... ..........

7.. .............

8...--..-.......

9...............

11...............

12...............

13...............

14...............

15...............

16...............

17...--.-........

18...............

19...............

20...............

21...............

22. ..............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

302

265

265

278

290

278

265

265

232

232

232

232

265

265

265

278

290

328

365

340

340

315

302

302

240

228

228

202

202

190

202

Feb.

160

150

140

110

120

190

390

540

2,350

4,820

4,440

4,280

3,450

3,720

8,300

8,080

7,340

7,280

7,220

7,110

6,420

6,420

7,340

12,500

12,100

11,600

10,900

13,200

Mar.

11, 500

9,750

8,980

6,200

4,660

4,000

3,010

3,670

 4,550

6,140

9,750

10, 300

11,400

12,100

12,700

12, 400

11, 400

12, 100

13,000

11, 500

10, 200

8,890

8,150

7,400

7,100

5,700

5,260

2,960

1,200

Apr.

690

690

660,

570

515

515

1,240

1,310

1,310

1,390

1, 160

920

4,770

7,340

6,200

5,870

5,540

5,430

5,430

5,320

4,000

2,350

2,060

2,250

3,120

7,600

8,000

9,550

8,000

7,720

May.

7,600

6,980

6,750

6,200

5,760

5,100

2,570

1,470

1,390

1,310

990

750

690

570

515

465

440

780

1,970

2,350

3,670

4,110

4,060

3,890

11,100

14, 700

15,900

13,500

13,400

13,500

14,800

June.

15, 300

15,600

15,300

13,800

11, 100

10, 600

10,200

8,890

7,720

5,650

3,230

1,470

1,880

3,670

2,350

1,880

1,550

1,390

750

750

690

690

630

465

750

885

815

815

720

415

July.

378

365

302

365

352

415

302

228

180

160

150

140

130

228

352

515

428

302

228

170

140

110

120

228

102

95

88

88

95

95

95

Aug.

252

160

278

170

140

170

120

465

630

465

302

120

110

88

140

130

120

102 *102

95

88

72

72

65

65

60

60

60

60

60

60

Sept.

55

45

45

40

40

40

40

35

40

50

60

150

130

110

88

88

72

40

35

35

2,020

815

690

515

428

328

278

240

202

150

Oct.

80

50

80

65

60

60

55

55

55

50

45

45

40

50

50

45

45

40

40

45

50

50

45

45

45

55

60

55

55

55

40

Nov.

40

45

45

 55

40

45

55

55

50

55

50

55

55

55

50

50

55

55

45

35

45

80

88

102

102

102

95

95

80

65

Dec.

55

65

140

215

150

140

95

80

180

215

240

328

290

428

465

570

515

440

378

365

240

340

352

365

465

428

390

490

570

515

440

NOTE. The above daily discharges are based on a rating curve which is fairlv v.-ell defined.
LOWEE MISSISSIPPI BASIN". 91 

Monthly discharge of Yalobusha River at Grenada, Miss., for 1909.

Month.

February ........ .....................

July ...........................................................

The year. ........................................... ....

Discharge in second-feet.

Maximum.

365 

13,200 

13,000 

9,550 

15,900 

15,600 

515 

630 

2,020 

80 

102 

570

15,900

Minimum.

190 

110 

1,200 

515 

440 

415 

88 

60 

35 

40 

35 

55

35

Mean.

267 

5,380 

8,030 

3,720 

5,400 

4,670 

224 

157 

230 

51.9 

61.5 

321

2,380

Accuracy.

ooooooaaaaao

SUNFLOWER RIVER NEAR RTJLEVILLE, MISS.

This station, which was established June 15, 1908, and is maintained in cooperation with the Tallahatchie drainage commission, 

is located at the new iron wagon bridge 3 miles southwest of Ruleville, Miss. The gage was not installed until early in October, 1908, 

and readings were then intermittent until the end of 1908.

The drainage area above the station is very flat and is cut by a 

number of small tributaries and bayous. The river at the station 

and below has a very small amount of slope, making the current too 

sluggish for measurements at times. The amount of slope and 

consequently of velocity varies greatly with the stage of Mississippi 

River, making it impossible to rate the station in the usual way by 

basing daily discharges upon the daily gage heights.

As the gage, which consists of two vertical sections below the 

bridge, is set to sea-level datum, the gage readings are actual elevations above the sea. Measurements are made from the downstream 

side of the bridge.

Discharge measurements of Sunflower River near Rulemlle, Miss., in 1909.

Date.

February 22....

Hydrographer.

.....do..............................................

Width.

Feet. 

229

229

196

Area of 

section.

Sq.feet. 

3,640

3,660

1,C80

Gage 

height.

Feet. 

106.53

106.65

97.70

Discharge.

Sec.-ft. 

2,380

2,280

175
92 SURFACE WATER SUPPLY, 1909, PART VII.

Daily gage height, in feet, of Sunflower River near Ruleville, Miss., for 1909. 

[W. E. McMathe, observer.]

Day.

1...............

2.'..............

5...............

1. ..............

9.-.-.......-...

10...............

12. ..............

13...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...-.......---.

24. ..............

25...............

26...............

27-..-....--.-...

28....-.....----.

29...............

31

Jan.

98.0

98.0

98.0

98.0

98.0

98.0

98.0

98.0

98.0

98.0

98.0

98.0

98.1

98.1

98.1

98.1

98.1

98.0

98.0

98.0

98.0

98.0

98.0

98.0

98.0

98.0

98.0

98.0

98.0

98.0

Feb.

97.9

97.85

97.75

97.65

97.65

97.7

97.9

97.95

98.1

98.25

98.4

98.5

99.3

101.0

104.45

105.9

105.6

106.45

106.65

106.65

106.4

105.55

105.7

104.7

104.9

Mar.

103.4

102. 75

101.25

100.8

100.35

100.05

99.85

99.8

101.1

102.15

103. 35

108.1

108.7

105.9

104. 35

105.2

105.15

104.3

103. 55

102.8

102.1

101. 45

101. 75

101. 55

100. 75

Apr.

99.4

99.5

99.3

99.3

99.3

99.3

99.3

99.3

99 82

101.6

102. 35

101.28

100.92

99.72

QQ 4

99.3

100.48

102.28

102. 98

104. 22

104.5

May.

104.3

103.9

102.5

101. 95

101. 95

101. 95

101. 88

101.5

101. 02

100.5

100.15

99.4

99.65

99.42

99.4

99 5

99.75

100.05

100.65

100.4

103.05

110. 95

111.75

111. 35

June.

112. 75

113. 25

112. 98

112. 22

110.8

109.6

108.25

107.0

105.4

104.3

102. 75

103. 45

104.65

105.5

105.55

104.65

104. 15

103.8

102.55

101.8

101.45

101.3

101.3

101.3

100. 75

100.35

99.9

99.52

July.

99.32

99.3

99.25

99.08

98.88

98.78

98.68

98.58

98.48

98.38

98.28

98.2

98.2

98.2

98.2

98.2

98.2

98.12

98.0

98.0

98.0

98.0

98.0

98.0

98.0

98.0

98.0

98.0

98.0

Aug.

98.0

97.95

97.9

97.85

97.82

97.8

97.8

97.8

97.8

97.8

97.8

97.8

97.8

97.8

97.8

97.8

97.8

97.8

97.8

97.8

97.8

97.8

97.8

97.8

97.8

97.8

97.8

97.8

97.8

97.8

Sept.

97.8

97.8

97.8

97.8

97.8

97.8

97.8

97; 8

97.8

97.8

97.8

97.78

97.75

97.72

97.7

97.68

97.65

97.6

97.6

97.6

97.62

97.72

97.78

97.831

97.85

97.85

97.85

97.85

97.8

97.78

Oct.

97.75

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

Q7 7

97.7

97.7

97.7

Q7 7

97.7

97.7

97.7

97.7

97 7

Nov.

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

Q7 7

97.7

97.7

97.7

97.7

Dec.

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.7

97.8

98.65

99.55

100. 15

100.32

100.32

100.28

100.2

100.2

100.2

100.32

100.55

100.9

100.75

100.5

101. 95

102. 55

102. 75

102.8

102. 25

101. 25

SUNFLOWER RIVER AT BAIRD, MISS.

This station, which is located at the Southern Railway bridge 

one-half mile west of Baird, Miss., was established June 16, 1908, but 

the gage was not put in until October 4, 1908. It is maintained in 

cooperation with the Tallahatchie drainage commission.

Owing to the great variation in height of the outlet of Sunflower 

River into the Mississippi through the lower portion of Yazoo River 

and consequently in the slope of Sunflower River, there is no relation 

whatever between gage heights and discharge at this station.

As the gage, which consists of two vertical sections above the bridge, 

is set on sea level datum, the readings are elevations above sea level. 

Measurements are from the downstream side of the bridge.

The United States Army Engineers have maintained a gage at 

this station for a portion of the time, and the gage heights prior to 

October 4, 1908, are from their records corrected to the sea level datum 

of the new gage.
LOWER MISSISSIPPI BASIN. 

Discharge measurements of Sunflower River at Baird, Miss., in 1909.

93

Date.

August 26......

Hydrographer.

W. A. Lamb .......................................

E. H. Swett. . ......................................

Width.

Feet. 

234

172

Area of 

section.

Sq.ft. 

3,100

697

Gage 

heignt.

Feet. 

94.25

82.90

Discharge.

Sec.-ft. 

4,120

416

Daily gage height, in feet, of Sunflower River at Baird, Miss., for 1909. 

[C. H. Cooper, observer.]

Day.

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.

83.5 

83.4

83.3

83.2 

83.1

83.1 

83.1

83.0

83.0 

83.0 

83.0 

83.0

83.0

83.0 

83.1 

83.1 

83.2

83.2

83.1 

83.1

83.1

83.1

83.0 

83.0

83.0 

83.0

Feb.

83.0

00 Q

82.9 

83.1

83.1 

83.3

83.5

83.6 

83.6 

83.7 

83.9

87.0

89.4 

91.3 

92.3 

93.0

QQ K

QA A

95.0 

95.5

95.5

95.0

.......

Mar.

93.9

QO A

91.8 

91.5

90.5 

90.5

90.8

91.3 

91.7 

93.0 

94.8

96.5

97.4 

97.5 

97.5 

97.7

Q7 7

98.5

OS 7

98 8

98.4 

97.9

97.1

96.9 

96.8

96.6 

96.5

Apr.

96.5

96.5

96.5 

96.5

96.0 

95.8

95.6

95.4 

95.2 

95.8 

96.0

96.0

95.9 

95.6 

95.2 

94.7

93.9

92.8 

92.4

96.7

97.8 

98.3

98.3

May.

97.5

Qfi Q

Qfi A.

95.8

95.3 

94.8

94.3 

93.8

93.0

92.8 

92.3 

91.9 

91.5

91.2

91.0 

90.8 

90.8 

91.0

Q1 S

92.4

Q9 A

92.7

92.8 

95.5

99.5

101.7

102.6 

103.5

103. 6 

103.7

June.

104.3

104 4

103.8

103.0 

102.3

101.5 

100.2

99.0

98.5 

98.0 

97.3 

96.9

97.0

97.0 

96.7 

96.5 

96.0

QK A

95.2

Qd fi

93.9 

93.5

93 3

92.8 

92.5

92.3

July.

92.0

91.8 

91.5

91 3

91.0

90.7 

90.3

89.8 

89.5

89.2

88.6 

88.0 

87.5 

87.0

86.5

86.1 

85.6 

85.2 

85.0 

84.5

84.3

84.0 

85.1

85.5

85.9

86.4 

86.6

87.0 

87.1

Aug.

87.2

87.3

87.0

86.8

86.4 

85.7

85.0 

84.4

84.2

83.6 

83.4 

83.3 

83.2

------

-------

-------

Sept.

.......

.......

.......

.......

-------

.......

Oct. 

.......

82.7

82.7 

82.75 

82.7 

82.7

82.7

82.7 

82.7 

82.7 

82.7 

82.7

82.75

82.75

82.75

82.7 

82.7

82.7

82.7

82.7 

82.7

82.7 

82.7

Nov.

82.7

82.7 

82.7

82.7

82.7

82.7 

82.7

82.7 

82.7

82.7

82.7 

82.65 

82.65 

82.8

82.8

82.8 

82.8 

82.8 

82.8 

82.8

82.8

82.8

82.8

82.8 

82.8

82.75

82.75

82.7 

82.7

82.7

Dec.

82.8

82.8 

82.8

82.8

82.8

82.9 

83.0

83.0 

83.0

83.0

83.0

83.2 

83.3 

83.4

84.1

84.5 

84.7 

84.7 

84.5 

84.3

84.1

84.1

84.2

84.3 

84.4

84.7

85.8

86.7 

87.0

87.0 

86.7

MISCELLANEOUS MEASUREMENTS IN THE LOWER 

MISSISSIPPI RIVER DRAINAGE BASIN.

The following miscellaneous discharge measurements were made 

in the lower Mississippi River drainage basin during 1909:

Miscellaneous measurements in lower Mississippi River Basin. 

Arkansas River Basin.

Date.

May 6. .........

June 28........

May 6. .........

Do.........

Stream.

.....do................

Oil Creek.. ...........

Oak Creek. ...........

Tributary to 

.....do................

.....do................

Locality.

.....do................

R. R. crossing, Canon City, Colo. 

Florence, Colo. .......

Gage 

height.

Feet.

oO.SO

a. 30

Discharge.

Sec.-ft. 

24.6

18.4

13.8

10

2

a Temporary gage one-half mile below headgate.
94 SUBFACE WATER SUPPLY, 1909, PART VII.

Miscellaneous measurements in lower Mississippi River Basin Continued. 

Arkansas River Basin Continued.

Date.

Feb. 14.........

Do.........

May 19.. .......

Do.........

Do.........

October 23.....

April 8.........

May 26.. .......

May 25. ........

October 27.....

Stream.

.....do................

.....do................

merit Canal. 

.....do................

.....do................

Tributary to 

.....do.......... .....

.....do................

.....do................

.....do................

.....do................

.....do................

Locality.

Colo.

.....do................

.....do................

Gage 

height.

Feet.

61.30

c2.13

2.95

.40

.40

.72

Discharge.

Sec.-ft.

ol.5

31

6.5

48.2

o6.5

.12

a .4

3.4

5.6

a 3.0

a 1.0

Yazoo River Basin.

February 21....

March 2. .......

March 17. ......

March 23. ......

March 29.......

April 24. .......

May 5.... ......

May 7.... ......

Do.........

March 17.......

March 31. ......

Mayl..........

May 18.........

February 8..... 

February 17.... 

April 16.. ...... 

May 28.. .......

February 21. ...

March 22.......

April 24. .......

Do.........

March 15.......

March 20. ......

Do.. ...... .

.....do................

.....do................

.....do................

.....do................

.....do................

.....do.. .............

.....do................

.....do................

.....do................

.....do................

.. ..do................

.....do......-..----...

.....do................

-....do................

.....do................

.....do................

.....do................

.....do................

Coldwater River. ..... 

.....do................ 

.....do................ 

.....do.......... ......

.....do................

.....do................

.....do................

.....do................

.....do................ 

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

.....do.... ............

.....do................

.....do................

.....do. ...............

.....do... .............

.....do................

.....do................

.....do.. ..............

.....do................

.....do......----......

.....do................

.....do.... ....... ....-

.....do................

.....do................

.....do................

.....do................

Tallahatchie River. . . . 

.....do................ 

.....do................ 

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................ 

.....do................

.....do................

.....do................

.....do................

.....do................

.....do................

..... do. ...............

.....do................

.....do................

.....do................

.....do................

Polkville, Miss........

.....do................

.....do................

.....do................

.....do................

.....do................

.....do......----......

.....do......----......

.....do................

.. ..do................

.....do................

.....do................

.....do................

.....do................

.....do.. ..............

.....do................

.....do................

Pratts Bridge, Miss. . . 

.....do................ 

.....do................ 

.....do................

.....do................

.....do...-...---......

Hinchcliffe, Miss ...... 

.....do................

.....do....... .........

.....do................

.....do................

.....do................

.....do................

ton, Miss. 

North Fork, Charleston, Miss. 

Both forks, Charleston, Miss. 

.....do................

.....do................

148. 25

153. 70

156.60

156.90

156.40

156. 17

153.95

150. 10

150.09

150. 12

150.08

156.40

125.90

145. 80

144. 70

138.86

129.85

143. 19

142. 39

195.00 

198.00 

196.80 

197.60

197.91

173. 15

155.36 

158.60

158. 19

157. 80

153. 11

157.30

164.50

165.55

166.10

178.60

177.30

135. 91

Red River Basin.

<?3.8 822

a Estimated.

6 Distance below brass tack in end of log at right abutment, downstream side. 

c Temporary rod gage on bridge one-half mile below mouth of Veta Creek, 

d Gage on downstream side of highway bridge.
INDEX.

A.

Abreu's ranch, N. Mex., 

Rayado River at:

See Cimarron, N. Mex. 

Accuracy, degree of.......................... 26-27

Acknowledgments to those aiding........... 28

Acre-foot, definition of....................... 11

Appropriations, amount of.................. 5

Arkadelphia, Ark., 

Ouachita River at:

discharge............................ 94

Arkansas River at 

Canon City, Colo.:

description.......................... 43-44

discharge............................ 44

discharge, daily..................... 45

discharge, monthly.................. 46

gage heights......................... 44-45

Holly, Colo.:

description.......................... 49-50

"discharge............................ 50

gage heights......................... 50

Las Animas, Colo.:

description.......................... 48-49

discharge............................ 49

gage heights......................... 49

Pueblo, Colo.:

description.......................... 46

discharge............................ 47

discharge, daily..................... 48

discharge, monthly.................. 48

gage heights......................... 47

Salida, Colo.:

description.......................... 42

discharge............................ 42

discharge, daily..................... 43

discharge, monthly.................. 43

gage heights......................... 43

Arkansas River drainage basin, description of 39-42 

gaging stations in ....................... 30-31

stream flow in........................... 42-80

Askew, Miss.,

Cold water River at:

discharge............................ 94

Authority for investigations................. 5

B. 

Baird, Miss.,

Sunflower River near:

description.......................... 92

discharge............................ 93

Batesville, Miss.,

Tallahatchie River at: 

description.........

discharge...........

discharge, daily....

discharge, monthly.

........... 81

........... 81

........... 82

........... 82

gage heights......................... 81

Beaver, Ark.,

White River at:

description.......................... 33-34

discharge............................ 34

gage heights......................... 34

Bolster, R. H., work of...................... 29

Branson, Mo.,

White River near:

description.......................... 34

discharge............................ 34

gage heights......................... 35

Buffalo River near 

Gilbert, Ark.:

description.......................... 37

discharge............................ 37

gage heights......................... 37

C. 

Canadian River at 

French, N. Mex.:

discharge............................ 94

Logan, N. Mex.:

description........................... 57

discharge............................ 57

discharge, daily ..................... 58-59

discharge, monthly.................. 59

gage heights......................... 58

Canadian River drainage basin, description.. 56

stream flow in........................... 57-80

Canon City, Colo.,

Arkansas River at:

description.......................... 43-44

discharge............................ 44

discharge, daily...................... 45

discharge, monthly.................. 46

gage heights......................... 44-45

De Wesse-Dye ditch near:

description.......................... 51

discharge............................ 93

See aho Grape Creek.

Grape Creek near:

description.......................... 51

discharge............................ 51

gage heights......................... 52

Oil Creek at:

discharge............................ 93

Cebolla Creek at 

LaCueva, N. Mex.:

discharge............................. 94

mouth of creek, N. Mex.:

discharge............................ 94

Charleston, Miss.,

Tillatoba Creek at:

discharge............................ 94

Tillatoba Creek (North Fork) at:

discharge............................ 94

Tillatoba Creek (South Fork) at:

discharge............................ 94

95
96 INDEX.

Cheyenne Creek at 

Colorado Springs, Colo.:

discharge............................ 94

Cimarron, N. Mex., 

Rayado River near:

description.......................... 67

discharge............................ 67

discharge, daily...................... 68-69

discharge, monthly.................. 69

gage heights......................... 68

Cimarron River at 

Springer, N. Mex.:

description.......................... 63-64

discharge............................ 64

discharge, daily..................... 65-66

discharge, monthly.................. 66

gage heights......................... 64

Ute Park, N. Mex.:

description.......................... 60

discharge............................ 60

discharge, daily...................... 61-62

discharge, monthly.................. 63

gage heights......................... 61

Clarksdale, Miss.,

Sunflower River at:

discharge............................ 94

Coldwater River at 

Askew, Miss.:

discharge............................ 94

Hinchcliffe, Miss.:

discharge............................ 94

Pratts Bridge, Miss.:

discharge............................ 94

Sarah, Miss.:

discharge............................ 94

Savage, Miss.:

description.......................... 86-87

discharge............................ 87

disharge, daily....................... 88

discharge, monthly.................. 89

gage heights......................... 87

Colorado Springs, Colo., 

Cheyenne Creek at:

discharge............................ 94

Fountain Creek at:

discharge............................ 94

Cooperation, credit for....................... 28-29

Cooperative data, use of..................... 28

Cotter, Ark.,

White River near:

description.......................... 36

discharge-........................... 36

gage heights ......................... 36

Cucharas River at and near 

La Veta, Colo.:

discharge............................ 94

Current meter, description of................ 17-18

use of. ....---.-.......---.- ........-..... 18-19

views of................................. 18

Current-meter stations, views of............. 16

Curves, discharge, figure showing............ 25

D.

Data, accuracy of............................ 26-27

use of.................................... 27

Definitions of terms......................... 11

De Wesse-Dye ditch near 

Canon City, Colo.:

description.......................... 51

 discharge............................ 93

See also Grape Creek. 

Discharge, computation of................... 18-26

curves for................................ 19-20

graphic method of obtaining.........'.... 23-26

figure showing....................... 25

list of measurements illustrating..... 24

table of gage heights and discharges 

illustrating. ....................*... 24

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.

Equivalents, list of.......................... 12r13

F.

Farmer's Development canal (Rayado River)

at 

Miami, N. Mex.:

discharge..... ...................... 94

Field methods, features of................... 14-19

Float method, description of................. 17

Floods, prevention of.. ..................... 8

Florence, Colo., 

Oak Creek at:

discharge............................ 93

Fountain Creek at 

Colorado Springs, Colo.:

discharge............................ 94

Freeman, W. B., work of.................... 29

French, N. Mex.,

Canadian River at:

discharge............................ 94

G.

Gage heights, reading of..................... 13

Gaging stations, classes of ................... 20-22

selection and equipment of.............. 17-18

views of................................. 16

Gilbert, Ark.,

Buffalo River near:

description.......................... 37

discharge............................ 37

gage heights......................... 37

Gladson, W. N., work of..................... 29

Grape Creek at or near 

Canon City, Colo.:

description.......................... 51

discharge............................ 51

gage heights......................... 52

Mouth of creek, Colo.:

discharge............................ 93

Greenwood, Miss., 

Yazoo River at:

description.......................... 85

discharge............................ 86

gage heights......................... 86
INDEX. 97

Grenada, Miss.,

Yalobusha River at: 

description.........

discharge...........

discharge, daily.....

discharge, monthly, 

gage heights........

H.

Hall, M. R., work of....................... 29

Henderson, Ark.,

North Fork River near:

description.......................... 38

discharge............................ 38

gage heights......................... 38

Higbee, Colo.,

Purgatory River near:

description.......................... 54

discharge............................ 94

gage heights......................... 55

Hinchclifle, Miss.,

Coldwater River at:

discharge............................ 94

Holly, Colo.,

Arkansas River at:

description.......................... 49-50

discharge............................ 50

gage heights......................... 50

Homochitto River basin, gaging station in .. 31

Horton, A. H., work of...................... 29

1.

Ice, measurements under................. 19,24-26

Investigations, authority for................. 5

purposes of.............................. 7-8

scopeof.................................. 6

Irrigation, dependence of, on stream flow.... 7

K.

King, L. T., work of.

94

L. 

La Cueva, N. Mex.,

Cebolla Creek at:

discharge..........................

Mora River near:

description.......................... 71-72

discharge............................ 72

discharge, daily....................... 73

discharge, monthly.................. 74

gage heights......................... 72-73

La Cueva canal at 

La Cueva, N. Mex.:

description.......................... 71-72

discharge............................ 74

discharge, daily...................... 75

discharge, monthly.................. 75

gage heights......................... 74

Lamb, W. A., work of....................... 29

Las Animas, Colo.,

Arkansas River at:

description.......................... 48-49

discharge............................ 49

gage heights......................... 49

Purgatory River near:

description.......................... 55

discharge............................ 55

gage heights........................ 55

84549° WSP 267 11 7

La Veta, Colo.,

Cucharas River at and near: Page, 

discharge............................ 94

Veta Creek at:

discharge............................ 94

Lead Hill, Ark.,

White River near:

description.......................... 35

discharge..'.......................... 35

gage heights........................ 35

Little Red River near 

Pangburn, Ark.:

description.......................... 38-39

discharge............................ 39

gage heights........................ 39

Locopolis, Miss.,

Tallahatehie River at:

discharge............................ 94

Logan, N. Mex.,

Canadian River at:

description.......................... 57

discharge............................ 57

discharge, daily..................... 53-59

discharge, monthly.................. 59

gage heights........................ 58

Ute Creek near:

description.......................... 78

discharge............................ * 78

discharge, daily..................... 79

discharge, monthly.................. 80

gage heights........................ 79

Los Alamos, N. Mex., 

Sapello River at:

description.......................... 75-76

discharge............................ 76

discharge, daily..................... 77

discharge, monthly.................. 77

gage heights........................ 76-77

Lyon, G. F., work of........................ 29

M.

McChristie, M. E., work of.................. 29

Mathers, J. G., work of...................... 29

Meramec River basin, gaging stations in.... 29

Miami, N. Mex.,

Fanner's Development canal (Rayado

River) at: 

discharge............................ 94

Miller, C. D., work of....................... 29

Miner's inch, definition of................... 11

Miscellaneous measurements in 

Arkansas River basin................... 93-94

lower Mississippi basin.................. 93-94

Red River basin........................ 94

Yazoo River basin...................... 94

Mississippi River basin (lower), gaging stations in.;....................... 29

miscellaneous measurements in.......... 93-94

stream flow in........................... 32-94

Mora River near 

La Cueva, N. Mex.:

description.......................... 71-72

discharge............................ 72

discharge, daily..................... 73

discharge, monthly.................. 74

gage heights........................ 72-73
98 INDEX.

N.

Navigation, dependence of, on stream flow... 

North Fork River near 

Henderson, Ark.:

description..........................

discharge............................

gage heights........................

Oak Creek at 

Florence, Colo.:

discharge............................ 93

Office methods, features of................... 19-26

Oil Creek at 

Canon City, Colo.:

discharge............................ 93

Ouachita River at 

Arkadelphia, Ark.:

discharge............................ 94

P. 

Pangburn, Ark.,

Little Red River near:

description..........................

discharge............................

gage heights.........................

Philipp, Miss.,

Tallahatchie River at:

description..........................

discharge............................

discharge, daily.....................

discharge, monthly..................

gage heights.........................

Polkville, Miss.,

Tallahatchie River near:

discharge............................

Pratts Bridge, Miss.. 

Coldwater River at:

discharge............................

Price meters, views of.......................

Publications, lists of.........................

Pueblo, Colo.,

Arkansas River at:

description..........................

discharge............................

discharge, daily.....................

discharge, monthly..................

gage heights.........................

Purgatory River at or near 

Higbee, Colo.:

description..........................

discharge............................

gage heights.........................

Las Animas, Colo.:

description..........................

discharge............................

gage heights.........................

Trinidad, Colo.;

description..........................

discharge............................

gage heights.................. ......

Purgatory River drainage basin, description 

of...............................

stream flow in...........................

38-39 

39 

39

82-83 

83

85 

83-84

94

18 

8-11

54

94

55

55

55

55

53

54

54

52-53 

52-55

R.

Rating curves, construction and use of....... 20

Bating tables, construction of............... 20

nature of................................ 13-14

Rayado River at or near Page. 

Abreu's ranch, N. Mex.:

See Cimarron, N. Mex. 

Cimarron, N. Mex.:

description.......................... 67

discharge............................ 67

discharge, daily..................... 68-69

discharge, monthly.................. 69

gage heights......................... 68

Springer, N. Mex.:

description.......................... 69

discharge............................ 70,94

discharge, daily..................... 71

discharge, monthly.................. 71

gage heights........................ 70

Red River basin, gaging stations in......... 31-32

miscellaneous measurement in........... 94

Revision, need for........................... 20-27

Rice, R. C., work of......................... 29

Ruleville, Miss.,

Sunflower River near:

description.......................... 91

discharge............................ 91

gage heights......................... 92

Run-off, computation of..................... 19-26

definition of............................. 11

Russell, G. H., work of...................... 29

S.

Salida, Colo.,

Arkansas River at:

description.......................... 42

discharge............................ 42

discharge, daily..................... 43

discharge, monthly ................. 43

gage heights......................... 43

Sapello River at 

Los Alamos, N. Mex.:

description.......................... 75-76

discharge............................ 76

discharge, daily..................... 77

discharge, monthly.................. 77

gage heights......................... 76-77

Sarah, Miss.,

Coldwater River at:

discharge............................ 94

Savage, Miss.,

Coldwater River at:

description.......................... 86-87

discharge............................ 87

discharge, daily..................... 88

discharge, monthly.................. 89

gage heights......................... 87

Second-foot, definition of.................... 11

Section, changes in, estimating for........... 21-22

Slope method, description of................. 14-15

Springer, N. Mex., 

Cimarron River at:

description.......................... 63-64

discharge............................ 64

discharge, daily..................... 65-66

discharge, monthly.................. 66

gage heights......................... 64

Rayado River near:

description.......................... 69

discharge............................ 70,94

discharge, daily..................... 71

discharge, monthly.................. 71

gage heights......................... 70
INDEX. 99

Page. 

Stevens, G. C., work of...................... 29

Stewart, J. B., work of...................... 29

Stream measurement, accuracy of........... 26-27

data on, use of........................... 27-28

methods of.............................. 14-26

Sullivan, V. T., work of..................... 29

Sunflower River at or near 

iaird, Miss.:

description.......................... 92

discharge............................ 93

gage heights......................... 93

Clarksdale, Miss.:

discharge............................ 94

Ruleville, Miss.:

description........................... 91

discharge............................

gage heights.........................

Sutton, W. H., work of......................

Swamps, dependence of drainage of, on stream 

flow.............................

Swan Lake, Miss.,

Tallahatchie River at:

Swett, E. H., work of.

91

92

29

7-8

T.

Tables, explanation of....................... 13-14

Tallahatchie River at 

Batesville, Miss.:

description.......................... 81

discharge............................ 81

discharge, daily...................... 82

discharge, monthly.................. 82

gage heights......................... 81

Locopolis, Miss.:

discharge............................ 94

Philipp, Miss.:

description.......................... 82-83

discharge............................ 83

discharge, daily...................... 84

discharge, monthly.................. 85

gage heights......................... 83-84

 Polkville, Miss.:

discharge............................ 94

Swan Lake, Miss.:

discharge............................ 94

Terms, definitions of......................... 11

Tillatoba Creek at 

Charleston, Miss.:

discharge............................ 94

Tillatoba Creek (North Fork) at 

Charleston, Miss.:

discharge............................ 94

Tillatoba Creek (South Fork) at 

Charleston, Miss.:

discharge............................ 94

Trinidad, Colo.,

Purgatory River at:

description.......................... 53

discharge............................ 54

gage heights......................... 54

U.

Ute Creek near 

Logan, N. Mex.'

description.......................... 78

discharge............................ 78

discharge, daily..................... 79

Ute Creek near 

Logan, N. Mex. Continued.

discharge, monthly.......

gage heights..............

Ute Park, N. Mex., 

Cimarron River at:

description...............

discharge.................

discharge, daily..........

discharge, monthly.......

gage heights..............

Veta Creek at 

La Veta, Colo.:

discharge...... ........

Velocity method, description of..

Walls Ferry, Ark., 

White River at:

description..........................

discharge............................

Walters, M. I., work of......................

Water power, dependence of, on stream flow. 

Water supply, dependence of, on streamflow. 

Weir method, description of.................

White River at or near 

Beaver, Ark.:

description..........................

discharge............................

gage heights.........................

Branson, Mo.:

description..........................

discharge............................

gage heights.........................

Cotter, Ark.:

description..........................

discharge............................

gage heights.........................

Lead Hill, Ark.:

description..........................

discharge............................

gage heights.........................

Walls Ferry, Ark.:

description..........................

discharge............................

White River drainage basin, description of.. 

gaging stations in........................

stream flow in...........................

Wood, Mrs. B. D., work of..................

Work, division of............................

Y.

Yalobusha River at 

Grenada, Miss.:

description..........................

discharge............................

discharge, daily......................

discharge, monthly..................

gage heights.........................

Yazoo River at 

Greenwood, Miss.:

description..........................

discharge............................

gage heights.........................

Yazoo River drainage basin, description of..

gaging stations in ...................

stream flow in-......................

80

79

60 

60

61-62 

63 

61

94 

15-] 6

36-37

37

29

7

7

15

33-34 

34 

34

34

34

35

36

35

35

35

36-37 

37

32-33 

29

33-39

29

28-29

90

91

90

31

81-93

o