Water-Supply and Irrigation Paper No. 173 Series P, Hydrographic Progress Reports, 49 

DEPARTMENT OF THE INTERIOR 

UNITED STATES GEOLOGICAL SURVEY 

CHARLES D . .WALCOTT, DIRECTOR 

REPORT 

OF 

PROGRESS OF STREAM MEASUREMENTS 

FOR 

THE CALENDAR YEAR 1905 

PREPARED UNDER THE DIRECTION OF F. H. NEWELL 

PART IX.- Meramec, Arkansas, Red, and Lower Western Mississippi River Drainages 

BY 

M. C. HINDERLIDER, J. M. GILES, and J. C. HOYT 

W ASHING'rON 

GOVERNMENT PRINTING OFFICE 

1906 

CONTENTS. 

Page. 

Introduction ....... _ . _ . _ .. ____________________ ............. _ . _ .... c • • • • • • • 1 

Organization and scope of work. __ .. ___ ......... _ . _____ . . . . . . . . . . . . . . . . . . 1 

Definitions. _. ____________________________________ .... _. __ . _. _. _. . . . . . . . 3 

Explanation of tables. ____ . _ . ___ • ___________ . _ .•.. ___ . _ . _ ....... ~. . . . . . 4 

Convenient equivalents ________ -___________________ ..... _____ . . . . . . . . . . . . 5 

Field methods of measuring stream How _______ . _ ...•.• _ . _ • _ . _ • _ . . . . . . . . • . 6 

Office methods of computing run-off. _ ........... _ . _ .. _ ....... _ . _ . __ . _ . • . . 10 

Cooperation and acknowledgments ____________________ .. _ . , _ . ____ . _ . _ . . . . 12 

Meramec River drainage basin ______________________ . __ .... _. __ ._._.......... 12 

Description of basin ________________________________ . _ . ____ . _ . ____ . _ ... _ 12 

Meramec River near Meramec, Mo _______________ , .. __ . _ . _ . _ .. _. _. _. . . . . . 13 

Meramec River near Eureka, Mo. ________ . __ . ___ ._. __ :. ____ ._._.......... 14 

Meramec Spring near Meramec, Mo. ___ . _ .. _ ... _ . ___ . _____ . _ ..... _-. . . . . . . . 17 

Courtois Creek at Scotia, .Mo __________ • _____________ . _ .. __ .. ______ . _ ... : 18 

.Arkansas River drainage basin. ____ . _. _____ . _____ ..... _. _. _. ___ . __ . _. _...... 19 

Description of basin .. _ , . __ . ___ . _ . _ . __ .. ___ . _ ....... _ .• _. _. _. _. _ ..... _. _ 19 

.Arkansas River near Canyon, Colo _____ ....... _ ... ___ ._._ ............ ~... 21 

.Arkansas River at Pueblo, Colo ________________________ . _. __ . _ . _ . __ . _. . . . 24 

.Arkansas River near Syracuse, Kans. __ .............. _ . _ . __ . _. _. _. . . . . . . . 28 

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

Arkansas River at Hutchinson, Kans __________________ . __________ . . . . . . . . 32 

.Arkansas River at .Arkansas City, Kans ..... _ ........ ___ . _. _. _. . . . . . . . . . . . 34 

Salt Fork of .Arkansas River near Alva, Okla __ , ______ .. _ . _ . _. . . . . . . . . . . . . . 36 

Salt Fork of .Arkansas River near Tonkawa, Okla .. _ . _ ....... _ . _ . __ . _ . _ . . . . 38 

Purgatory River drainage basin. _ . ___ ........ _ ...... _ ... _____ . ___ . _ . . . . . . . . . . 39 

Description of basin_ . ____________________________ . _ .. _ . _ . ____ . _ . _ . . . . . . 39 

Purgatory River at Trinidad, Colo •. _ . _ . __ ..... _ ....... ______ . . . . . . . . . . . . 40 

Purgatory River near Alfalfa, Colo ___________________ . ___ . __ . ___________ . _ 41 

Cimarron River drainage basin _______ c __ • _ • _ • _ ••• _ • _ • _ • _____ • _ •• _ • ___ • _ •• _ • • 44 

Description of basin .. ______ -____ • ____________________ . __ . _ . ______ . _. -- ~ . ~ . 44 

Cimarron River near Kenton, Okla .. _ .. _ . _ .. __ . _ .... _____ . _. _. . . . . . . . . . . . 45 

Cimarron River near Garrett, Okla .. _________________ .. _ . _ . ______ . _. . . . . . 46 

Cimarron River at Arkalon, Kans ____________________________ ... ____ .. _. . 48 

Cimarron River near Waynoka, Okla _______________ . __ .. __ . ______ . _. . . . . . 50 

Verdigris River drainage basin ___ . __ .. ___ .... _ . ___ ... _ . _______________ . __ . _ . . 51 

Description of basin ... _______________________ . _ . _ . _ . ______________ . _ _ _ _ 51 

VerdigrisRivernearlndependence,Kans .. __________________________ ---- _ 52 

Verdigris River near Catoosa, Ind. T _____________________________ . _. . . . . . 52 

Fall River at Fall River, Kans _____________________________________ . _.... 54 

Neosho River drainage basin __________________________________________ . ___ . _ 55 

Description of basin ____________________________________ • ____ . _ . __ . _ . . . . 55 

Neosho River at Fort Gibson, Ind. T ______ . _, __ , _______________ .. _____ ,.. 56 

III 
IV CONTENTS. 

Pall'e. 

Canadian River drainage basin .. _______________________ •• __ __ __ __ __ __ __ __ __ _ 58 

Description of basin_ __ __ __ __ __ __ __ __ __ __ __ __ __ __ __ __ __ __ __ __ __ __ __ __ __ _ 58 

Canadian River at Calvin, Ind. T ___________________________ • __ , __ __ __ __ _ 58 

Car.adian River near Logan, N. Mex ____ : __ . ________ . __ . ________ . ____ . __ . 60 

Mora River at La Cueva, N. Mex ______ , _ __ __ __ __ __ __ __ __ __ __ __ __ __ __ __ __ _ 60 

Sapello River at Los Alamos, N. Mex __ . __ . ______________________________ . 63 

Ute Creek near Logan, N. Mex .. _____ • __________________________________ . 64 

Beaver Creek at Beaver, Okla .•... __ . __________________________________ . 66 

North Fork of Canadian River near Woodward, Okla....................... 67 

North Fork of Canadian River near Elreno, Okla ...... __ .... __ .. __ .. __ , ___ . 69 

Red River drainage basin ... __ ... __________________________________________ . 72 

Description of basin. __________________________________________________ . 72 

Red River at Arthur City, Tex .. __ ..... ___ ... __________ . __ __ __ __ __ __ __ __ 72 

North Fork of Red River near Granite, Okla .. ________ '. __________________ . 73 

North Fork of Red River near Snyder, Okla ...... ________________________ . 75 

North Fork of Red River near Headrick, Okla. __ . ________________________ . 76 

Elm Fork of Red River near Mangum, Okla ..•. ______ .... ________ .. , . ____ . 79 

Elk Creek near Hobart, Okla _ ... _ ....... _______________________________ . 82 

Otter Creek near Mountain Park, Okla. ________________________ ...... ____ . 83 

Horse Creek near Mountain Park, Okla." ....... __________________________ . 87 

Dry Fork of Otter Creek near Mountain Park, Okla.. . . . . . . . . . . . . . . . . . . . . . . . 88 

Salt Fork of Red River at Mangum, Okla ...... ________ . ~ __ .. __________ ; . . 91 

Turkey Creek near Olustee, Okla ______________________________ . , ____ .. __ . 94 

Washita River at Anadarko, Okla. __________________________________ . ___ . 95 

Ouachita River near Malvern, Ark.-...• ___ •• ____________________________ . 99 

Ouachita River at Arkadelphia, Ark __ . __________________________________ , 99 

Index ..... --·-- ______________________________________ .. ________ .• ________ • 101 

ILLUSTRATIONS. 

Page. 

· PLATE I. Map of the United States showing location of principal river stations maintained during 1905 .... __________ •• __________________________ .. .. • 2 

Fm. 1. Cable station showing section of river, car, gage, etc .•. _ .••. _............ 7 

2. Rating, area, and mean-velocity curves for South Fork of Skykomish River 

near Index, Wash •• ____ ...................... __ ........ __________ . 10 
PROGRESS REPORT OF STREAM MEASUREMENTS 

FOR. THE CALENDAR YEAR 1905. 

PART IX. 

By M. C. HINDERLIDER, J. M. GILEs,- and J. C. HoYT. 

INTRODUCTION. 

ORGANIZATION AND SCOPE OF WORK. 

The hydrographic work of the United. States Geological Survey includes the collection of 

facts con<ierning and the study of conditions affecting the behavior of water from the time it 

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

investigations became a distinct feature of the work of the Survey in the fall of 1888, 'Yhen 

an instruction camp was established at Embudo, N.Mex. The first specific appropriation 

for gaging streams was ~nade by the act of August 18il894, which ·contained an item of 

$12,500"for gauging the streilms and determining the water supply of the United States, 

including the investigation of underground currents and artesian wells in th~ arid and semiarid sections." (28 Stat. L., p. 398.) 

Since that time the appropriations have been gradually increased, as shown by the follow-

~~: . 

Annual appropriritiunfor hydrographic surveys for fiscal years ending June 30,.1895 to 1906. 

1895 ••••••••••••••••••••••••••••••••••••• 

1896 •••••••••••••••..•••••••••••••••.•••• : 

1897 ••••••••••••••••••••••••••••••••••••• 

1898 •••••••••••••.•.•..••••••••••••••.••• 

1899 •••••••••••••••.•••..••.••••••••••••• 

1900 •••••••••••••••••••••••••••••.••••••• 

$12,500 

20,000 

50,000 

50,000 

50,000 

50,000 

1901 •••.•.••••••••...•.•.••.• · .•.•.•.••... 

1902 ••••••••••••••••••••••••••••••••••••• 

1903 ••.•....•.....•.•.•.•.•.••.•.•.••••.• 

1904 •••••••••••••••••..••••••••••••••••.• 

1905~ ..•.••.•.•.•..•.•••.•.•.•.•..•.••.•. 

1906 •••••.••.•.•.•......•.•••.•.•••••.•.•• 

$100,000 

100,000 

200,000 

200,000 

200,000 

200,000 

As a result of the increased appropriations the work has been greatly extended, and at 

the same time it· has been more thoroughly systenlatized by the adoption of standard 

methods and by grouping the States into districts, in each of which a district hydrographer 

and a corps of assistants carry on a comprehensive study of the hydrographic resources. 

The chief features of the hydrographic work are the eollection of data relating to the flow 

of the surfaCe waters and the study of the conditions !lll'ecting this flow. Information is 

also collected concernii:lg river profiles, duration and magnitude of floods, water power, etc., 

which may be of use in hydrographic studies. This work includes the study of the hydrography of every important.river basin in the United States, and is of direct value in the commercial and agricultural development of the country. 

In order to collect the material from which estimates of daily How are made, gaging stations are established. The selection of a site for a gaging station and the length of time it 

s maintained depend largely on the physical features and the needs of each locality. If 

the water is to be used for power, special effort is made to obtain information concerning 

1 
2 STREAM MEASUREMENTS IN 1905, PART IX. 

·the minimum flow; if water is to be stored, the maximum flow receives special attention. 

In all sections of the country permanent gaging stations are maintained for general statistical purposes to show the conditions existing through long periods. They are also used as 

primary stations, and their records, in connection with short series of measurements, serve 

as bases for estimating the flow at other points in the drainage basin. 

During the calendar year 1905 the division of hydrography has continued measuring the 

flow of streams on the same general lines as in previous years. ·Many new and improved 

methods have been introduced by which the accuracy and. value of the results have been 

increased. 4-pproximately 800 regular gaging stations were maintained during the year, 

and an exceptionally large number of miscellaneous measurements and special investigations were made. The "Report of Progress of Stream Measurements," which contains the 

results of this work, is published in a series of fourteen Water-8upply and Irrigation Papers, 

Nos. 165-178, as follows: 

No. 165. Atlantic coast of New England drainage. 

No. 166. Hudson, Passaic, Raritan, and Delaware river drainages. 

No. 167. Susquehanna, Gunpowder, Patapsco, Potomac, James, Roanoke, and Yadkin river drainages. 

No. 168. Santee, Savannah, Ogeechee, and Altamaha rivers and eastern gulf of Mexico drainages. 

No. 169. Ohio and lower eastern Mississippi river drainages. 

No. 170. Great Lakes and St. Lawrence River drainages. . 

No. 171. Hudson Bay and upper eastern and western Mississippi River drainages. 

No. 172. Missouri River drainage. 

No. 173. Meramec, Arkansas, Red, and lower western Mississippi river drainages. 

No. 174. Western Gulf of Mexico and Rio Grande drainages. 

No. 175. Colorado River drainage. 

No. 176. The Great Basin drainage. 

No. 177. The Great Basin and Pacific Ocean drainages in California. 

No. 178. Columbia River and Puget Sound drainages. 

Thes.e papers embody the data collected at the regular gaging stations, the results ~f the 

computations based on the observations, and such other information as may have a direct 

bearing on the study of the subject, and include, p.s far as practicable, descriptions of the 

basins and the streams draining them. 

For the purpose of introducing uniformity into the reports for the various years, the 

drainages of the United States have been divided into eleven grand divisions, which have 

been again divided into secondary divisions, as shown in the following list. The Progress 

Report has been made to conform to this arrangement, each part containing the data 

for one or more of the secondary divisions. The secondary divisions have in most cases 

been redivided, and the facts have been arranged, as far as practicable, geographically. 

St. John. 

St. Croix. 

Penobscot. 

Kennebec. 

Androscoggin. 

Presumpscot; 

Saco. 

Merrimac. 

Connecticut. 

Blackstone. 

James. 

Chowan.· 

Roanoke. 

Tar. 

Neuse. 

Cape Fear. 

List of drainage basins in the· United States. 

NORTHERN ATLANTIC DRAINAGE BASINS. 

Thames. 

Housatonic. 

Hudson. 

Passaic. 

Raritan. 

Delaware. 

Susquehanna. 

Potomac. 

Minor Chesapeake Bay. 

Minor northern Atlantic. 

SOUTHERN ATLANi'IC DRAINAGE BASINS. 

Great Pedee (Yadkin). 

Santee. 

Savannah. 

Ogeechee. 

Altamaha. 

Minor southern Atlantic. 
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 173 PL. I 

MAP OF THE UNITED STATES, SHOWING LOCATION OF PRINCIPAL RIVER STATIONS MAINTAINED DURING 1905. 
Suwanee. 

Apalachicola. 

Mobile. 

Lower eastern Mississippi. 

Oruo. 

Lake Superior. 

Lake Michigan. · 

Lake Huron. 

Lake St. Clair. 

Lake Erie. 

Upper western Mississippi. 

Missouri. 

Meramec. 

Sabine. 

Neches. 

Trinity. 

Brazos. 

Colorado (of Texas). 

Wasatch Mountains. 

Humboldt. 

Southern Pacific. 

San Francisco Bay. 

Northern Pacific. 

DEFINITIONS. 

EASTERN GULF OF MEXICO DRAINAGE BASINS. 

I Minor eastern Gulf of Mexico. 

Pearl. 

EASTERN MISSISSIPPI RIVER DRAINAGE BASINS. 

I Upper eastern Mississippi. 

ST. LAWRENCE RIVER DRAINAGE BASINS. 

Niagara River. 

Lake Ontario. 

Lake Champlain (Richelieu River). 

Minor St. Lawrence. 

WESTERN MISSISSIPPI RIVER DRAINAGE BASINS. 

I Lower western Mississippi. 

Arkansas. 

Red. 

WESTERN GULF OF MEXICO DRAINAGE BASINS. 

Guadelupe. 

San Antonio. 

Nueces. 

Rio Grande. 

Minor western Gulf of Mexico. 

COLORADO RIVER DRAINAGE BASIN. 

THE GREAT BASIN. 

I Sierra Nevada. 

Minor streams in Great Basin. 

PACIFIC COAST DRAINAGE BASINS. 

I Columbia. 

Puget Sound. 

HUDSON BAY DRAINAGE BASINS. "' 

DEFINITIONS. 

3 

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 int0 two groups: (1) Those which represent a rate of flow,"as secondfeet, gallons per minute, miner's inch, 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 acrefeet. 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 and 1 foot deep at a rate of 1 foot per second. 

It is generally used as a fundamental unit from which others are computed. 

"Gallons per minute" is generally used in connection with pumping arid city water 

supply. 

The "miner's inch" is the rate of discharge of water passing through an orifice 1 inch 

square under a head which varies locally. It has been commonly used by miners and 

irrigators throughout the West, and is defined by statute in each State in which it is used. 

In most States the California miner's inch is used, which is the fiftieth part of a second-foot. 

"Second-feet per square mile" is applied to 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. 
4 STREAM MEASUREMENTS IN 1905, P .ART IX. 

"Run-off in inches" is the depth to which the drainage al'ea ·would be covered if all the 

water flowing from it in a given period were conserved and uniformly distributed on the 

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

depth in inches. 

".Acre-foot" is equivalent to 43,560 cubic feet, and is the quantity required to· cover 

an acre to the depth of 1 foot. It is commonly used in connection with storage for irrigation work. There is a convenient relation between the second-foot and tlie acre-foot. 

One second-foot flowing for twenty-four hours will deliver 86,400 cubic feet, or approximately 2 acre-feet. 

EXPLANATION OF TABLES. 

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

1. Description of station. 

2. List of discharge measurements. 

3. Gage-height table. . 

4. Rating table. 

5. Table of estimated monthly and yeariy .discharges and run-off, based on all the facts 

obtained to date. 

The descriptions of stations give such general information about the locality and equipment as would enable the reader to find and use the station. They also give, as far as possible, a complete history of all the changes since the establishment of the station that 

would be factors in using the data collected. · 

The discharge-measurement table gives the ~ults of the discharge measurements made 

during the year, including the date, the name of the hydrographer, the gage height, the 

area of cross section, the mean velocity, and .the discharge in second-feet. 

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

as found from the mean of the gage readings taken each day. The gage height given in 

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

.At most Stations the gage is read in the morning and in the evening. 

The ni.ting table gives discharges in second-feet corresponding to each stage of the river 

as given by the gage heights. 

In the table of estimated monthly discharge, the column headed "Maximum" gives the 

mean flow for the day when the mean gage height was highest, and it is the flow as given 

in the rating table for that m~an gage height. As the gage height is the mean for the day, 

there might have been short periods when the water was higher and the corresponding dis-

· charge larger than given in this column. Likewise in the column of "Minimum" the quantity given is the mean flow for the day when the mean gage height was lowest. The column headed "Mean" is the average flow for each second during the month. On this are 

ba.Sed the computations for the three remaining columns, which are defined above. 

In t\Je computations for the tables -of this report the following general and special rules 

have been used: . 

Fwndamental rules for computation. 

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

2. All items of computati(!n should be eJq>ressed by at least two and not more than four significant 

:figures. 

3. Any measurement in a vertical velocity, mean velocity, or discharge curve whose per cent of error 

is :five times the average per cent of error of all the other measurements should be rejected. 

4. In reducing the number of significant :figures, or the number of decimal places, by dropping tho 

last :figure, the following rures apply: 

(a) When the :figure in the place to be rejected 1s less thari 5, drop it without changing the preceding 

:figure. Example: 1,827.4 becomes 1,827. 

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

:figure by 1. EXo.mple: 1,827.6 becomes 1,828. 

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

Example: 1,828.5 becomes 1,828. ' 

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

and increase the preceding :figure by 1. Example: 1,827.5 becomes 1,828. · 
CONVENIENT EQUIV .ALENTS. 5 

. Bpeclal rules for computaiion. 

1. RatJng tables are to be constructed as close as the data on which they are based will wammt. No 

decimals are to be used when the discharge is over 50 second-feet. 

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

3. Monthly means are to be carried out to one decimal place when the·quantities are below 100 secondfeet. Between 100 and 10,000 second-feet, the last figure In the monthly mean shall be a significant figure. This also applies to the yearly mean. 

4. Second-feet per square mile and depth In Inches for the Individual months shall be carried out to at least three significant figures, except in the case of. decimals where the first significant figure is preceded by one or more naughts (0), when the quantity shall be carried out to two significant figures. 

Example: 1.25; 0.125; 0.012; 0.0012. The yearly means for these quantities are always to be expressed 

in three significant figures and at least two decimal places. 

CONVENIENT EQUIVALENTS.· 

1 second-foot equals ro California miner's inches. 

1 secondcfoot 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 one square mile.1.131 feet deep, 13.572 inches deep .. 

1 second-foot for one year eqilals 0.000214 cubic mile; ~uals·31,li36,000 cubic feet. 

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

1-seOOnd~foot faiJling 10 feet equals 1.136 horsepower. 

100 California miner's inches equal15 United States gallons per second. 

100 California miner's inches equal 77 Colorado miner's inches. 

100 California miner's inches for one day equal 4 acre-feet. 

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

100 Colorado miner's inches equal19.5 United States-gallons per second. 

100 Colorado miner's inches equal130 California miner's inches. 

100 Colorado miner's inches for one day equal 5.2 acl-e-feet. 

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

100 United States gallons per minute for one day equal 0.44 acre-feet. 

1,000,000 United States gallons per day equal 1.55 S!l~Jond-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. 

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

1 !ncb deep on 1 square mile equals 0.0737 second-foot per year.· 

linch equals 2.54 centimeters. 

1 foot equals 0.3048 meter. 

1 yard equals 0.9144 meter. 

1 mile equals 1.60935 kilometers. 

1 mile equals 1,760 yards; equals 5,280 feet; equals 63,360 Inches. 

1 square yard equals 0.836 square meter. 

1 acre equals 0.4047 hectare. 

1 acre equals 43,560 square feet; equals 4,840 square yards. 

1 acre equals 209 feet square, nearly. 

1 square mile equals 259 hectares. 

1 square mile equals 2.59 square kilometers. 

1 cubic foot equals 0.0283 cubic meter. 

1 cubic foot equals 7.48 gallons; equals 0.804 bushel. 

1 cubic foot of water weighs 62.5 pounds. 

1 cubic yard equals 0.7646 cubic meter. 

1 cubic mile equals 147,198,000,000 cubic feet. 

1 cubic mile equltls 4,667 second-feet-for one year. 

1 gallon equals 3.7854llters. 

1 gallon equals 8.36 pounds of water. 

1 galion equals 231 cubic inches (liquid measure). 

1 pound equals 0.4536 kilogram. 

1 avoirdupois pound equals 7,000 grains. 

1 troy pound equals 5,760 grams. 

1 meter equals 39.37 inches. Log. 1.5951654. 

1 meter equals 3.280833 feet. Log. 0.5159842. 

1 meter equals 1.093611 yards. Log. 0.03&8629. 

1 kilometer equals 3,281 feet; equals five-eighths mile, nearly. 
6 STREAM MEASUREMENTS IN 1905, PART IX. · 

1 square meter equals 10.764 square feet; equals 1.196 square yards. 

1 hectare equals 2.471 acres. 

1 cubic meter equals 35.314 cubic feet; equals 1.308 cubic yards. 

1liter equals. 1.0567 quarts. 

1 gram equals 15.43 grains. 

1 kilogram equals 2.2046 pounds. 

1 tonneau equals 21204.6 potmds. 

1 foot per second equals 1.097 kilometers per hour. 

1 foot per second equals 0.68 mile per hour. 

1 cubic meter per minute equals 0.5886 second-foot. 

1 atmosphere equals 15 pounds per square inch; equals 1 ton per square foot; equals 1 kilogram per 

square centimeter. 

Acceleration of gravity equals 32.16 feet per second every second. 

1 horsepower equals 550 foot-pounds per second. 

1 horsepower equals 76 kilogram-meters per second. 

1 horsepower equals 746 watts. 

1 horsepower equals 1 second.:foot falling 8.8 feet. 

1! horsepowers eq11als about 1 kilowatt. 

To calculate waterpower quickly: Sec.-ft. X fall in feet = Net horsepower on water wheel, realizing 

11 

80 per cent of the theoretical power. 

Quick formula for eomputing discharge over weirs: Cubic feet per minute equals 0.4025 l y' h•; 

z length of weir in inches: h=head in inches flowing over weir, measured from surface of still water. 

To change miles to inches on map: 

Scale 1 : 125,000, 1 mile=0.50688 inch. 

Scale 1 : 90,000, 1 mile=O. 70400 inch. 

Scale 1 : 62,500, 1 mile= 1.01376 inches. 

Sc9,le 1 : 45,000, 1 mile=l.40800 inches. 

FIELD METHODS OF MEASURING STREAM FLOW. 

The methods used in collecting these data and in preparing them for publication are given 

in detail in Water-Supply Papers No. 94 (Hydrographic Manual, U. S. Geol. Survey) and 

No. 95 (Accuracy of Stream Measurements). In order that those who use this report 

may readily become acquainted with the general methods employed, the following brief 

description is given. · 

Streams may be divided, with respect to their physical conditions, into three classes: (1) 

Those with permanent beds; (2) those with beds which change only during extreme low or 

high water; (3) those with constantly shifting beds. In estimating the daily flow special 

methods are necessary for each class. The data on which these estimates are based and the 

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

There are three distinct methods of determining the flow of open-channel streams: (1) 

By measurements of slope and cross section and the use of Chezy's and Kutter's formulas;, 

(2) by means of a weir; (3) by measurements of the velocity of the current and the area of 

the cross section. The method chosen for any case depends 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=cvRs. This has been utilized by Kutter, both in developing his 

formula for c and h determining the values of the coefficient n which appears therein. The 

results obtained by the slope method are in general only roughly approximate, owing to the 

difficulty in obtaining accurate data and the uncertainty of the value for 'n to be used in 

Kutter's formula. The most common use of this method is in estimating the flood discharge of a stream when the only data available are the cross section, the slope as shown 

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

Weir method.-When funds are available and the conditions are such that sharp-crested 

weirs can be erected, these offer the best facilities for determining flow. If dams are suitably situated and constructed they may be utilized for obtaining reliable estimates of flow. 

The conditions necessary to insure good results may be divided into two classes-(1) those 

relating to the physical characteristics of the dam itself, and (2) those relating to the diversion and use of water around and through the dam. . 
FIELD METHODS O.E' MEASURING FLOW. 7 

The physical requirements are as follows: (a) Sufficient height of dam, so that backwater will not interfere with free fall over it; (b) absence of leaks of appreciable magnitude; 

(c) topography or abutments which confine the flow over the dam at high stages; (d) level 

crests, which are kept. free from obstructions caused by floating logs or ice; (e) crests of a 

type for which the coefficients to be used in Q=c b , or some similar standard weir formula, are known (See Water-Supply PaperNo. 150); (f) either no flash boards or exceptional 

care in reducing leaking through them and in recording their condition. 

Preferably there should be no diversion of water through or around the dam. Generally, 

however, the dam is built for purposes of power or navigation, and part or all of the water 

flowing past it is diverted for such uses. This water is measured and added to that passing 

over the dam. To insure accuracy in such estimates the amount of water diverted should be 

reasonably constant. Furthermore, it should be so diverted that it can be measured, 

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

make, or which have been rated as meters under working conditions and so installed that 

the gate openings, the heads under which they work, and their angular velocities may be 

accurately observed. 

The combination of physical conditions and uses of the water should be such that the 

estimates of flow will not involve, for a critical stage of considerable duration, the use of a 

head, on a broad-crested dam, of less than 6 inches. Moreover, when all other conditions 

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

are good, the cooperation of the owners or operators of the plant is still essential if reliable 

results are to be obtained. 

A gaging station at a weir or dam has the general advantage of continuity of record 

through the periods of ice and floods, and the disadvantages of uncertainty of coefficient to 

be used in the weir formula and of complications in the diversion and use of the water. 

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

product of two factors-the mean velocity and the area of the cross section. The mean 

velocity is a function of surface slope, wetted perimeter, roughness of bed, and the channel 

conditions at, above, and below the gaging section. The area depends on the contour of 

the bed and the fluctuations of the surface. The two principal ways of measuring the 

velocity of a stream are by floats and current meters. 

Great care is taken in the selection and equipment of gaging stations for determining discharge by velocity measurements in order that the data may have the required degree of 

accuracy. Their essential requirements are practically the same whether the velocity is 

determined by meters or floats. They are located, as far as possible, where the chaimel is 

straight both above and below the gaging section; where there are no cross curree1ts, backwater, or bojls; where the bed of the stream is reasonably free from large projections of a 

permanent character, and where the banks are high and subject to overflow only at flood 
8 STREAM MEASUREMENTS IN 1905, P.ART IX. 

stages. The station must be so far removed from the effects of tributary streams and 

dams or other artificial obstructions that the gage height shall be an index of the discharge. 

Certain permanent or semipermanent structures, usually referred to as "equipment," are 

generally pertinent to a gaging station. These are ·a gage for determining the fluctuations 

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

marks on a bridge or a tagged line indicating the points of measurement, and, where the current is ·swift, some appliance (generally a secondary cable) to hold the meter in position in 

the water. .As a rule, the stations are located at bridges if the channnel conditions are satisfactory, as from them the observations can more readily be made and the cost of the equipment is small. 

The floats in common use are the surface, subsurface, and tube or rod floats. .A corked 

bottle with a flag in. the top and weighted at the bottoD;l makes one of the most satisfactory 

surface floats, as it is affected but little by wind. In case of flood measurements, good 

results can be obtained by observing the velocity of floating cakes of ice .or debris. In case 

of all surface-float measurements coefficients must be used to reduce the observed velocity 

to the mean velocity. The subsurface and tube or rod floats are intended to give directly 

the mean velocity in the vertical. Tubes give excellent results when the channel conditions are good, as in canals. 

In measuring velocity by a float observation is made of the time taken by the float to pass 

over the "run"-a selected stretch of river from 50 to 200 feet long. In each discharge 

measurement a large number of velocity determinations are made at different points across 

the stream, and from these observations the mean velocity for the whole section is determined. This may be done by plotting the mean positions of the floats as indicated by the 

distances from the bank as ordinates and the corresponding times as abscissas. .A ·curve 

through these points shows the mean time of run at any point across the stream, and the 

mean time for the whole stream is obtained by dividing the area bounded by this curve and 

its axis by the width. The length of the run divided by the mean time gives the mean 

velocity. 

The area used in float measurement~ is the mean of the areas at the two ends of the run 

and at several intermediate sections. 

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

that the impact of flowing water ·causes it to revolve and a device {or recording or indicating 

the number of revolutions. The relation between the velocity of the moving water and the 

revolutions of the wheel is determined for each meter. This rating is done by drawing the 

meter through still water for a given distance at different speeds and noting the number of 

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

velocity per second for any number of revolutions. 

Many kinds of current meters have been constructed. They may, however, be classed in 

two general types-those in which the wheel is made up of a series of cups, as the Price, and 

those having a screw-propeller wheel, as the Haskell. Each meter has been developed for 

use under some special condition. In the case of the small Price meter, which has been largely 

developed and extensively used by the United States Geological Survey, an attempt has 

been made to get an instrument which could be used under practically all conditions. 

Current-meter measurements-may be made from a bridge, cable, boat, or by wading, and 

gaging stations may be classified in accordance with such use. Fig. 1 shows a typical cable 

station. 

In making the measurement an arbitrary n\lmber of points are laid off on a line perpendicular to the thread of the stream. The points at which the velocity and depth are 

observed are known as measuring points, and are usually fixed at regular intervals, varying 

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

dropped from the measuring points divide the gaging section into strips. For each strip or 

pair of strips the mean velocity, area, and discharge are determined independently, so thii,t 

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

not apply. 
FIELD METHODS OF ME.ASURlNG FLOW. 9 

Three classes of methods of measuring velocity with current meters are in general usemultiple point, single point, and integration. 

The three principal multiple-point methods in general use are the vertical velocity-curve, 

0.2 and 0.8 depth, and top, bottom, and mid depth. 

In the vertical velocity-curve method a series of velocity determinations are made in· each 

vertical at regular intervals, usually from 0.5 to 1 foot apart. By plotting these velocities 

as abscissas and their depths as ordinates and drawing a smooth curve among the resulting 

points the vertical velocity-curve is developed. This curve shows graphically the magnitude and changes in velocity from the surface to the bottom of the stream. The mean 

velocity in the vertical is then obtained by dividing the area bounded by this velocity curve 

and its axis by the depth. On account of the-length of time required to make a complete 

measurement by this method, its use is limited to the determination of coefficients for purposes of comparison and to measurements under ice. 

In the second multiple-point method the meter is held successively at 0.2 and 0.8 of the 

depth, and th!l mean of the velocities at these two points is taken as the mean velocity for 

that vertical. .Assuming that the vertical-velocity curve is a common parabola with horizontal axis, the mean of the velocities at 0.22 and 0.79 of the depth will give (closely) the 

mean velocity in the vertical. .Actual observations under a wide range of conditions show 

that this second multiple-point method gives the mean velocity very closely for open-water 

conditions where the depth is over 5 feet and the bed comparatively smooth, and moreover 

the indications are that it will hold nearly as well for ice-covered rivers. 

In the third multiple-point inethod the meter is held at mid depth at 0.5 foot below the 

surface and at 0.5 foot above the bottom, and the mean velocity is determined by dividing 

by 6 the sum of the top velocity, 4 times the mid-depth velocity, and the bottom velocity. 

This method may be modified by observing at 0.2, 0.6, and 0.8 depth. 

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

of mean velocity or at an arbitrary depth for which the coefficient for reducing to mean 

velocity ·has been determined. 

Extensive experiments by vertical velocity curves show that the thread of mean velocity 

generally occurs at from 0.5 to 0.7 of the total depth. In general practice the thread of 

mean velocity is considered to be at 0.6 depth, at which point the meter is held in a majority 

of the measurements. .A large number of vertical velocity-curve measurements taken on 

many streams and under varying conditions show that the average coefficient for reducing 

the velocity obtained is 0.6 depth to mean velocity is practically unity. 

In the other principal single-point method the meter is held near the surface, usually 1 

foot below, or low enough to be out of the effect of the wind or other disturbing influences. 

This is known as the "subsurface" method. The coefficient for reducing the velocity taken 

at the subsurface to the mean has been found to be from 0.85 to 0.95, depending on the stage, 

velocity, and channel conditions. The higher the stage the larger the coefficient. This 

method is specially adapted for flood measurements or when the velocity is so great that the 

meter can not be kept at 0.6 depth. 

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

from the surface to the bottom and back again to the surface and noting the number of revolutions and the time taken in the operatipn. This method has the advantage that the 

velocity at each point of the vertical is measured twice. It is well adapted for measurements under ice and as a check on the point methods. 

The area, which is the other factor in the velocity method of determining the discharge of 

a stream, depends on the 'stage of the river; which is observed on the gage, and on the general 

contour of the bed of the stream, which is determined by soundings. The soundi1;1gs are 

usually taken at each measuring point at the time of the discharge measurement, either by 

using the meter and cable or by a special sounding line or rod. For streams with permanent 

beds standard cross-sections are usually' taken during low water. These sections serve to 

check the soundings which are taken at the time of the measurements, and from them any 

change which may have taken place in the bed of the stream can be detected. They are 
10 ST.REAM MEASUREMENTS IN 19051 PART IX. 

also of value in obtaining the area for use in computations of high-water measurements, as 

accurate soundings are hard to obtain at high stages. 

In computing the discharge measurements from the observed velocities and depths at 

various points of measurement the measuring section is divided into elementary strips, as 

shown in fig. 1, and the mean velocity, area, and discharge are determined separately for 

either a single or a double strip. The total discharge and the area are the sums of those for 

the various strips, and the mean velocity is obtained by dividing the total discharge by the 

total area. 

The determination of the flow of an ice-covered stream is difficult, owing to diversity and 

instability of conditions during the winter period and also to lack of definite information in 

regard to the laws of flow_ of water under ice. The method now employed is to make frequent discharge measurements during the frozen periods by the vertical velocity-curve 

method and to keep an accurate record of the conditions, such as the gage height to the 

surface of the water as it rises in a hole cut in the ice, the thickness and character of the ice, 

etc. From these data an approximate estimate of the daily flow can be made by constructing a rating curve (really a series of curves) similar to that used for open channels, but considering in addition to gage heights and discharge varying thickness of ice. Such data as 

are available in regard to this subject are published in Water Supply paper No. 146, pages 

141-148. 

0 

~ -- MEAN VELOCITY, AREA AND ATING URVES 

• I J FO .. .J. SKYKO ISH Rl ER (SO. FORI<) N AA IND x. w 

;........- ~ l v 

• 

K K 

7 I -~ ME UA_".ME ~TS IN 1902 fl p • TO 7 

.~ v /., A .. 1903 8 •• 12 

• 

/ ~''" ;a~ 

5 • l.l 

v I ,;"" 

• -~'.{ 

/. ~· J jo 3 

;V AREA <N rUARE FEET 0 aJ 1 '! ""' ••po ••po • 

• 

I I VELOCin :IN FE.l PER SECONO / lro 500 1000 2000 ' aooo 4000 aooo 8000 7000 

DISCHARGE IN SECOND-FEET 

FIG. 2-Rating, area, and mean-velocity curves for South Fork of Skykomish River near Index, Wash 

OFFICE METHODS DF COMPUTING RUN·OFF. 

There are two principal methods of estimating run-off, depending on whether or not the 

bed of the stream is permanent. 

For stations of streams with permanent beds the first step in computing the run-off is the 

oonstruction of a rating table, which shows the discharge corresponding to any stage of the 

stream. This rating table is applied to the record of stage to determine the amount of 

water flowing. The construction of the rating table depends on the method used in measurning flow . 

. For a station at a weir or dam the basis for the rating table is some standard weir formula. 

The coefficients to be used in its application depend on the type of dam and other conditions 

near its crest. After inserting in the weir formula the measured length of crest and assumed 

coefficient the discharge is computed for various heads and the rating table constructed. 

The data necessary for the construction of a rating table for a velocity-area station are the 

results of. the discharge measurements, which include the record{)f stage of the river at the 
O]'FICE METHODS OF COMPUTING RUN-OF]'. 11 

time of measurement, the area of the cross-section, the mean velocity of the current, and the 

quantity of water flowing. A thorough knowledge of the conditions at and in the vicinity 

of the station is also necessary. 

The construction of the rating table depends on the following laws of flow for open permanent channels: (1) The discharge will remain constant so long as conditions at or near 

the gaging station remain constant. (2) The discha,rge will be the same whenever the 

stream is at a given stage if the change of slope due to the rise and fall of the stream be 

neglected. (3) The discharge is a function of and increases gradually with the stage. 

The plotting of results of the various discharge measurements, using gage heights as ordinates, and discharge, mean velocity, and area as abscissas, will define curves which show the 

discharge, mean velocity, and area corresponding to any gage height. For the development 

of these curves there should be, therefore, a sufficient number of discharge measurements to 

cover the range of the stage of the stream. Fig. 2 shows a typical rating curve with its corresponding mean-velocity and area curves. 

As the discharge is the product of two factors, the area and the mean velgcity, any change 

in either factor will produce a corresponding change in the discharge. Their curves are 

therefore constructed in order to study each independently of the other. 

The area curve can be definitely determined from accurate soundings extending to the 

limits of high water. It is always concave toward the horizontal axis or on a straight line 

unless the banks of the stream are overhanging. 

The form of the mean-velocity curve depends chiefly on the surface slope, the roughness 

of the bed, and the cross section of the stream. Of these, the slope is the principal factor. 

In accordance with the relative changes of these factors the curve may be either a straight 

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

study of the conditions at any gaging station the form which the vertical velocity curve will 

take can be predicted, and it may be extended with reasonable certainty to stages beyond 

the limits of actual measurements. Its principal use is in connection with the area curve in 

locating errors in discharge measurements and in constructing the rating table. 

The discharge curve is defined primarily by the measurements of discharge, which are 

studied and weighted in accordance with the local conditions existing at the time of each 

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

conditions is concave toward the horizontal axis and is generally parabolic in form. 

In the preparation of the rating table the discharge for each tenth or half tenth on the gage 

is taken from the curve. The differences between successive discharges are then taken and 

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

The determination of daily discharge of streams with changeable beds is a difficult problem. In case there is a weir or dam available, a condition which seldom exists on streams of 

this class, estimates can be obtained by its use. In case of velocity-area stations frequent 

discharge measurements must be made if the estimates are to be other than rough appr9ximations. For stations with beds which shift slowly or. are materially changed only during 

floods, rating' tables can be prepared for periods between such changes, and satisfactory 

results obtained with a limited number of measurements, provided that some of them are 

taken soon after the change occurs. For streams with continually shifting beds, such as the 

Colorado and Rio Grande, discharge measurements should be made every two or thr~e days, 

and the discharges for intervening days obtained either by interpolation modified by gage 

height or by Professor Stout's method, which has been described in full in the Nineteenth 

Annual Report of the United States Geological Survey, Part IV, page 323, and in Engineering News of April21, 1904. This method, or a graphical application of it, is also much used 

in estimating flow at stations where the bed shifts but slowly. 
12 STREAM :ME.ASURE:MENTS IN 1905, PART IX. 

COOPERATH>N AND ACKNOWLEDGMENTS. 

Most of the measurements presented in this paper have been obtained through local hydrographers. Acknowledgment is extended to other persons and corporations who have 

assisted local hydrographers or have cooperated in any way, either by furnishing records of 

the height of water· or by assisting in transportation. 

The following list, arranged alphabetically by States, gives the names of the district 

hydrographel'!! and others who have assisted in furnishing and preparing the. data contained 

in this report: 

Arkansas.-District hydrographer, Thomas U. Taylor.<> 

Colorado.-District and resident hydrographer, M. C. Hinderlider,b assisted by R.I. Meeker, Wm. A. 

Lamb, H. G. Graham, A. A. Weiland, 0. H. Timmerman, Melvin Beeson, Thomas E. Brick, and F. L. 

Meeker. Acknowledgements are due the Denver and Rio Grande, Colorado and Southern, Burlington 

and Missouri River, Union Pacific, Rio Gra.nde Southern, and Atchison, Topeka and Santa Fe railroads 

for free transportation over their lines. 

Kansas.-District hydrographer, M. C. Hinderlider, resident hydrographer, W. G. Russell Acknowledgments are due the Atchison, Topeka, and Santa Fe; Union Pacific; Missouri, Kansas and Texas; 

Missouri Pacific; and Chicago, Rock Island and Pacific railroads for annual passes issued to Mr. Russell . 

.Missouri.-District hydrographer, F. W. Hanna,c assisted by M. S. Brennan and S. K. Clapp. Acknowledgment shonld be made to the St. Louis and San Francisco Railroad for transportation furnished to Messrs. Hanna and Brennan. 

New .M exico.--4 The hydrographic work in the northern portion of this territory was carried.on under 

the direction of M. C. Hinderlider, district hydrographer, assisted as follows: The work in the northcentral portion was in charge of R. I. Meeker and the work in the northern western portion was in charge 

of 0. H. Timmerman. For many favors and courtesies in the form of free accommodations to hydrographers and for assistance in securing records of flow on Mora River acknowledgments are due D. C. 

Duel, Hugh Loudon, and J. J. Baer; of La Cueva, N. Mex.; also to James D. Hand, of Los Alamos, N 

Mex. Transportation in the form of annual passes was furnished Mr. Meeker by the Denver and Rio 

Grande and the Atchison, Topeka, and Santa Fe railroads. 

The work in the southern and eastern portions was under the direction of J. M. Giles, assisted by 

Earl Patterson. Acknowledgments are due the St. Louis and San ];'rancisco; Chicago, Rock Island 

and Pacific; Southern Kansas; Fort Worth and Denver City; and Texas and Pacific railroads for transportation ftirnished Mr. Giles; and to the Pecos Valley lines for transportation furnished Mr. Patterson. 

Oklahoma and Indian Territory.-The work in the southern part of Oklahoma and Indian Territory 

. was under the direction of J. M. Giles, district hydrographer, assisted by E·arl Patterson and E. R. 

Kerby.· The work in the northern part was· by W. G. Russell, resident hydrographer. Acknowledgments are due the Atchison, Top•ka and Santa. Fe; Missouri, Kansas and Texas; and Chicago, Rock 

Island and Pacific railroads for transportation furnished Mr. Russell; to the Southern Kansas of Texas; 

Chicago, Rock Island and Pacific; St. Louis and San Francisco; Fort Worth a.nd Denver City; and 

Texas and Pacific railroads and Pecos Valley lines for transportation furnished Mr. Giles; to the Chicago, Rock Island and Pacific; and the St. Louis and San Francisco railroads for transportation furnished Mr. Kerby; and to the Southern Kansas of Texas and the Pecos Valley lines for transportation 

furnished Mr. Patterson. 

Texas.-District hydrographer, Thomas U. Taylor. 

MERAMEC RIVER DRAINAGE BASIN. 

DESCRIPTION OF BASIN. 

Meramec River rises in Dent County, Mo., flows northeast, and enters the Mississippi near 

St. Louis. This river drains a rugged, hilly, and comparatively thinly populated country, 

There are, however, numerous good sites for dams, and the United States Geological Survey 

is studying the river in connection with the possible water-power developments and for its 

possible use as a future water supply for the city of St. Louis. 

The total drainage area of Meramec River is 3,619 square miles; at Eureka it is 3,497 

square miles. · The drainage area above Dry Fork is 340 square miles, and that of Dry Fork 

is 360 square miles. 

" Office of the district hydrographer for Arkansas, Texas, and J,ouisiana, Austin, Tex. b Office of district hydrographer for Colorado Kansas, Nebraska, northern New Mexico, and W yo- ming, Chamber of Commerce Building, penver, Colo. c District hydrographer for Missouri during 1906, A. H. Horton, 876 Federal. Building, Chicago, Ill. a District hydrographer for southern and eastern New Mexico, southern Oklahoma, and southern 

Indian Territory, J. M. Giles, Carlsbad, N.Mex. 
MERAMEC ~IVER DRAINAGE· BASIN. 13 

MERAMEC RIVER NEAR MERAMEC, MO. 

This station was established February 28, 1903, by I. W. McConnell. It is located 

about 600 feet below the mouth of Spring Branch and about 1 mile from the post road 

between Meramec and St. James, Mo. The nearest railroad station is St. James, 7 miles 

northwest of the gaging station. The drainage area at this station is 340 square miles. 

The channel is straight for about 300 .feet above the station and for 2,000 feet below. 

The current. velocity is sufficient for .accurate measurement except at low stages, when it 

becomes sluggish. Both banks are low, and at high water the river spreads over wide fiats. 

The bed of the stream is shifting. 

Discharge measurements are made by means of a. cable, boat, and tagged Wire. The 

initial point for soundings has been taken at the tree to which the cable is attached on . 

the left bank. At low stages measurements are obtained by wading the river about 200 

feet above the mouth of Meramec Spring and adding to this discharge the flow of Meramec 

Spring. 

The gage is a staff driven into the bed of the river and nailed at the top to a leaning 

tree.· During 1905 the gage was read by C. C. Smallwood. The bench mark is a point 

on a bowlder on the left bank at the foot of the cliff near the mouth of Spring Branch; 

elevation, 10.44 feet above the datum of the gage. 

Information in regard to this station is contained in the following Water-Supply Papers 

of the United States Geological Survey: 

Description: 99, p 233; 131, p 118. 

Discharge: 99, p 234; 131, p 119, 

Discharge, monthly: 99, p 235. 

Gage heights: 99, p 234; 131, p 119. 

Rating tables: 99, p 235. 

Discharge measurements of Meramec River near Meramec, M@., in 1905. 

Date. Hydrographer. Gage 

height. 

Feet; 

June 22........ M. S. Brennan ................................................. . 2. 79 

July 26 ............. do ........................................................... . 1!. 60 

September 8 ........ do ........................................................... . 2. 79 

October 12 .......... do ............................................................ . 2.92 

December 20 ........ do ............................................................. . 2.96 

IRR 173-06-2 

Discharge. 

Second~ 

feet. 

164 

438 

168 

174 

256 
14 STREAM MEASUREMENTS IN. 1905, PART IX. 

Daily gage height, in feet, ?f Meramec River near Meramec, Mo.,for 1905. 

Day. Jitn. Feb. Mar. Apr. May. I June. July. Aug. Sept. Oct. Nov. 

1 .............. 2. 75 2. 75 4.5 4.4 3.7 3.0 3.1 3.4 2.9 3.3 .3. 7 

2 .............. 2.75 2.75 4.1 4,1 3.6 2.9 3.1 3.3 2.9 3.2 3.6 

3 .............. ·2. 75 2.75 3.9 3.9 3.5 2.9 3.0 3.2 2.8 3.1 3.5 

4 .............. 2. 75 2. 75 3.8 3.7 3.4 3.0 3.0 3.1 ·2.8 3.1 3.5 

5 .............. 2. 75 2.75 3.8 3.6 3.4 2.9 . 2.9 3.0 2.8 3.1 4.9 

6 .............. 2. 75 2. 75 5.1 3.6 3.3 2.9 2.9 3.0 2.8 3.0 4.8 

7 .............. 2.75 2.75 7.2 3.5 4.6 2.9 2.8 3.4 2.8 3.0 4.3 

8 .............. 2.75 2. 75 8.0 3.4 4.1 2.8 2.8 3.3 2.8 3.0 (1 

9 .............. 2. 75 2. 75 6.4 :i.a 4.0 2.8 2.9 3.2 2.8 3.0 4.1 

10 .............. 2.75 2.75 5.0 3.3 3.8 2.8 3.2 3.1 3.0 3.0 3.7 

11 .............. 2. 75 2. 75 4.8 3.6 3.8 2.8 4.5 3.3 2.9 2.95 3.6 

12 .............. 2.75 2. 75 4.4 3.6 3.8 2.8 3. 7. 3.0 2.8 2.9 3.5 

13 .............. 2. 75 2. 75 4.1 3.6 3.7 2.8 3.6 3.0 2.8 2.9 3.4 

14 .............. 2.75 2. 75 3.9 3.4 7.2 2.8 3.4 2.9 1.8 2.9 3.3. 

15 .............. 2. 75 2.75 3.8 3.3 4.8 2.8 3.3 3.4 1.8 2.9 3.3 

16 .............. 2. 75 2. 75 3.7 3.1 4.4 2.8 3.2 3.1 2. 75 2.9 3.3 

17 .............. 2.75 2.75 3.7 3.1 4.2 2.8 3.0 3.0 7.0 2.9 3.2 

18 .............. 2.8 2. 75 3.5 3.1 4.0 2.8 3.0 3.0 8.2 2.9 3.2 

19 ..•.•..•.•••.• 2.8 2.8 3.5 3.0 3.8 2.8 2.9 3.0 7.8 3.6 4.7 

20 .............. 2.9 2.8 3.5 3.0 3.5 2. 7 2.9 2.9 6.0 3.4 4.9 

21. ............. 2.9. 2.9 3.4 2.9 3.4 2.9 6.9 2.8 5.6 3.3 4.3 

22 .............. 3.1 3.0 3.4 2.9 3.4 2.7 6.1 5.4 5.1 3.2 3.9 

23 .. , .•.•••.••.. 3.1 3.9 3.4 2.9 4.0 2. 7 4.8 4.2 4. a. 3.1 3.7 

24 .............. 3.1 4.0 3.5 2.9 3.9 2. 7 4.0 3.9 4.2 3.6 3.6 

25 .............. 3.0 5.6 3.6 2.9 3.6 2.8 3.7 3.8 3.9 4.4 3.5 

26; ............. 2.9 5.3 3.4 4.1 3.5 2.9 3.6 3.4 3.7 5.9 3.4 

27 .............. 2.9 5.9 3.4 4.0 3.4 2.9 3.7 i1 3.5 4.0 3.3 

28 .............. 2.8 4.6 3.3 3.8 3.4 2.9 3.7 3.1 3.4 3.9 3.3 

29~ ............. 2. 75 ......... 3.6 3.8 3.3 3.1 3.7 3.0 3.4 3.9 3.2 

30 .............. 2.75 ······· 5.3 3.8 3. 4' 3.1 3.4 3.0 3.3 3.9 3.2 

31. ............. 2. 75 ....... 4.9 ······· 3.1 ....... 3.4 2.9 ......... 3.8 ........ 

MERAMEC RIVER NEAR EUREKA., MO. 

Dec. 

3.1 

3.6 

3.8 

3.6 

3.5 

3.4 

3.3 

3.2 

3.1 

3.05 

3.0 

3.0 

3.0 

2.95 

2.95 

2.9 

2.9 

2.9 

2.9 

2.9 

2.9 

2.9 

3.0 

3.0 

3.0 

5 

5 

5 

2. 

2. 

95 

95 

3.0 

3.4 

3.3 

....... 

This station was established August 26, 1903, by F. W. Hanna. It is located at the 

highway brldge on the road between Crescent and Eureka, Mo., about 1! miles from 

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

bridge. 

The channel is straight for about 250 feet above and 1,000 feet below the station. The 

right bank is high and rocky and not· subject to overflow. It is wooded above the highwater line. The left bank is somewhat lower and is composed of alluvial soil, and it also 

is wooded above the high-water line. The bed of the stream is composed of coarse gravel 

and stones. The current is never sluggish. There is but one channel, and it is broken 

by the center pier of the bridge. · 

Discharge measurements are made . from the two-span highway bridge with a length 

between abutments of 450 feet. The initial point for soundings is the inner face of the 

right abutment on the upstrelfm side. · 

A standard chain gage is attached to the floor of the· bridge; length of chain, 42.46 feet. 

During 1005 the gage was read by Mrs. Rhoda Hilderbran. Bench marks were est,~tblished 

as follows: (1) A notch cut into the high rock cliff just below ihe bridge, marked by a 

painted cross and the letters "U. S. G. S.;" elevation, 38.26 feet. · (2) A red mark on 

the top of the downstream guard rail, just above the gage box; elevation, 42.56 feet. 
MERAMEC RIVER DRAINAGE BASIN. 15 

(3) A painted cross, surrounded by the letters "U: S. G. S," on the lower wing of the 

left abutment; elev_ation, 36.29 feet. Elevations refer to the datum of the gage. 

Information in regard to this station is contained in the following Water-8upply Papers 

of the United States Geological Survey: 

Description: 99, p 240; I31, p 120. 

Discharge: 99, p 240;. 131, p 120. 

Discharge, monthly: 99, p 242; I3I, p 123. 

Gage heights: 99, p 241; I31, p 121. 

Rating table: 9U, p 241; I31, p 122. 

Discharge measurements of Meramec River near Eureka, Mo., in 1905. 

Date. Hydrogi-apher. W'dth Area of Mean Gage Dis- 1 · section. velocity. height. charge; 

-----'----1------------------------

Apri16.~•-··" M.S. Brennan ...................... . 

May 13 ........ S. K. Clapp ........................ .. 

June 21........ M. S. Brennan ....... _ ............ .. 

Jnly 25 ............. do ............................. .. 

September 7 ........ do .............................. . 

October ll .......... do .............................. . 

December 19 ........ do .............................. . 

Sg:uare Feet per 

Feet. feet. secorul. 

193 

223 

189 

245 

15I 

145 

161 

739 

932 

624 

I,2I2 

372 

422 

491 

3. 98 

4.I6 

3. 47 

3.88 

2.ll 

2.69 

2.84 

Feet. 

5. 55 

6. 05 

4. 74 

7. 30 

3. 35 

3.80 

4.14 

Secondfeet. 

2,944 

3,88I 

2,167 

4, 700 

784 

I, 136 

1,3~6 

Daily gage height, in feet, of Merameo River near Eureka, Mo., for 1905. 

Day. Jan .. Feb. I Mar. Apr. May. I June. July. Aug. Sept. I Oct. Nov. Dec. 

_!_:_:-::-:-::-:-::_:_:-::, ___ :_:..c~ :~ 1~: ~:; :::I ::~ -::~ ::: ::~ ::~ ::: ~:~ 3.............. 3.1 3.7 8.3 7.0 5.7, 4.8 7.2 4.1 4.0 4.4 7.2 7.0 

4..------ .. ---- .. 3. 0 3. 7 7. 5 6. 4 5. 4 4. 4 6. 4 4. 0 3. 8 4. 3 6. 3 6. 4 

5.............. 3. 0 3. 8 6. 7 6. 0 6. 0 4.1 5. 5 4. 0 3. 5 4. 2 7. 5 6. I 

6 ............ --

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

8 .. ------------

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

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

ll ............ .. 

I2 ...... -- ---- .. -

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

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

I5 ..... ---------

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

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

I8 .. --------.. --

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

20 ........ , .... . 

'21.------ _-__ ----

22 .. ------------

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

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

25 ............. , 

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

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

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

29 ........ ------

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

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

3. I 

3. 2 

3.9' 6.2 5.6 5.8 4.0 4.7 3.9 3.3 4.I 8.8 5.8 

3.9 6.3 5.3 10.2 3.8 4.5 4.1 3.3 4.0 10.7 5.4 

3.2 

3.2 

3:8 I5. 4 5. 1 8. 3 3. 7 4. 5 4. 1 3. 4 3. 9 8. 7 5. 2 

3.9 19.8 5.0 7.6 3.6 4.7 4.0 3.5 3.9 7.3 5.0 

3.1 3.9 19.6 4.8 7.8 3. 5 

3.0 3.8 17.5 5.6 8. 5 3. 5 

3. 6 3.8 9. 7 6.8 7.0 3. 5 

4.2 3.8 8.0 6. 4 6.0 3.4 

5.0 3. 7 7. 3 5.9 6.9 3.4 

4.9 3. 6 6. 5 5. 6 7.8 3. 4 

4. 7 3. 6 6.0 5.3 9.4 3.4 

4. 5 3.6 5. 7 5.0 7. 3 3. 3 

4. 51 3. 6 

5.2 3. 7 

5. 9 3. 7 

5.5- 4.8 

5. 4 4. 5 

5. 2 4. 3 

6.0 ' 3.3 

5.8 3. 2 

5.2 3. 4 

6.2 3.7 5.0 4.4 4. 9 4. 7 

6.2 3.9 4. 9 4. 3 4. 7 3. 9 

6.0 6.1 4.8 4. 3 6. 2 3. 7 

5.9 9.4 5. 3 4.2 6.8 3.6 

5. 4 ll. 0 5.4 4.2 6.1 3. 4 

4. 9 12.0 5.2 6.0 5.6 3.3 

4.6 14.0 5.1 8. 2 4. 9 3. 4 

4.6 12.5 5.0 10.4 4.7 3.4 

4.5 5.1 12.2 4.5 3.5 

4.3 9.2 10.3 6.0 3.6 

4.2 11.1 5.2 

4.8 3.9 

7.0 3. 7 

10.7 3. 7 

7. 5 4.1 

7. 7 4.0 

7.1 4.0 

6. 6 4.0 

5. 4 4.1 

4.8 4.5 

4. 5 4. 7 

4. 4 4. 5 

5.2 4. 3 

9.1 5. 7 

13.4 4.7 

ll. 5 9. 2 

6.9 10.2 

5. 71 6. 4 

5. 31 5. 4 

5.0 4.9 

4. 7 I 4. 5 

s.1 1 4.4 

4.9 i 4.0 

I 

3.9 

4.2 

4.0 

4.2 

4.0 

3.8 

4. 9 

18.4 

20.9 

24.5 

29.7 

28.5 

24.5 

13.5 

7. 4 

6. 6 

5.9 

5.6 

5.2 

5.0 

4.8 

3.8 6.6 

3.8 6.0 

3. 7 5. 5 

3. 6 5. 3 

3. 6 5.1 

3.6 4.9 

3.6 4.8 

3.6 4. 7 1- 4.3 4.5 

4.5 5.4 

7.2 10.0 

6.2 12.2 

5.1 10.7 

4.8 7.8 

4. 5 6.8 

6.8 6. 4 

I3.3 6.1 

16.0 5. 9 

14.8 5. 7 

8.5 5. 5 

7. 2 5. 2 

6.8 

4. 9 

4.8 

4. 7 

4. 6 

4. 5 

4. 4 

4. 3 

4.2 

4.2 

4. 2 

4.1 

4.1 

4.1 

4.1 

4.1 

4.1 

4.I 

4.1 

4. 2 

5.3 

5.0 

5.6 
16 STREAM MEASUREMENTS Ili" 1905; PART IX. 

Station rating table for Meramec River near Eureka, Mo., from August 8, 1903, to December 

31,1905. 

Gate heig t. Disebarge. ·Gage 

height. Discharge. Gate heig t. Discl)arge. Gage ·height. Discharge. 

/ 

Feet. SeconrJ'.je~t- Feet: Second-jee.t. Feet. SeconrJC.jeet. Feet. Second-feet. 

2.80 460 4.40 r,700 6.40 3,810 9.80 8,050 

2.70 490 4.50 1,790 6.60 4,030 10.00 8,330 

2.80 530 4.60 1,880 6:80 4,250 10.50 9,040 

2.90 580 4.70 1,980 7.00 4,470 1LOO 9,790 

3.00 640 4.80 2,080 7,20· 4, 'no 11.50 10,540 

. 3.10 710 4.90 2,180 7.40 4;950 12.00 11,340 

.3.20 780 . 5.00 2,280 7.60 5,190 12.50 12;190. 

3.30 850 5.10 !!,380 7.80 5,430 13.00 13,090 

3.40 920 5;20 2,490 8.00 5,670 13.50 14,040 

3.50 990 5.30 2,600 8.20 5,920 .14.00. .15,040 

3.60 1,060 5.40 2,710 8.40 6,100 14.50 16,040 

3.70 1,130 5. 50 2,820 8.60 6,440 15.00 17,050 

3.80 1,200 5.60 2,930 8.80 6,700 16.00 19,100 

3.90 1,280 5. 70 3;040 9.00 6,960 17.00 21,100 

4.00 1,360 5.80 3,150 . 9.20 7,220 18.00 23,100 

4.10 1,440 5.90 3,260 9.40 . 7,490 19.00 25,100 

4.20 1,520 6,00 3,370 9.60 7,770 20.00 27,120. 

4.30 1,610 6.20 3,590· 

·The above table is applicable only for open-channel conditions. It is based oil 20 discl)arge measure:-

ments made during 1903-1905. I tis well defined between gage heights 2.8 feet ll!nd 6.2 feet. Two flood 

measurements at 11.6 and 25 feet gage heights,. respectively, defiRe the curve above this limit. Above 

gage height 20 feet the rating curte is a tangent, the dillerence being ·2Hi per tenth. The left bank over-

. flows at the approximate. gage height ·of 22.2 feet. It has been estimated that the overflow· at 36.2 feet 

gage height was 7;000 second-feet, or 50 second-feet, per tenth gage height. 

Estimated monthly discharge of Merainec River near Eureka, Mo., for 1905. 

[Drainage area, 3,497 square miles.] 

Discharge in second-feet. 

Month. 

Maximum. Minimum. Mean. 

January ... ··'.· ______ ., __ .. __ ·.--_ 3,590 640 1,727 

February ..... _ ....... _______ ... _ 15,040 1,060 3,055: 

March ........................ ~-. 26,640 2,080 6>715: 

ApriL .... : ............... , ... _:_ .. 11,680 1,520 3,694 

May .......... ,~., ............... 8,610 1,7.90 .. 3,991" 

June .... -- ...................... ·3,370 780 1,255; 

July ............................. 13,850 1,360 .3,836 

August ...... :: .•. --- ...•... -- ... 8,610 1,130 2,102. 

September ....................... 51,160 850 9,451 

October ..... '............ ____ ..... 19,040 1,060 3,532 

November: ...................... 11,680 1, 790 4,511 

December .................. ___ ;._. .4,470 1,440 2,119 

The year .................. 51,160 640 .. 3,832 

Total in 

acre-feet. 

106,200 

169,700 

412,900 

21?,800 

245,.400 

74,680 

235,900 

129,.300 

562,400 

217,200 

268,.400 

130,300 

2,772,000 

Run-off. 

Second~feet Depth in 

per ~a~_are inches. 

-0.494. 0.570 

.874 .910 

1:92 2.21 

1:06 1.18 

1.14 1.31 

.359 .400 

1.10 1.27 

.601 .69~ 

2.70 3.01 

1.01 1.16 

1.29 1.44 

.606. .699 

1.10 14.85 
MERAMEC RIVER DRAINAGE BASIN. 17 

MERAMEC SPRING NEA:k MERAMEC, MO. 

This station was established February 28, 1903, by I. W. McConnell. It is located on 

Spring Branch, 500 feet from the spring, at a footbridge. This point is about 1 mile from 

the mouth of Spring Branch and 2 miles above the mouth of Dry Fork. 

The channel is straight for ,'iQ feet above and 500 feet below the station. Both banks are 

of clay and gravel and are about 6 feet high. They will overflow only at unusual flood stages. 

The bed of the stream is ~omposed of gravel with some bowlders and is clean. The water is 

very swift, making accurate gage readings very difficult.· 

Discharge measurements are made from the footbridge. The initial point for soundings 

is at the tree at the end of the footbridge on the right bank. The bridge was washed out 

in 1904 and was rebuilt about 50 feet downstream from its old location. 

The gage is a staff 10 feet long located near the bridge. During 1905 it was read by 

C. C. Smallwood. The bench mark is located on the left corner stone of the breast wheel 

of the tail race just below the old breast wheel, and is designated by a cross on the top surface of the stone; elevation, 4.75 feet. above the datum of the gage. 

Information in regard to this station is contained in the following Water-Supply Papers 

of the United States Geological Survey: 

Descripton: 99, pp 235-2.36; 131, p 123. 

Discharge: 99, p 236; 131, p 124. 

Discharge, monthly: 99, p 237; 131, p 125. 

Gage heights: 99, pp 236-2.37; 131, p 124. 

Rating table: 99, p 237; .131, p 125. 

Discharge measurements of Meramec Spring nearMeramec, Mo., in 1905. 

Date. Hydrographer. W'd b Area of Mean Gage 1 t · section. velocity. height. 

Discharge; 

-----1---------- ----~---------

Square Feet per SecondFoet. feet. second. Feet. feet. 

May 15 ........ S. K. Clapp ......................... 55 75 6.50 1. 7.0 488 

June22 ........ M.S. Brennan ....................... 27 41 2.30 .37 95 

July 26 ........ ..... do ............................... 29 51 3.98 .95 203 

September 8 .•. ..... do ............................... 27 42 2.24 .40 94 

October 12 ..... ..... do ............................... 27 43 2.63 .52 113 

December 20 .. ..... do ............................ 27 41 2.51 .40 103 
18 STREAM MEASUREMENTS IN 1905, PART IX. 

Daily gage height, in feet, of Meramtic Spring near Meratnec, Mo.,for 1905. 

Day. Jan. Feb. Mar. Apr' May. June. July. Aug. 'Sept. Oct. Nov. Dec. 

-~---1------------------ ------

1..·............ 0.~5 0.2:.· 

2.............. ~25. .25 

3.. ..•.. .. ..... .25 -;25 

4.............. .25 .25 

'5.............. .25 .25 

6. .. .. ..•.•..•. .2.'\ 

7. --~----------- .25 

8.............. .25 

9.............. .25 

10.............. .25 

11.... .. ..•.•..•. .2.'i 

12.............. ·.25 

13............... .25 

14.............. .25 

. 15.............. .25 

16.............. .25 

.2.'\ 

.25 

.21' 

.2~ 

.25 

.25 

.25 

.25 

.25 

.25 

.25 

17.............. .2.'i .25 

18.............. .3 .25 

19.............. .3 .25 

20 ...........•.. ' .3 .3 

21.............. ~3 .3 

22 .......... ·;___ .3 .4 

23.:............ .3 .. .5 24 _________ ,____ .3 • 7 

25.............. .25 .9 

26.............. .25 1.5 

27.............. .25 1.2 

28 •...•.••...• c. .25 1.1 

29.............. .25 

30.c............ .25 

0. 9 1. 0 0.9 0.7 0.5 

.8 _g· .8 .. 7 .5 

. 7 ·.9 

;6. ' ·.'8 

·.5 .8 

.7 .6· _;45 

. 7 .. 6 .4 

. 7 .5 .4 

1.5 

2.5 

2.1 

1.9 

1.5 

1.4 

1.2 

1.1 

1.0 

,9 

.7 

. 7 

.6 

.6 

.6 

• 7 

.6 

.6 

.6 

.5 

. 7 

.8 

.7 

.8 

.8 

.8 

.8 

.8 

1.9 

1.7 

1.4 

.8 .5 1.2 

.8 .5 1.0 

. 7 .5 .9 

.7 .4 .8 

.6 ·' 4 .8 

.6 .4. 1.2 

.6 .4 1.1 

.7 .4 1.0 

.8 .4 1.0 

.8 1.5 .. 9 

• 7 1.2 .9 

1.0 

1.0 

1.0 

.5 

:5 

.5 

.4 

.4 

.4 

.4· 

.4 

.4 

.4 

.4 

.4 

.4 

;4 

.4 

.6 

1.1 

1.0 

.8 

.7 

. 7 

. 7 

.4 .6 

.4 .5 

.4 .5 

.4 .5 

.5 1.9 

.45 2.0 

.4 1. 7 

.4 1.5 

.4 1.1 

.4 1.15 

.4 .9 

.4 

.4 

.4 

0.8 0.5 0.8 0.9 

0 7 .fi .8 .9 

.7 .5 .75 .85 

;6 ;5 ~ 75 :8 

.5 _.5 . 7 1.2 

.8 

. 7 

.6 

.6 

. 7 

. 7 

.5 

.5 

.5 

.5 

.5 .7 

.5 .7 

'.45 .6 

.45 .6 

.55 .,6 

.5 .55 

• .5 . .55 

.45 . 5 

.45 .5 

.45 .5 

.45 ... 5 

1.2 

1.1 

1.0 

.95 

.9 

.8 

.8 

.75 

.7 

.7 

• 7 

~5 1.8 .5 .6 

.5 2.9 .5 .• 6 

.5 2.6 .9 1.4 

.5 2.3 .8 1.5 

.4 2.1 .6 1.3 

.7 2.0 .6 1.2 

1.1 1.9 .55 1.0 

_.9 1.3 .8 .95 

.9 1.2 2.0 .9 

.8 1.0 2.8 .8 

.8 .9 2.5 .8 

0.6 

.8 

.8 

. 75 

.7 

.1 

.6 

.6 

.55 

.55 

:s 

.5 

.5 

.5 

• .5 

.5 . 

.5 

.5 

.45 

.45 

.5 

.5 

.5 

.5 

.5 

:5 

.5 

.8 .9 1.1 

.95 

.9 

. 75 ' .5 

.7 .8 

.6 .8 

.7 

-65 

.6 

.55 

31.............. .25 

.6 

.9 

1.2 

1.1 

.9 

.8 

.8 

.8 

1.1 

LO 

.6 

.8 .5 .9 ............. . 

COURTOIS CREEK AT SCOTIA,/MO. 

This station was established November 11, 1904. It is located at Scotia, a post-office 8 

- miles south of Leasburg, a small town on the St. Louis and San Francisco Railroad. The 

station may be reached by livery from Leasburg during low-water stages of Meramec River, 

and from Steelville by livery at all times. 

The channel is straight for more than 200 feet above and below the station. The right 

bank is low, alluvial, and liable to overflow at orainary high stages. The left bank is high 

and rocky and seldom overflows. The bed of the stream is clean below the overflow line 

and consists of coarse gravel. The current is direct and·swift. · 

Discharge measurements are made by wading except at high stages, when a boat and tag 

line are used. A large tree at the wagon ford on the left bank is taken as the initial point 

for soundings. 

The gage is -a staff nailed to a leaning trl)e about 200 feet below the Scotia ford, on the 

left bank. The original gage and bench mark were destroyed, and· a new gage and bench mark 

were put in at the same place April 9, 1905, but with the qatlim approximately 1.35 feet 

lower. ·All 1905 gage heights refer to the new datum. During 1905 the gage was read by 

Harry Lea. The bench mark is a spike driven into the tree at the gage; elevation, 6.69 feet 

above the datum of the new gage. ' ' . 
MERAMEO RIVER DRAINAGE BASIN. 19 

DisCharge measure:ments ofOourtoia Oreelc at Scotia, Mo., in 1900. 

Date. t ·w·d h Area of Mean Gage . Dis- Hydrographer. 1 t · section. velocity. height. charge. 

-1--~1-----'------

April9 •....... M.s. Brennan ...................... . 

May 16 .......• S. K. Clapp ........ .-................ . 

June 23 ........ M.S. Brennan ...................... . 

July 27 ..........•.. do ········-----.---·-······•······ 

September 9 ........ do.- ....•...................•...... 

Feet. 

122 

120 

109 

115 

110 

111 

SIJ!I.are 

teet. 

167 

227 

81 

138 

99 

85 

1i'eetper 

secoild. 

2.04 

3.29 

2.22 

3.05 

2:54 

2.34 

·Feet. 

3.00 

4.10 

2.13 

3.15 

2.57 

2.35 

Secondfeet. 

340 

746 

180 

426 

252 

October 13 ..... 199 1 ..... do. --~---------·-··············· 

------~--~----~--~~~~-----

Daily gage height, in feet, ofOaurtois Oreelc at Scotia, Mo., for 1900. 

__ D_a_y_. __ 1I_J_a_n_. Feb. ~ Apr. May. June. July. Aug., Sept .. Oct. Nov. Dec. 

1.. ...•......... 2.35 2.65 4.65 ····'-- 3.2 5.8 3.4 2.3 2.8 3.7 4.0 3.1 

2 •.............. 2.35 2.65 4.85 3.0 4.0 2.2 2.4 2.7 3.5 3.8 3.0 

3............... 2.35 2.45 4.35 2.3 4.4 2.3 2.4 2.6 3.1 3.8 2:8 

4 ........ .-...... 2.35 2.35 4.15 

5.... .. ....... .. 2.35 2.85 4.35· --··-·· 

6 ............... 2.35 2.75 4.15 ...... . 

7............... 2.35 

8............... 2.35 

9............... 2.35 

2.55 

2.45 

2.15 8.35 

10.............. 2.35 1.85 7.35 

11.............. 2.35 1. 75 6.95 

12.............. 3.M 3.25 4.55 

13.............. 4.35 3.05 4.45 

14.............. 3.85 2.85 4.35 

15 .•......•.... : 3.55 2.85 4.15 

16.............. 3.65 2.65 3.95 

17.: ............ 3.75 2.55 3.85 

18.............. 3.85 2.35 3.35 

19 .............. 3.85 2.75 3.35 

20.............. 3. 85 2. 95 3. 75 

21.............. 4.25 3.15 5. 75 

22.............. 3.65 3.35 5.55 

23.............. 2.35 3. 75 5.35 

24.............. 2.65 4.35 

25 .............. 2.75 5.85 

2.3 

5.3 

4.3 

3.0 

3.0 

3.0 

3.0 

.2.8 

2.6 

2.4 

2.0 

3.0 

3.2 

3.2 

2.8 

2.4 

26 .....•.•..•.•.. 2.95 

27.............. 2.95 

28.............. 2.85 

29.............. 3 •. 05 

30.............. 2.95 

5.85 4.0 

5.55 5.8 

5.35 4.3 

31.............. 2. 75 

-······ ··'····!· 3.0 ....... ·•····• 3.4 

.............. ~·- ..... ;. ........... . 

2.4 

5.6 

6.0 

6.0 

5.8 

5.4 

4.0 

3.4 

3.2 

3.0 

2.9 

2.8 

5.0 2.4 

4.8 2.3 

6.0 2.2 

5.0 2.1 

5.0 2.0 

4.8 1.9 

4.4 1.7 

4.2 1.6 

3.8 1.8 

3.7. 1.8 

3.4 2.6 

3.2 2.4 

3.0 2.2 

2.8 2.1 

2.0 2.1 

2.5 2.0 

2.4 2.0 

2.3 1.9 

3.2 1.8 

2.0 3.0 

4.0 

6.0 ...... . 

2.5 

2.0 

2.1 

1.1 

1.3 

2.1 

2.4 

2.3 

3.0 

3,2 

3.4 

3.2 

2.8 2.0 

4.7 2.0 

5.0. 2.0 

5.2 2.8 

5.0 2.4 

4.0 3.0 

4.0 

3.8 

3.6 

3.0 

2.8 

2.7 

2.3 

2.0 

2.0 

3.6 5.0 

2.4 . 3.1 

2.0 2.8 

1.0 2.8 

1.8 

1.0 

1.0 

2.8 

2.7 

2.7 

2.3 2.7 

2.0 3.0 

2.8 2.9 

2.4 2.9 

2.0 2.9 

1.8 2.9 

1.8 2.9 

1. 7 2.8 

1. 7 2.8 

1.6 .2.8 

3.0 

3.6 

3.2 

6.0 2.8 

5.0 2.8 

4.0 2.8 

3.4 

3.3 

3.3 

3.2 

3.0 

2.8 

2.8 

2.7 

2.7 

2.7 

2.7 

2.8 

2.8 2.6 

2.7 . 2.6 

2.4 2.6 

2.4 2.6 

2.3 2.4 

2.3 2.4 

2.2 2.4 

2.1, 2.2 

1.8 2.2 

1.8 2.2 

1.8 3.0 

1.8 3.0 

5.8 3.0 

5.0 2.8 

4.6 2. 7 

4.1 2.6 

3.4 

3.2 

3.0 

2.8 

2.3 

2.4 

5.4 4.8 2.8 3.8 2.4 

2.4 

2:4 

2.4 

2.3 

2.3 

5.2 4.2 

4.0 4.0 

3.8 4.0 

3.4. .3.8 

3.0 

3.6 3.8 

3.6 

3.3 

5.0 3.2 

4.0 ••••••• 

NoTE.-Water over gage March 7-8, May 30, August 23-24, September 20-22, October 28-29, Gage 

heights January 1 to March 31 may be somewnat tn error, due to uncertainty ol change in datum. 

ARKANSAS RIVER DRAINAGE BASIN. 

DESCRIPTION OF BASIN. 

The western rim of the Ark8Jl8118 b~in is formed by three of the highest mountain-ranges 

of Colorado-the Saguache, Sangre de Cristo, and Culebra, each having summits· reaehing 

over 14,000 feet in altitude. The melting of the almost perpetual snow which mantle.s .the 
20 STREAM MEASUREMENTS IN 19051 P .ART IX. 

high peaks near the north end of this rim furnishes water for three small creeks, known, 

respectively, as East, Lake, and Tennessee forks, and these, uniting near Leadville, form the 

.Arkansas. 

From the junction of the forks the river flows a little east of south for about 75 miles, 

then turns to the east and cuts through a canyonwhose perpendicular walls attain elevations of over 2,000 feet above the water's edge, emerging finally into the plains region near 

Canyon. From Canyon to the Colorado-Kansas State line its general course is eastward 

for about 200 miles. Entering Kansas the river runs for 140 miles by_general course a little 

south of east; it then makes a bold curve to the north, forming what. is known as the Great 

Bend, below which it flows southeastward across Indian Territory to its junction with the 

Mississippi iri northeastern .Arkansas. The entire length of ·the stream from source to 

mouth, measured along the generaJ.course, is about 1,100 miles. 

For about 120 miles from its source the river is a typical. mountain torrent, descending in 

this distance from an elevation of 10,100 feet to aBout 5,300 feet. Its waters are clear and 

its bed is rocky. As it enters the plains region its gradient diminishes, its breadth increases 

it becomes unable at ordinary stages to carry ihe load of detritus collected in the more rapid 

portion above, and this detritus is gradually deposited, forming low, sandy banks and bars 

which block the course and cause the stream to shift its bed. At high stages this material 

is again caught up, the banks are eaten away, and very considerable changes of channel 

result from a single flood. The lower course of tht river is bordered by wide alluvial bottoms, and the valley gradually merges with the valley of the Mississippi. 

The drainage area as a whole is located a little south of the center of the United States, 

touching at its northernmost point latitude 39° 22' N ., and extending southward to latitude 

33° 49' N. Its eastern boundary is Mississippi River, its western the Rocky Mountains. 

The tract of country thus embraced comprises an area of approximately 188,000 square 

miles, and includes portions of Colorado, New Mexico, Kansil<!, Iridian Territory, Texas, 

Missouri, and Arkansas. An area 8o immense necessarily,prese~ts great diversity in topography and resources. In the high mountains on the western border of the basin tht- passes 

range from 8,000 to 10,000 feet above sea, and some of tlie peaks tower to heights of over 

14,000 feet. West of the one hundred and fifth meridian the country is generally mountainous and heavily timbered,- and abounds in mineral ·wealth. Eastward ·stretch _the 

seemingly endless rolling prairies of Colorado, Kansas, and Missouri. ' Throughout Indian 

Territory and Arkansas the country is more broken and i.D.cJudes a rough, mountainous section 

which extends across the northwest corner of Arkansas into southern Missouri. In the central part of Arkansas the surface is less rough and is largely a rolling prairie, with more or 

less timber interspersed. Toward the mouth of the river the country is low and heavily 

timbered and has a rich, black alluvial soil. 

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

which lie wholly in or have their sources in the mountains. ·Those which head in the 

mountains and · flow out onto the prairies are used more or less for irrigation. The 

most important of these tributaries are Greenhorn, Huerfano, Apishapa, and Purgatory 

rivers. East of the mountains the streams are all distinctively of the prairie type, and 

are bordered by bottom lands ranging from half a mile to 3 miles or more in width. In 

eastern Colorado and western Kalisa.s the bottoms are light and sandy, but farther east 

they are alluvial in character. Rounded bluffs, 50 to 300 feet high, nse on both sides, and 

the country beyond is-open and rolling. The stream beds are sandy-often quicksandand muddy, there are no abrupt falls, and the streams run smoothly, with comparatively 

uniform descent. The plains triblitari~ include Black Squirrel, Horse, Two Butte, and Big 

-,:Saiufybi-eeks; Salt Fork, Cimarron, Verdigris, Grand, and Canadian rivers; and scores of 

1'si:liidler"streams. The largest of these 1s Canadian River. -

· ·The'principal source of the wa~er wh1c.h the nver bears to .the plains is the precipitation 

along the crest of the high ranges. This is mamly 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 
ARKANSAS RIVER DRAINAGE BASIN. 21 

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 meltirig of the snows in the headwater regions; and floods caused by 

the violent storms, locally known as cloudbursts, in the foothills and plains regions. Occasionally, too, the river runs dry, and many of the tributaries are intermittent in character. 

ARKANSAS RIVER NEAR CANYON, COLO. 

The gaging station at Canyon, Colo., was established April17, 1889, by Robert Robertson. It is located at the suspension fnotbridge at the Hot Spr"ngs Hotel, about 1 mile above 

the State penitentiary. This station is but a short distance below the mouth of Grape 

Creek, and at a point where the river leaves the mountains. Although there is an occasional break in the records, due to absence or changeof observer, they cover a period of 

seventeen years~ 

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

practically above the diversion of all water to the phiins region, ex.cept the North and 

South Canyon ditches, both of which head above the station. During the irrigation season 

each of these ditches carries from 25 to 60 second-feet, according to the needs of the irrigators, and their discharge should be added to the discharge at the station in order to obtain 

the total run-off at the mouth of the canyon. No accurate records have been kept of the 

amount of water passing through these canals, although miscellaneous measurements have 

been made when measurements were made at the regular station. The estimated monthly 

discharges of Arkansas River at Canyon station do not include the water taken out by these 

canals. 

The channel is straight for 500 feet above and 300 feet below the measuring section, and 

has a width of about 150 feet. The bed of the stream is rough, being composed of small 

bowlders, cobblestones, coarse gravel, and sand, and is not permanent from year to year, 

changing considerably with each high water.. Both banks are high and rugged and are not 

liable to overflow. At times there are two channels, the main channel under the left bank, 

and a narrow channel discharging a few second-feet along the right bank. At high water 

there is but one channel. The gage heights range from 3 to 8 feet. The current is swift at 

all stages, exceptionally so at high water, and has a rough surface. Accurate measurements are difficult to obtain. 

Discharge measurements were at first made from a cable and car, the bridge from which 

measurements were originally made by the State engineer having been destroyed. Later a 

new suspension bridge was constructed in front of the hotel, necessitating the removal and 

replacement of the gage, and subsequent measurements were made from this bridge. The 

initial point for soundings is marked on the floor of the bridge at the right bank, downstream side. A stay line is used for high-water measurements. 

The gage established by Mr. Robertson in 1889 was an inclined staff attached to the crib 

of an old bridge, on the right bank of the river, almost directly in front of the hotel. Bench 

marks for this gage were as follows: (1) On the top of a log of the crib; elevation, 10.01 feet. 

(2) In the cleft of a red bowlder at the foot of a charred stump 50 feet downstream and on 

the same side of the river; elevation, 9.60 feet. (3) A bedded rock 40 feet from the north 

end of the cable, marked "B. M. No.3, U.S. G. S.," 10 feet from the river bank; elevation 

15.98 feet. Elevations refer to the datum of the gage. 

A new gage was established October 4, 1895, on the opposite side of the stream, at the 

same datum. The channel had filled in about the Robertson gage and the top of the gage 

was broken off, making high-water readings impossible. December 27, 1895, the station 

was inspected, and it was found that readings had been made from the old rod, which at the 

stage of water prevailing recorded 0.40 foot above the new rod. When the water was high 

and extended with unbroken surface from bank to bank the readings were the same, but at 

low water the observations on the old rod were misleading, owing to the accumulation of 

sand and gravel in front of the gage. 
22 STREAM MEASUREMENTS IN 1905, P .ART IX • 

.August 26, 1902, because of the shifting of the channel, a new inclined gage rod was 

placed at the site of the previous rod, just be.low the north end of the suspension bridge. 

The datum of the gage was unchanged. 

The present gage was established September 2, 1903, by the State engineer. It is located 

on the right bank just below the bridge, and consists of an inclined seetiori reading from: 0 to 

7.3 feet, and a vertical section reading from 7.3 to 12 feet. The datum is the same as that of 

the preceding gage. During 1905 tl:ie gage was read twice each day by Dr. J. L. Prentiss. 

The bench mark is a cross cut in a bedded granite bowlder, 80 feet southeast of the south end 

of the suspension bridge; near the river bank; elevation, 16.07 feet above the datum of the 

gAge. 

Information in regard to this station is contained in the following publications of the 

United States Geological Survey (.Ann=.AnnualReports; Bull=Bulletin; WS= Water-Supply Paper): 

Description: Ann 11, ii, pp 47-48; 18, iv, p 225; Bull131, pp 35-36; 140, p 156; WS 16, p 119; 28, p 107; 37, 

pp 25&--259; 50, pp 323-324; 66, pp 4&--49; 84, pp 13&--134; 99, pp 297-298; 131, pp 126-128. 

Discharge: Ann 14 ii, p 107; 18, iv, p 226; Bull131, pp 90, 91, 92; 140, p 157; WS 16, p 119; 28, p 116; 37, p 

259; 50, p 324; 66, p 49; 84, p 135; 99, p 299; 131, pp 128, 179. 

Discharge, monthly: Ann 11, ii, pp 48, 97; 12, ii, pp 349, 360; 13, iii, p 94; 14, ii, pp 10&--109; 18, iv, p 227; 

19, iv, p 356; 20, iv, pp 329, 331-335; 21, iv, p 231; 22, iv, p 341; WS 75, p 145; 84, p 136; 99, p 301; 1~1, p 130 •. 

Discharge, yearly: Ann 13, iii, p 99; 20, iv, p 56. 

Gage heights: Bull131, pp 35-37; 140, p 157; WS 11, p 60; 16, p 119; 28, p 110; 37, p 259; 50, p 324; 66, p 

49; 84, p 135; 99, p 299; 131, p 129. . 

Hydrographs: ·Ann 12, ii, p 242; 14, ii, p 107; .19, iv, p 357; 20, iv. p 336; 21, iv, p 231; 22, iv, p 341. 

Rainfall and run-off relation: Ann 20, iv, p 330. 

Rating tables: Ann18,iv,p226; 19,iv,p355; Bull131,p36; WS28,pli7; 39,p450; 52,p518; 66, p172; 

84, p 135; 99, p 300; 131, p 129. 

Date. 

Discharge measurements of Arkansas River near Oanyon,Oolo., in 1905. 

Hydrographer. W. 'd h Area of Mean Gage 1 t · section. velocity. height. 

Discharge, 

-----1--~----------1--- ----------------

.Square Feet per feet. second. 

SecondFeet. Feet. teet. 

March 17 •••.... R.I. Meeker •.....•. c •••• :........... 78 125 4~52 4;10 565 

May 11 •••.•.••..•.•• do .......... : ............ :....... 88 153 5.31 4.40 812 

June 19 ••••. "·· ..••• do •..•..•......................... · 102 452 7.37 5.98 3,333 

June 20 ..••........• do ................. :............. 102 438 7.32 5.85 3,204 

July 8. •.....•••.•••• do,............................... 85 221 4.04 4.10 892 

August 15 .•......... do................................. 90 1Q5 3.09 3.60 510 

September 23 a . ••••• do ••........................ , . . . . · 60 104 2.91 3.20 303 

a Made at different section. 
ARKANSAS RIVER DRAINAGE BASIN. 23 

Daily gage height, in feet, of Arkansas River near Oanyon, Oolo., for 1905. 

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

------------------------

L ...........•• 3.8 3. 75 3.8 3.8 4.65 5.6 5.0 4.25 3. 5 3.0 3.35 3.4 

2 .... ·.•·· ....•• 3.8 3. 7 3.8 3.8 4,9 6.05 4.85 4.4 3. 4 3.05 3.4 3. 45 

3 ..•........... 3. 75 3.8 3.8 3.8 4. 75 6.65 4. 65 4.35 3:35 3.3 3.4 3.5 

4 ........•..... 3. 7 3.8 3.85 3. 7 4.5 7.1 4.5 4.25 3. 4 3. 35 3. 45 3.4 

5 .........•.... 3. 7 3.8 3.9 3. 75 4.5 7.4 4.35 4.2 3.35 3.35 3. 65 3.4 

6 ...•.......... 3. 7 3.8 4.05 3.8 4.4 7.0 4.2 4.1 3.3 3.25 3. 7 3.4 

7 ...........•.• 3.7 3.8 4. 35 4. 05 4. 4 7.05 4.2 4. 05 3.3 3.1 3. 7 3.4 

8 .•.........•.. 3. 7 3. 7 4.2 4.1 4.4 7.25 4.15 4.0 3.3 3.1 3.6 3.4 

9 .......•...••. 3. 7 3. 7 3.85 4.15 4.5 7.5 4.15 3.85 3.3 3.1 3.55 3. 3 

10 .•............ 3.6 3.65 3. 75 4.4 4.5 7. 65 4.25 3.8 3.3 3.0 3.4 3.3 

11 ..•....•...•.. 3.6 3.55 3. 7 4.0 4.4 7.25 4.25 3. 75 3.3 3.0 3.4 3.3 

12 .............. 3.5 3.4 3. 7 4.0 4.4 7.05 4.25 3. 75 3.3 3.0 3.3 3.3 

13 ...•.......... 3.45 3.55 3. 7 4.1 4.35 7.0 4.25 3. 75 3.2 3.05 3.25 3. 3 

14 .............. 3.5 3. 7 3. 7 4.15 4.3 6.9 4.25 3. 7 3.2 3.1 3.2 3.3 

15 .....•........ 3.65 3.65 3. 75 4.1 4.25 7.0 4. 25 3. 75 3.2 3.2 3.3 3.3 

16 .............. 3. 85 3. 75 4. 05 4.1 4.35 6. 65 4.25 3.92 3.2 3.25 3.3 3.35 

17 .............. 3.85 3.95 4.1 4.0 4.45 6.4 4.2 3.9 3.2 3. 3 3.3 3.4 

18 .....•.•...... 3.8 3.95 4.0 3.9 4. 65 6.15 3.95 3.85 3.2 3. 3 3.3 3.'3 

19 .............. 3.8 3.9 4.0 4.0 4. 75 r. 95 4.05 3.8 3.2 3.3 3.3 3.3 

20 •••••..••••••• 3.8 3.9 4.0 4.0 4. 95 5.8 4.15 3. 75 3.2 3.3 3. 3 3.25 

21. ............. 3.8 3.9 3.9 4.0 5.1 5.6 4.3 3. 75 3.2 3.3 3.3 3.2 

22 •••••••••••••• 3.8 3.9 3.8 3.9 5.25 5.8 4.3 3.8 3.2 3.25 3.3 3.2 

23 .............. 3.8 3.9 3. 75 4.1 5.45 5. 6 4.25 3.8 3.15 3.3 3.3 3.2 

24 .............. 3.8 3.9 3. 75 4. 35 5.5 5.4 4.25 3.95 3.1 3.3 3.3 3.2 

25 .............. 3.85 3.85 3.8 4. 45 5.5 5.5 4.15 3.85 3.1 3.3 3.3 3.2 

26 .............. 3.8 3.8 3.8 4.5 5.5 5. 45 4.15 3.8 3;o 3.3 3.35 3. 2 

27 .............. 3.8 3.8 3.8 4. 45 5.5 5.35 4.0 3. 75 3.0 3.3 3.4 3.1 

28 .............. 3.8 3.8 1>.8 4.7 5.5 5.25 5.85 4.5 3.0 3.3 3.45 3.05 

29 .............. 3.8 ····--- 3. 7 4.6 5.4 5.15 4.55 3. 55 3.0 3.3 3.3 3.0 

30 .•••.•••..•••. 3;8 ------- 3.7 4.8 5.3 5.1 4.1 3.5 3.0 3.3 3.35 3.0 

31. ........•.... 3.85 ------- 3. 7 ............ 5.3 .............. 4. 25 3. 45 ------- 3.3 ------- 3.0 

= 

Station rating table for Arkansas River near Oanyon, Oolo., from January 1 to June 10; 1905 

---

Gate helg t. Discharge. Gate heig t. Discharge. Gate heig t. Discharge. Gage 

height. Discharge. 

--- -

Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. 

3.40 150 4.30 730 

I 5.20 1,620 6.20 3,130 

3.50 190 4.40 810 5.30 1, 740 6.40 3,540 

3.60 240 4.50 900 I 5.40 1,870 6.60 3,980 

3. 70 300 4.60 990 5.50 2,000 6.80 4,440 

3.80 360 4. 70 1,080 ! 

. 5.60 2,140 7.00 4,930 

3.90 430 4.80 1,180 5. 70 2,290 7.20 5,450 

4.00 500 4.90 1,280 5.80 2,440 I 7.40 5,990 

4.10 570 5.00 1,390 5.90 2,600 

I 

7.60 6,550 

4.20 650 5.10 1,500 6.00 2, 760 

I 

The above table is applicable only for open-channel conditions. It is based on six discharge measurements made during 1904 and two during the early part of 1905. It is fairly well defined between gage 

heights 3.5 feet and 4.8 feet. Above gage height 4.8 feet the rating curve is very uncertain, being 

drawn to meet, at the highest gage height, the curve forth~ period following high water. It can be 

considered only a rough approximation. 
24 STREAM 1\lEASUR.EMENTS IN 1905, PART IX. 

Station rating table for Arkansas River near Oanyon, Oolo.,jrom June 11 to December 31,1905. 

Gate ::::>ischarge. Gage Discharge. I Gate Discharge. Gage Discharge. heig t. height. heig t. height. 

---

Feet.· Second-feet. Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. 

3-.00 240 4.00 810 4.90 1, 740 5.80 3,060 

3.10 270 4.10 900 5.00 1,870 5.90 3,230 

3.20 310 4.20 990 5.10 2,000 6.00 3,400 

3.30 MO 4.30 1,080 5.20 2,140 6.20 3,760 

3.40 400 4.40 1,180 5.30 2,280 6.40 4,140 

3.50 450 4.50 1,280 5.40 2,430 6.60 4,520 

3.60 510 4.60 1,390 5.50 2,580 6.80 4,920 

3.70 580 4.70 1,500 5.60 2,740 7.00 5,320 

3.80 650 4.80 1,620 5. 70 2,900 7.20 5,730 

3.90 730 

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

measurements made during the latter part of 19J5. It is fairly well defined between gage heights 

3.2 feet and 4.2 feet. The table has been extended beyond these limits, being based on two meaBurements near 6 feet, Above 6 feet it is uncertain. 

Estimated monthly discharge of Arkansas River near Oanyon, Oolo.,jor 1905. 

[Drainage area, 3,060 square miles.] 

Discharge in second-feet. 

Month. 

Maximum. Minimum. 

January ......................... 395 170 

February ••••.••.•..•.•...•.•.•.. 465 150 

March ........................... 770 300 

April ............................ 1,180 300 

May ............................. 2,000 690 

June ............................. 6,690 2,000 

July ............................. 1,870 690 

August .......................... 1,280 425 

September •...•.•....•..•.•..•..• 450 240 

October: ........................ 375 240 

November .•......•..•.•....•...• 580 310 

December •••.•.•.••.....•.•....• 450 240 

The year .•••.••••••...•.•.•.. 6,690 150 

ARKANSAS RIVER AT 

Mean. 

324 

349 

404 

599 

1,254 

3,977 

1,064 

743 

319 

318 

395 

343 

841 

Total in 

acre-feet. 

19,920 

19,380 

24,840 

35,640 

77,110 

236,700 

65,420 

45,680 

18,980 

19,550 

23,500 

21,090 

607,800 

PUEBLO, COLO. 

Run-off. 

Second-feet Depth in 

perni'a~.are inches. 

0.106 0.122 

.114 .119 

.132 .152 

.196 .219 

.410 .473 

1.30 1.45 

.348 .401 

.243 •.280 

.104 .116 

.104 .120 

.129 .144 

.112 .129 

.275 3.72 

The gaging station at Pueblo, Colo., was established in September, 1894, by A. P. Davis, 

at the Santa Fe Avenue Bridge. Since that time continuous records have been kept up at 

various bridges for a period of eleven years. This station is an important one, being located 

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

on gagings made at this station for data by which distribution of the water 1S made to canals 

below. 

The Arkansas River channel at Pueblo is the best confined stream in Colorado. Above 

the Victoria Avenue Bridge slag levees and dry rubble walls confine the channel in a somewhat irregular course. From Victoria Avenue Bridge to Main Street Bridge, a distance of 

600 feet, the channel is straight, of. uniform width, and with perpendicular masonry walls. 

At the lower side of the Main Street Bridge the masonry walls give way to hand-laid slag 

levees, which, though straight, be~r at a slight angle to the left of the masonry walls. The 
ARKANSAS RIVER DRAINAGE BASIN. 25 

bed of the stream is composed of cobblestones, merging into coarse gjavel a~d san. d. There 

is but one channel at all stages. During extreme cold weather g~ge readings are discontinued, as the channel becomes obstructed with irregular masses and gorges of ice, which 

~ivide the stream into several ch.annels. Gage heights range from ~to 1.2 feet on the gage 

rod. During high water and its recession the channel is more or less shifting. During 

winter the channel fills in slightly and is scoured out again in the s ring. The flow of the 

stream is rapid, but not too swift for accurate measurements. ' 

Discharge measurements have been made principally from the MaitStreet Bridge.·'. though 

some have been made at the Union Avenue Bridge. The Main Str et Bridge consists of a 

single 151-foot span. A stay line is located 40 feet upstream and is . sed for measurements 

above gage height 4 feet. The initial point for soundings is the edge of the capstone of the 

right masonry retaining wall. , 

Originally there were two gage rods. The main gage was a vertiqal staff fastened to the 

. left-bank abutment of the Denver and Rio Grande railroad bridgf at Santa Fe avenue. 

There was also a short vertical rod for extreme low wafer fastened to 11 pile about 20 feet out 

in the stream. In June, 1895, an inclined staff gage was placed jt .the Victoria Avenue 

Bridge in order to determine the slope of the water surface. The.r rods were read until 

July 10, 1898, when, on account of the shifting of the bed of the river, they were abandoned, 

and a new gage was installed on the east side of the Main Street Bridge. Readings were 

made at the Main Street Bridge until March 3, 1900, when, owing to the scouring of the channel, a staff gage was fastened vertically to the masonry wall about ~0 feet below the south 

'end of the Union Avenue Bridge. I 

June 13, 1900, this rod was connected with a bench. mark on the coping at the northwest corner of the Union Avenue Bridge, which was found to be 19.7p feet above the zero of 

the rod. In March, 1902, another rod was fastened vertically to tlie masonry wall on the 

· right bank, about 30 feet above the south end of the Union Avenue I Bridge. Gage heights 

from July 10, 1898, to July 14, 1902, were taken from the rod just below the Union Avenue 

Bridge. From July 14, 1902, until July 7, 1905, the readings were taken from the rod above 

the bridge. When the upper gage was set the datum was 0.2 foo~ higher than the lower 

gage. In all discharge measurements made in 1902 the gage height lwas taken from the rod 

above the Union Avenue Bridge. 

In June, 1905, the gage above Union Av·enue Bridge was rendered useless by shifting of 

the channel, and July 7, 1905, a standard chain gage was fastened ~<i the upstream side of 

the Main Street Bridge, about 300 feet below the staff gage. ·The length of the chain is 19.32 

feet. There are two markers, giving a range of 20 feet on a 10-foot scale. During 1905 the 

gage was read twice each day by David J. Cox. The bench mark is a cross painted on the 

footway at the gage-chain box; elevation, 18.60 feet above the dat)ljn of the gage. 

Information in regard to this station is contained in the followjng publications of the 

United States Geological Survey (Ann=Annual Reports; Bull=Bulletin; WS=Water-Supply Paper): 

Description: Ann 11 ii, p 49; 18, iv, pp 227-228; Bull 140, p, 158; WS 16, p' 120; 28, pp 107-108; 37, pp 

259-260; 50, p 325; 66, pp 49-50; 84, pp 130-131; 99, pp 293-294; 131, pp 130-131.1 

Discharge: Ann 18, iv, p 228; Bull131, p 90; 140, p 158; WS 16, p 120; 28, pub; 37, p 260; 50, p 321>; 66; p 

50; 84, p 131; 99, p 295; 131, pp 132, 180. . . 

Discharge, monthly; Ann 11, ii;-·pp 49; 98; 12, ii. p 360; 13, iii, p 94; 18, iv, p ;!30; 19, iv, p 357; 20, iv, pp 

329, 336; 21, iv, p 232; ~2, iv, p 342;. WS 75-, pl46; 84, p 133; 99, p 296; 131, p 133. . 

Discharge, yearly: Ann 13, iii, p 99; 20, iv, p 56. I 

Gage heights: Bul!HO, p}59; WS 11, p 61; 16, p 120; 28, p 111; 37, p 260; 50,~ 326; 66, p 50; 84, p 132; 99, 

pp 295-296; 131, p 132.' . . · 

Hydrographs: Ann 118, iv, p 231; 19, iv, p 357; 20, iv, p 337; 21, iv, p 232; 22, 'iv, p 342; WS 75, p 146. 

Rainfali and run-off relation: Ann 20, iv, p 330. , · 

Rating tables: Ann 18, lv, p 229; 19, iv, p 356; WS 28, p 117; 39, p 450; 52, pl518; 66, p 172; 84, p 132; 99 

p 296; 131, p 133. ' . • 
26 STREAM MEASUREMENTS IN 1905, PART IX. 

Discharge measure'TT!e'TWI of .Arka118as River at Pueblo, COlo., in 1905. 

Date. Hydrographer. W'dth Area of Mean Gage 1 • section; velocity. height. Discharge. ----~1--~----------'--1--- ----------------

St:J.Uare Feet per seco'lld. 3.51 

3. 71 

4.10 

4.93 

8.15 

8.20 

8.03 

6.80 

6.70 

4.06 

4.35 

2.65 

2.97 

Second-' 

March 4 ....... R.I. Meeker •........................ 

March 11 ••••••••••• do .............................. . 

March 16 •.........• do:.· ............................ . 

May 10 ....•..•....• do •.............................. 

June 6 ...••.... M.P. Beeson ....................... . 

June 7 .......... R.I. Meeker ................ --------. 

Do ............. do .............................. . 

June 20 ••••••••••••• do .... ---- .......... ________ .. ·. __ 

June 24 ••. ________ .• do .... ---------- .... ---- .... ----. 

July 7 .•. ------ ..... <}o. ------------------------------

August9 .. ____ ..... do ... ----------------------------

S'eptember 23 ......• do ...... ---- .. ----------- ... -----

November 4 •••••••• dO---------------------·-------·-

Feet. 107 

75 

99 

151 

150 

150 

150 

150 

150 

149 

151 

80 

89 

feet. 

111 

87 

133 

274 

835 

640 

655 

410 

396.

196 1 

~:I 119 

Feet. 2.25 

2.10 

2.50 

3.40 

6.75 

5.86 

5.90 

4.25 

4.15 

2.72 

3.02 

2.15 

2.30 

Daily gage height, in feet, of .ArkaMas River at Pueblo, Colo. ,for 1905. 

feet. 

390 

323 

556 

1,352 

6,804 

5,251 

5,257 

2,765 

2,655 

796 

1,000 

270 

353 

__ D_a_y_. __ 1_J_a_.n_. Feb. Mar. I Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

L............. 2.1 1.95 2.4 I 4.05 . 4.05 4.3 3.35 3.3 2.4 2.05 2.35 2.55 

2-------------- 2.1 1.95 2.4 2.9 3.9 4.75 3.15 3.35 2A 2.08 2.33 2.55 

a ______________ 2.05 1.95 2.4 2.8 3.75 5.1 3.0 3.05 2.35 2.05 2.33 2.52 

4______________ 2.05 1.95 2.3 2.6 3.6 6.3 2.95 2.95 2.4 2.38 2.35 2.45 5______________ 2.0 

6.............. 2.0 

1-------------- 2.0 

8------·------- 2.0 9______________ 2.0 

10.............. 1.95 

1.95 

2.0 

2.0 

2.0 

2.0 

2.0 u ______________ 1.95 ·2.0 

12______________ 1.95 2.0 

13______________ 1.9 2.0 

14-------------- 1.9 2.0 

15.............. 1.9 2.0 

16______________ 1.9 2.0 

11-------------- 1.9 2.0 

18.. .. ---------- i.9 2.0 

2.3 

2.3 

2.7 

2.75 

2.65 

2.45 

2.2 

2.55 

2.55 

2.8 

2.9 

2.86 

2.9 

2. 75 

3.5 

3.45 

3.35 

3.35 

3.55 

3.45 

3.35 

6.55 2.86 

6.6 2. 75 

6.05. 2.55 

6.25 

6.55 

6.6 

6.0 

2.65 

2.8 

2.75 

3.0 

2.85 

2.85 

3.25 

3.15 

2.95 

2.95 

2.85 

2:1' 2.75 3.3 5.7 3.0 3.0 

2.1 2.75 3.25 5.7 2.86 2.75 

2.2 2.75 3.25 5.6 2.86 2.55 

2.35 2. 75 3.2 5.45 2.8 2.55 

&4 &7 L2 L25 &9 &86 

2.6 2. 75 3.2 5.15 2.86 2.9 

2.6 2.6 3.45 4.8 2. 7 2.86 

2.35 

2.55 

2. 7 

2.55 

2.4 

2.35 

2.45 

2.32 

2.3 

2.2 

2.12 

2.05 

1.95 

1.97 

2.42 

2.6 

2.62 

2.58 

2.5 

2.38 

2.4 

2.3 2.03 2.35 

2:25 1.91 2.3 

2.3 2.0 2.25 

2.3 2.0 2.28 

2.25 2.07 2.28 

2.2 2.05 . 2.3 

2.2 ~-2 2.28 

2.45 

2.48 

2.48 

2.48 

2.5 

2.5 

2.5 

2.48 

2.52 

2.52 

2.52 

2.52 

2.52 

2.52 

19______________ 1.9 2.0 2.5 2.65 3.55 4.65 2.5 2. 75 2.2 2.23 2.28 2.5 

20______________ 1.9 

21._____________ 1.9 

22-------------- 1.9 

23---------·--·- 1.9 

24______________ 1.9 

25----------·--- 1.9 

26-----------·-- 1.9 

21-------------- 1.9 

28--·----------- 1.9 

29.---------.-.- 1. 9 

30 .............. 1.9 

31. ............. 1.9 

2.05 2.5 2.65 4.1 

2.1 2.4 2.55 4.2 

2.15 2.4 2.45 4.35 

2.2 2.3 2. 7 4.45 

2.25 2.3 3.4 4.6 

2.3 2.25 3,5 4.6 

2.35 2.25 3.95 4.45 

2.4 2.35 3. 75 4.45 

2.4 2.4 3.75 4.4 

2.35 3.8 4.35 

2.3 3.85 4.15 

2.3 4.1 

~2 &7 L1 &2 

4.0 .3.0 2. 75 2.2 

3.86 3.2 2.55 2.2 

3.9 3.0 2.35 '2.15 

3.85 2.8 2.55 2.15 

3. 8 2. 75 2. 7 2.12 

3.7 2.8 2.65 2.1 

3. 7 3.05 2.65 2.08 

3.65 2.65 2.4 2.05 

3.7 2.45 2.35 2.05 

3.45 3.05 2.5 2.05 

3.0 2.45 

2.17 

2.2 

2.2 

2.27 

2.25 

2.25 

2 .• 23 

2.2 

2.2 

2.25 

2.27 

2.3 

2.22 

2.22 

2.2 

2.25 

2.3 

2.25 

2.22 

2.3 

2.3 

2.4 

2.48 

2.5 

2.48 

2.42 

2.38 

2.4 

2.4 

2.42 

2.4 

2.4 

2.35 

2.3 

2.22 

NOTE.-Oage heights during January and Februa.ry have been reduced on account of l,ce conditions. 
ARKANSAS RIVER DRAINAGE BAS N. 27 

8 tation rating table for ArlcanBas Rioor at Pueblo, Oolo.,from JanU£ '3'11 1 to June 10, 190 '5. 

h~~- Dl~arge. h~i~. Discharge. Ga~e heig t. Discharge. 

Feet. Secon~feet. Feet. Secoilit-feet. Feet. Se~feet. 

2.00 255 3.10 1,130 .. 4.20 2,650 

2.10 300 3.20 1,250 4.30 2,800 

2.20 350 3.30 1,370 4.40 2,950 

2.30 410 3:4o 1,500 4.50 3,100 

VIO 480 3.50 1,630 4.60 3,250 

2.50 560 3.60 1,770 4.70 3·,400 

2.60 640 3.70 1,910 4.80 3,550 

2.70 730 3.80 2,050 4.90 3,105 

2.80 82Q 3.90 2,200 5.00 3,860 

2.90 920 4.00 2,359 5.10 4,015 

3.00 1,020 4.10 2,500 5.20 4,170 

I 

Th e above table is applicable only for open-channel conditions. It is base 

ment s made during 1904 and seven measurements during tbe first part of 1905 

. 8taf:ibn rating table for Arka118a8 River at Pueblo, Oolo., from June 

h~i~. Discharge. Gaft heig t. Discharge. . Ga¥:l heig t. Discharge. 

' Feet. Seco~feet. Feet. Seco~feet. F~et. Sec~feet. 

2.00 200 2.40 420 2:80 770 

2.10 240 2.50 500. 2.90 870 

2;20 290 2.60 580 3.00 980 

2.30 350 2.70 670 3.10 '1,100 

Ga¥:l heig t. Dist(harge. 

Feet. Sec~feet.· 

. 5.30 4,330 

5.40 _4,·490 

5.50 4,6;10 

5.60 4;sio 

5.70 4,975 

5.80 5,140 

5;90 5>305 

".6.00 5,470 

6.20 5,800 

6.40 6,130 

6.60 6,460 

on six discharge mea sureIt is fairly well defin ad. 

1 to December 31; 1 90'5. 

r~~- Discharge. 

Feet. Sec~feet. 

3.20 1,230 

3._30 1,360 

3.40 1,490 

3.50 1,630 

Th e above table is applicable only for open-channel conditions. It is baSE ~ on three discharge meas- . . urements made durmg the latter part of 1905. It 1s well defined. . . Above 3.5 feet the table is the same as the preceding one. ·Changes in cotditions due to ftood make 

two tables necessary for 1905. · . 

. I 

EBtimated rrwnthly diBcharge of Arka118a8 River at Pueblo, Ool .,for 190'5. 

[Dra!nage area, 4,600 square miles.] 

Discharge In second-feet. 

Month. 

Maximum. Minim.um. Mean. 

January' ............. : ..... ·'···: 300 215 233 

February ........................ 480 235 293 

March ................... , ....... 775 300 475 

April ............................ 2,425 520 1,077 

May ................... , ......... 3,250 1,250 2,085 

June ............................. 6,460 1,560 3,867 

July ............................. 1,425 460 845 

August .......................... 1,425 385 790 

September ..................... 670 220 346 

October ............ , ............ 406 180 274 

November ..................... ,. 598 290 385 

December ....................... 540 302 469 

The year ................. ~ 6,460 180. 928 

Run-o1f. 

Total In Second-feet Depth in il.cre-f~ t. per~a~.are inches. 

14, 130 0.051 0.059 

16, 170 .064 .067 

29, 10 .103 .119 

64, )80 .234 .261 

128, !00 .453 .522 

230, 00 .841 .938 

51, 60 .184 .212 

48; i80 .172 .198 

20, : .075 .084 

16, .060 .069 

22, 10 .084 .094 

28, 40 .102 .118 

671, 100 .202 2.74 
28 8TREAM MEASUREMENTS IN 1905, PART IX. 

ARKANSAS RIVER NEAR SYRACUSE, KANS. 

Thls station, established August 21, 1902, by W. G. Russell, is located on the highway 

bridge 1 mile south of Syracuse, Kans. 

The channel above and below the station is straight and the water is sluggish. The right 

bank is low and liable to overflow; tlie left bank is high, and the bed of the stream is sandy 

and shifting. 

Discharge measurements are made from the bridge. The initial point for soundings is on 

the left bank. 

The gage is a staff fastened to the downstream pile of a bent, 158 feet from the initial point 

for soundings. During 1905 the gage was read once each day by Philip Botts. The bench 

mark is on the top of the east end of the first sill at the north end of the bridge. Elevation, 

11.52 feet above the datum of the gage. 

Information in regard to this station is contained in the following Water-Supply Papers of 

the United States Geological Survey: 

Description: 84, p 123; 99, p 269; 131, p 134. 

Discharge: 84, p 123; 99, p 269; 131, p 134. 

Discharge, monthly: 84, p 125; 99, p 271. 

Gage heights: 84, p 124; 99, p 270; 131, p 135. 

Rating tables: 84, p 124; 99, pp 270-271. 

Discharge measurements of .Arkansas River, near S'!iracuse, Kans., in 1905. 

Date. Hydrographer. W.d h Area of Mean Gage 1 t. · section. velocity. height. 

Discharge. 

----·1------------------------

sr:,are Feet per SeoondFeet. eet. second. Feet. feet. 

April19 .•..•.. w. G. Russell •.•.................... 262 328 2.39 2. 70 785 

June 7 •........ ..•.• do ..•...•.•...........•.......... 420 1,341 3.85 4. 75 5,162 

JuneS •.••.• : .. .•.•. do ......•........•............... 532 1,656 3.84 5.15 6,362 

June 8 .....•••. ....• do .•..............•.•............ 562 1,833 3.77 5.40 6,909 

June9 ···-·--· ....• do .••.•...............•.•..•..... 527 1,595 3.57 5.20 5, 70l 

July 30 ........ .•... do •.•.......•.•...•.......•...... 380 966 2.55 4.00 2,468 

August 19 .•... ..•.• do ..•.......................•.... 208 140 1.51 2.30 211 
. ARKANSAS RIVER DRAINAGE BAS~N. 29 

Daily gage height, in feet, of Arkansas River near Syracuse, tans.,for 1905. 

Day. Jan. Feb. Mar.· Apr. May. J1me. July .. ~ug. Sept. Oct. Nov. 

1. ..•.•.•.•.. ..•..••.. 1.3 

2... .. ..•.. .•..•.•••.. 1.5 

3..................... 1.4 

4 •.•.•••. ,............ 1.7 

5........ ...... .... .. . 1. 7 

6..................... 1.8 

7..................... 2.0 

8..................... 2.0 

9..................... 2.0 

10............. ... .. .. . 1.8 

11 •.•.•••.. ··•·••·•···· 1.8 

12..................... 1. 7 

13 .•.•........•....•. :. 1. 7 

14..................... 1.5 

15..................... 1.5 

16 ••••.•.. :............ 1.7 

17..................... 1.8 

18..................... 1. 9 

19 •.•........... :...... 2.0 

20..................... 2.4 

21..................... 2.4 

22 •. ,.................. 2.0 

23..................... 2.0 

24..... .. .. . .. .. .. ..... 1.8 

25. .• .. .. ... .. .•..•.. .. 1.8 

26.... .. . . .• .. ..•.. .. .. 1.5 

27.. •. .. .. .. .. .. ... . . .. 1.5 

1.9 

1.9 

2.0 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.8 

2.8 

2.8 

2.8 

2.8 

2.8 

3.0 

3.0 

3.3 

3.4 

3.5 

3.5 

3.3 

3.0 

3.0 

2.5 2.0 

2.5 3.0 

2.3 5.25 

2.3 5.0 

2.1 4.0 

2.1 3.5 

2.0 3.5 

2.0 3.1 

1. 8 2. 9 

1.8 3.1 

1. 8 3.1 

1. 8 3.1 

1.8 3.2 

1.8 3.4 

1. 8 3.1 

1.8 3.1 

1.9 2.8 

1. 9 2.8 

1. 8 2. 7 

1. 8 2. 7 

2.5 2. 7 

2.4 2.6 

2.2 2.6 

2.0 3.5 

2.0 7.25 

1. 8 6. 5 

1.8 5.05 

5.0 

4.9 

4.8 

4. 7 

4.6 

4.5 

4.4 

4.3 

4.0 

3.9 

3.8 

4.4 

4.6 

4.4 

4.2 

4.2 

4.2 

4.2 

4.2 

4.8 

4.8 

4.5 

4.4 

4.2 

6.5 

4. 7 

5.0 

4.3 

4.3 

4.6 

4.0 

4.0 

4.3 

4.7 

5.4 

5.2 

5.4 

5.1 

5.1 

5.0 

5.0 

4.7 

4. 7 

4.7 

4.5 

4.5 

4.3 

4.0 

4.5 

4.3 

3.7 

3.5 

S.5 

3.4 

2.8 

2. 7 

2.6 

2.5 

2.8 

2.8 

2.7 

2.6 

2.5 

2.4 

2.4 

2.0 

1.9 

1.8 

2.2 

1.9 

1.8 

1.8 

1.8 

1.8 

1.8 

1.8 

1.8 

2.3 

2.4 

2.5 

2.7 

28..................... 1.5 2.8 1.9 6.25 5.0 3.3 2.5 

29..................... 1. 7 1.8 5.0 4.8 3.0 4.8 

30..................... 1.7 ..•.... 1.7 5.0 4.7 2.9 4.3 

31.. .••.•.••.•.••.•.•.. 1.8 1. 7 4.5 3.4 

13.5 

1

6.3 

6.1 

4. 7 

4.2 

3. 7 

.3.2 

1

3.7 

3.5 

3.2 

3.1 

3.1 

2.8 

1

2.7 

2.7 

2.6 

2.6 

2.6 

2.5 

2.2 

e·o .1 

.2 

.0 

1.9 

1.8 

1.8 !

.3 

.9 

.6 

.5 

2.4 1.9 

2.2 1.9 

2.3 1. 9 

2.0 1.9 

2.4 1.8 

2.4 1.8 

2.3 1.8 

2.3 1.8 

3.4 1.8 

3. 2 1. 7 . 

3. 0 1. 8 

2. 7 1.8 

2.6 1.8 

2.6 . 1.8 

2.6 1.8 

2.4 1.8 

2.3 1.8 

2.4 1.8 

2.4 1.8 

2.4 1.8 

2.3 1..8 

2.3 1.8 

2.3 1.8 

2.0 1.8 

2.0 1.8 

2.1 1.8 

2.0 1.8 

2.0 1.8 

2.0 1.8 

1.9 1.8 

2.0 

2.0 

2.0 

2.0 

2.0 

2.1 

2.1 

2.1 

2.0 

1.9 

1.9 

1.9 

2.0 

2.0 

2.0 

2.0 

2.1 

2.0 

2.0 

2.0 

2.0 

2.0 

2.0 

2.0 

2.1 

2.1 

2.1 

2.1 

2.2 

2.2 

2.3 

Station rating table for Arkansas River near Syracuse, Kans., from 'January 1 to_ November 

30,1905. 

I 

Ga¥:; heig t. Discharge. Ga!fte heig t. Discharge. I Ga!fte heig t. I Discharge. iGa!fte eig t. I Discharge. 

Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. :Feet. Second-feet. 

1.30 3 2.60 535 3.80 2,100 ' 5.00 5,800 

1.40 5 2.70 625 3.90 2,300 5.20 6, 750 

1.50 10 2.80 725 4.00 2,500 5.40 7,900 

1.60 20 2.90 835 4.10 2, 720 5.60 9,100 

1. 70 40 3.00 950 4.20 2,950 5.80 10,.500 

1.80 65 3.10 1,070 4.30 3,900 6.00 12,000 

1.90 95 3.20 1,200 4.40 3,500 6.20 13,600 

2.00 130 3.30 i,335 4.50 3,800 6..:10 15,400 

2.10 175 3.40 1,480 4.60 4,150 6.60 17,200 

2.20 230 3.50 1,625 4.70 4,.500 6.80 19,300 

2.30 295 3.60 1, 775 4.80 4,900 7.00 21,500 

2.40 370 3.70 1,930 4.90 5,350 7.20 24,100 

2.50 450 I 

I 

I 

The above table is applicable only for open-channel conditions. It is baseron seven discharge meas-. 

urements made during 1905 and three high-water measurements of 1903. It · not very well defined. 

IRR 173-06-3 , 
so. STREAM MEASUREMENTS IN 1905, . PART IX. 

Estimated monthly discharge of Arkansas River near Syracuse, Kans.,for 1905. 

[Drainage a,rea, 24,960 square miles.] 

Discharge In seoond0feet. Ruri-ofi. 

:Month. 

Maximum. Minimum. Mean. ~~~~- Second-feet Dei>th in per~~ar6 inches. 

Janliary ••.•.•..•...•..••.•.....• 370 3 78.0 4,796 0.0031 0.0036 

February ••.•.•..•••.••...•.•.•.• 1,625 95 i37 40,930 .030 .031 

March ••.••.••..•.•.•••• , •.....•. 450 40 149 9,162 .0060 .0069 

April .• · ••••.••••••..•.•.•. : .•..•. 24,800 130 3,613 215,000 .145 .162 

:May .••••.•.•.••......•. c •••••••• 16,300 2,100 4,311 265,100 .173 .199 

June ..•.•.•.•..•...••.•.•.•.•...• 7,900 835 3,783 225,.100 .152 .170 

July •••••.•...•••... ~ .•.•••....•. 4,900 65 612 37,630 .025 .029 

August •••........•.• : •..•...•... 14,500 65 1,765 108,500 .071 .082 

September .•....•.•.•..•••......• 1,480 95 393 23,380 .016 .018 

October ••••... ; .•.•...... _ .•..•.. 130 40 70.2 4,316 .0028 .0032 

November •••.••........•.•.••••. 295 95 151 8,985 .0060 .0067 

The period •..•..••...•....••••.. .•.• : . .•.•.•.•..•..•..••.•... 942,.900 

ARKANSAS RIVER NEAR DODGE, KANS. 

This station was.established November 28, 1902, by W. G. Russell, and is located onefourth mile south of Dodge, on the highway bridge . 

. The channel both above and below the station is straight for about 100 feet. Both banks 

ar~ low and liable to overflow. The bed of the stream i.s sandy and shifting. 

Discharge measurements are made from the bridge. The initial point for soundings is on 

the left bank .. 

The· gage is a st~tff fastened to the upstream pile of a bent 337 feet from the north end of 

the bridge. During 1905 the g~tge was read once each day by Alexander Alt.er. Bench 

marks were established as follows: (1) The top of the east end. of the CJ1P a~ the north end 

of the bridge; elevation 9.83 feet. ·(2) The top of the east end of the qap at the abutment 

of the south end of the bridge; elevation, 10.10 feet. Elevations re~er to the datum of 

the gage. , , . . ij 

Information in regard to this station is contained in. the following W!,ater-Supply Papers 

of the United States Geological Survey: ' 

Description: 84, p123; 99, p 268; 131, p 135. 

Discharge: 84, p 123; 99, p 268; 131, p 136. 

Discharge, monthly: 131, p 138, 

Gage heights: 84, p 128; 99, pp 268-269; 131, p 137. 

Rating table: 131, p.138. 

Discharge measurements of Arkansas River near Doilge, Kans., in 1905. 

Date. Hydrographer. W.d Area of Mean Gage 1 th. section. velocity. height. 

Dis" 

charge. 

-----:--------------------------

April 18 ....... W. G. Russell ..................... .. 

~== ~~:: ~ ~ :::::::: :::~: :::::::::::::::::::::::::::::: 

July3L ............ do .............................. . 

August 18 .......... do: ........................... : .. c 

Septemb6r 24; ...... do ............................. ,, 

Feet. 

455 

482 

485 

487 

467 

264 

34 

Square 

feet. 

435 

1,616-

1,.624 

1, 757 

570 

100 

5.4 

Feet per secoiid. 

1.98 

3.42 

3.79 

4.14 

2.59 

1.31 

·81! 

jj 

SecondFeet. feet. 

2.10 865 

3.90 .5,519 

4.10 6,150 

<\.40 7,273 

,2.70 1,476 

1. 70 131. 

1.10 4.5 
ARKANSAs· RIVER DRAINAGE BA.SIN .31 

Daily gage height, in feet, of Arkansas River near Dodge, Kan. .,for 1905. 

Day. Jan. Feb. Mar. Apr. May. June. July. [Aug. Sept. Oct. 

-----1-------- ----r---------

1. ............ ----- 1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

2.05 2.4 1.4 4.8 

4.25 

4.0 

4.0 

_4.0 

4.1 

4.0 

3.55 2.0 2.4 1.-1 1.0 2 •• __________ ; ____ _ 2.1 2.3 1.4 3.35 1.9 2.25 1.1 1.0 

3------------------ 2.1 2.2 1.4 3.0 1.9 2.85 

3.55 

3.1 

2.95 

2.7 

1.1 

1.1 

1.1 

1.1 

1.1 

4 •. _______________ _ 2.1 2.05 2.8 3.0 1.75 

5------------------

6 ••••..••...•..•••. 

2.1 2.0 3.5 3.0 1.6 

2.1 1.9 3.2 2.6 1.5 7 _________________ _ 2.1 1.85 2.8 2.65 1.45 

8----·------------- 1.55 2.1 

9 ___ _.______________ 1.75 2.1 

10------------------ 1.8 2.-1 

11------------------ 1.8 2.1 

·12.................. L8 .9 

13.................. 1.8 .9 

14---------------·-- 1.8 .9 

15------------------ 1.7 .9 

16.................. 1. 7 .9 

11------------------ 1. 7 .9 

18 .... ____ ,_,______ 1.7 .9 

19 .. _____ _.__________ 1.7 .9 

20------------------ 1.8 -9 

21._________________ 1.8 .9 

22------------------ 1.85 .9 

23------------------ 1.95 1.0 24__________________ 1.9 2.5 

25 __________________ _ 

26 ................. . 27 _________________ _ 

28. ________________ _ 

29------------------

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

31. ..........•...... 

1.9 2.6 

1.9 2.6 

2.0 2.8 

2.0 2.55 

2.0 --------

2.0 --------

2.0 --------

1.8 

1.8 

1.7. 

1.7 

1.7 

1.7 

1.6 

1.6 

1.6 

1.6 

1.6 

1.6 

1.6 

1.6 

1.5 

1.4 

1.5 

1.5 

1.5 

1.5 

1.4 

1.4 

) 1.3 

1.3 

2.6 3.6 2.55 

2.5 3.55 3.85 

2.5 3.3 4.0 

2.4 3.0 4.0 

2.3 2.6 4.0 

2.3 3;65 4.0 

2.3 3.65 4.0 

2,5 3.55 4.0 

2.5 3;5 3.95 

2.35 3.65 3.6 

2.15 3. 7 3.5 

2.15 3.5 3.35 

2.2. 3.5 3.6 

2.2 4.5 3.4 

2.2 4.65 3.2 

2.3 4.35 3.2 

2.6 4.0 3.2 

3.0 

6.25· 

5.25 

4.75 

5.45 

4. 75 

4. 75 2.9 

4.25 2.5 

3.5 2.4 

4.25 2.35 

5.9 _2.15 

4.25 2.0 

4.0 --------

NOTE.-River frozen January 1 to February 23, approximately. 

1:5 2.6 1.35 

1.4 1.95 1.5 

1.4 1.85 1.5 

1.4 1.8 1."5 

1.35 1.7 1.45 

1.3 2.05 1.4 

1.2 1.95 1.5 

1.2 1.85 1.45 

1.1 1.7 1.4. 

1.1 1.·7 1.1 

1.1 1.35 1.1 

1.05 1.3 1.1 

1.0 1.4 1.1 

1.0 1.3 1.1 

1.1 1.2 1.1 

1.1 1.2 1.1 

1.1 1.2 1.05 

1.1 

1.1 

1.0 

1.0 

1.0 

1.3 

2.5 

1.1 1.0 

1.1 1.0 

1.1 1.0 

1.1 1.0 

1.0 1.·0 

1".0 1.0 

1.0 --------

1.0 

1.0 

1.0 

1.0 

1.0 

.9 

.9 

.9 

.9 

.9 

.9 

.9 

1.0 

1.0 

1.1 

1.2 

1.2 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.4 

Btlltion raJJing table for Arkansas River near Dodge, Kans.,jrom Januar!J1 to June 12,1905. 

G 'Ga Gage · hei~. Discharge. heig'f:i. Discharge. height. Discharge. 

Feet. 

1.30 

1.40 

1.50 

1.60 

1. 70 

1.80 

1.90 

2.00 

2.10 

2.20 

2.30 

Second-feet. 

180 

225 

280 

345 

420 

505 

605 

720 

850 

995 

1,155 

Feet. 

2.40 

2.50 

2.60 

2.70 

2.80 

2.90 

3.00 

3.10 

3.20 

3.30 

3.40 

Second-feet. 

1,335 

1,530 

1, 735 

1,950 

2,175 

2,410 

2, 600 

2,920 

3,195 

3,485 

3, 785 

Feet. 

3.50 

3.60 

3.70 

3.80 

3.90 

4.00 

4.10 

4.20 

4.30 

4.40 

4.50 

Second-feet. 

4,100 

4,425 

4,760 

5,100 

5,450 

5,800 

6,160 

6,530 

6,910 

7,300 

7,700 

h~~~- Discharge. 

Fe t. 

4.ao 

4 .. 70 

4.80 

4.90 

"5.00 

l\.20 

5.40 

5.60 

5.80 

6.00 

Second-feet. 

8,110 

8,550 

9,000 

9,465 

9,950 

10,930 

11,910 

12,900 

13,920 

14,950 

The above table is applicable only for open-channel conditions. It is based or four discharge measurements made duriog April to June, 1905. Owing to the shifting character of the stream bed and insufficient measurements, the above table is very uncertain. 
32 STREAM MEASUREMENTS IN 1905, PART IX. 

Station rating table for .Arkansas. River near Dodge, Kans.,jrom June 13 to October 31, 1905. 

Ga~e Discharge. Ga~e I Discharge. G 

heig t. heig t. he· ~tt Discharge. Ga!f.'i Discharge. heig t. 

Feet. Second-feet. Feet. Second-feet. F eet. Second-feet. Feet. Second-feet. 

1.00 2 1.80 200 2.60 1,255 3.40 3, 42.1 

1.10 4.5 1.90 275 2. 70 1,460 3.50 3,770 

1.20 10 2.00 370 2 .80 1,685 3.60 4,125 

1.30 20 2.10 480 2.90 1,930 3.70 4,490 

1.40 35 2.20 605 3.00 2,195 3.80 4.860 

1.50 60 2.30 745 3.10 _2,480 3.90 5,235 

1.60 95 2.40 900 3.20 2, 780 4.00 5,620 

1. 70 140 2.50 1,070 3.30 3,095 

The above table is based on three discharge measurements made during July and August, 1905. ' 

See note to table above. 

Estimated monthly discharge of .Arkansas River near Dodge, Kans.,jor 1905. 

Month. 

February 24-28 ......................................... . 

March ............................... ~ .................. . 

ApriL ................................................. .. 

May ................... : ...... · .... : ..................... . 

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

July ......................................... · ........... . 

August •••.. :, .......................................... . 

September •..•.•....•...•.••..•.•.•......... ~ .•••......• ~ 

October •...•.•..... : .......•.......•.••........•.•...... 

Discharge in second-feet. 

Maximum. Minimum. Mean. 

2,175 

1,335 

16,300 

14,430 

5,800 

1,070 

3,948 

60 

35 

1,530 

180 

. 225 

1, 735 

370 

2 

2 

2 

1, 761 

453 

3,126 

5,772 

3,285 

86.0 

545 

17.1 

9.8 

Theperiod ................................................... : ................. , ... . 

NoTE.-No estimate for ice period. 

ARKANSAS RIVER AT HUTCHINSON, KANS. 

Total in 

acre-feet. 

17,460 

27,850 

186,000 

354,900 

195,500 

5,288 

33,.510 

1,018 

603 

822,100 

This station was established May 13, 1895, and was discontinued October 31, 1905. It is 

located at the wagon bridge at the south end of Main street, Hutchinson, Kans. 

The channel is straight for some distance above and below the bridge and has a width of 

1,020 feet, broken by 11 steel piers. The bed is sandy and very 'shifting, necessitating frequent discharge measurements and soundings. At low water the stream subdivides into a 

number of small channels. 

Discharge measurements are made from the bridge at high water; at low water they can 

be made by wading .. 

The gage is a staff fastened to the downstream pier of the third bent from the north end 

of the bridge. During 1905 the gage was read once each day by George E. Dill:on. Bench 

tnarks were established as follows:· (1) The upper crosspiece of the pier guard; elevation, 

8.35 feet. (2) The top of the iron doorsill of the first brick- building next to the river; elevation, 8.12 feet. Elevations refer to the datum of the gage. 

Information in regard to this station is contained in the following publications of the 

United States Geological Survey (Ann Annual Reports; Bull Bulletin; WS =WaterSupply Paper): 

Description: Ann 18, iv, pp 232-233; 20, iv, p 342-343; Bull 140, pp 160-161; WS 16, p 124; 28, p 109; 37, 

p 265; 50,p 330; 66, p 56; 84, p 120; 99, p 266; 131, p 139. 

Discharge: Ann18, iv, p 233; Bull140,p 161; WS 16, p 124; 28,p 116; 37, p 265; 50, p 330; 66, p 56; 84, p. 

121; 99, p 266; 131, p 139. 

Discharge, monthly: Ann 18, iv,p234; 19, iv,p361; 20,iv,pp329, 343;21,iv,p236; 22, iv, p344; Bull 

140, p 162; ws 75, p 147; ~. p 122; 99, p 267; 131, p 141. 
ARKANSAS RIVER DRAINAGE BASIN. 33 

Discharge, yearly: Ann-20, iv, p 57. I 

Gage heights: Bull140, p 161; WS 11, p 62; 16, p 124; 28, p 114; 37, p 265; 50, p 330; 66, p 56; 84, p 121; 99, 

pp 266-26_7; 131, p 140. 

Hydrographs: Ann 18, iv, p 234; 19, iv, p 361; 20, iv, p 343; 21, iv, p 237; 22,~iv, p 344; WS 75, p 148. 

Rainfall and run-off relation: Ann 20 iv, p 330. 

Rating tables: Ann 18, iv, p 234; 19, iv, p 360; ws 28, p 117; 39, p 450; 52, p 51 ; 66; p 172; 84, p 122; 99, 

p 267; 131, p 140. 

Discharge measurements of Arkansas River at Hutchinson, Kjns., in 1905. 

Date. Hydrographer. W -d b Area of Mealn Gage 1 t · section. velocity. height. 

Discharge. 

-----1------------------------

April 20 ....... W. G. Russell ...................... . 

May26 ............. do ............................. .. 

June12 ............. do ............................. .. 

June 13 ............. do .............................. . 

June 14 ............. do ............... c ............. .. 

August&-........... do .............................. . 

August 20 .......... do ............................. .. 

September 23 ....... do .............................. . 

Feet. 

398 

762 

532 

668 

568 

408 

312 

131 

Square 

feet. 

554 

1,505 

1,250 

1,442 

I, 164 

469 

228 

87 1 

I 

Feet per 

- seco~d. 2 58 

383 

3.19 

3.31 

3f18 

2f26 

1. 96 

1.85 

I 

Feet. 

2.80 

4.80 

4.20 

4,55 

4.I5 

2.60 

1.85 

1.40 

Secondfeet. 

1,432 

5, 764 

3,985 

4, 779 

3,697 

1,059 

446 

I6I 

Daily gage height, in feet, of Arkansas River at Hutchinson, Jans.,jor 1905. 

___ D_a_y_. __ +_J_a_n_. \ Feb. Mar. Apr. May. June. July. Aug. Sept. ~ 

!. ............ .. I.95 2.25 - 3.48 2.05 5,57 5.0 3.2 ~ 1.4 1.3 

2 ................. . 1.95 2.25 3.4 2.0 5.5 5.0 3.25 2.5 1.32 1.3 

3.................. 1.95 

4.................. 1.95 

5.................. 1.95 

6.................. 1.85 

7.................. 1.75 

8.................. 1.55 

9 ... ,.............. 1.5 

10.................. 1.5 

11.................. 1.5 

12.................. 1.5 

13................... 1.5 

14.................. 1.5 

15.................. 1.5 

16.................. 1.5 

17.................. 1.6 

18.................. 1.7 

19.................. 1.7 

20.................. 1.8 

21.................. 1.95 

22 ..... :............ 2.2 

23 ................... 2.2 

24.................. 2.2 

25.................. 2.2 

26.................. 2.25 

27 ...... :........... 2.25 

28.................. 2.25 

29 .... ;............. 2.25 

30.................. 2.25 

31.................. 2.25 

2.25 

2.25 

2.25 

2.25 

2.25 

2.25 

2.25 

2.25 

2.25 

2.25 

2.25 

2;25 

2.2 

2.15 

2.05 

2.0 

2.0 

2.0 

2.25 

2.4 

2.5 

2.5 

2. 78 

3.5 

2.9 

3.5 

3.4 

3.25 

3.05 

3.0 

2.9 

2.9 

2.8 

2. 7 

2.6 

2.6 

2.52 

2.4 

2.4 

2.4 

2.4 

2.05 

2.05 

2.05 

2.1 

3.82 

3.45 

3.3 

3.18 

3.05 

2.95 

2.9 

2.8 

2. 7 

2. 7 

2. 75 

5.15 

4.85 

4. 7 

4.5 

4.5 

4.4 

4.6 

4.45 

4.25 

4.05 

3.85 

3.9 

3.8 

3.85 

3.85 

2.5 2.8 3. 75 

2.5 2.75. 3.8 

2.:S I 2. 75 3.85 

2.5 2. 7 4.05 

2.4 2. 7 3.95 

2.3 2.6 4.8 

2.2 2.6 5.2 

2.2 2.7 4.8 

2.2 2.82 4.65 

2.15 4.1 4.95 

2.1 

2.1 

2.05 

2.05 

5.42 

5.4 

5.4 

4.9 

4.95 

5.05 

5.58 

4. 75 3.2 

4.4 3.05 

4.2 • 3.0 

3.95 2. 7 

3.6 2.45 

3.5 2.25 

3.35 2.2 

3.3 2.2 

4.3 2.22 

4.1 2.3 

4.4 2.2 

4.2 2.05 

4.3 1.92 

4.6 1.9 

4.35 1.9 

4. 25 1.85 

4.15. 1. 8 

4.1 1.8 

4.0 1. 7 

3.85 1. 77 

4.2 1.8 

3. 65 1. 85 

3.5 1. 7 

3. 4 1. 7 

3.I5 1.7 

3.15 

2.92 

3.15 

1.7 

1.7 

2.4 

2.6 

2.5 1.22 

2.8 1.2 

2.9 1.2 

3.0 . 2.2 

3.4 2.15 

3.5 1.95 

3.4 1.9 

3.25 1.9 

3.05 1.9 

2.15 1. 9 

2.4 1.85 

2.3 1.8 

2. 3 1. 75 

2. 25 I. 7 

2.2 1.65 

2.1 

1.95 

1.85 

1.9 

1.87 

1.8 

1.7 

1.67 

1.62 

1.6 

1.6 

1.5 

1.4 

1.4 

1.6 

1.55 

1.5 

1.45 

1.4 

1.4 

1.35 

1.35 

1.35 

1.35 

1.35 

1.3 

1.3 

1.3 

1.3 

1.3 

1.25 

1.2 

1.2 

. 1.2 

1.2 

1.2 

1.2 

1.15 

1.15 

1.15 

1.15 

1.15 

1.2 

1.2 

1.2 

1.2 

1.2 

1.2 

1.2 

1.2 

1.2 

1.2 

1.2 

1.2 

1.25 

1.3< 
34 . . . . 

· ST:RlU.M' ?.{EASUREMENTS IN 1905, PART IX. . . 

8tmion rating tabze fi.or Arkan- RiiJer iu Hutchirwm, Kari.B., from Jan'UI1,1"y 1 to October 31, . ' . 1900. . . 

Ga~ heig t .. Dlsriha;rge. Ga~ helg t. Di!!Oharge. ,.Ga~ 

Jielg t. DI!!Oharge. • h~~-~ Pi!!Oharge. 

Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. 

1.10 I 80 2.20 660 3.30 2,065 4.40 4,300 

1.20 ! 95 .2.30 750 ui . 2,240 4.50 4,050 

1.30 120 2.40 850 ·3:50 2,420 4.60 4,920 

1.40 150 2.50 960 3;60 2,605 4 .. 70 . 5,206 

1.50 190 2.60 1,070 3.70 2,800 .4.80 5,500 

1.60 240 2.70 1,190 3;80 3,005 4.90 5;!!00 

1.70 300 2.80 ! •. 320 3.90 .3.22tr· 5;00 6,100 

1.80' 360 2 •. 90 .,1,460 .. .. 4"00 .3,440 5~20 6,730 

1.90 430 3.00 1,600 . . 4.10 3,670 . . 5.40 7,380 

2.00 500 3.10 1,750 4 •. 20 3,900 :: 5.60 8,050 

2.10 . 580 . 3.20 1,900 .4.30. 4,140 . " 

The a~ove table is applicable dnly for open-:ehannel condition~. It is based on eight discharge measorements made during 1905, and is fp.irly well dilflned. 

[Drainage area, 34,000 square .miles.] 

Discharge in second-feet. Run"Oft. 

:Month. Total in Second-feet acre-feet. Depth in 

Maximum. MinimUI!l. :Mean. per:auam me. inches. 

January ............... ~ ... : .... .. 705 190 430 26,440 0.013 0.015 

Februa.i-y .......... · ............ : ._. 2,42o 500 866 48,100 .026 .026 

March ................ ~· .......... . 2,384 540 1;112 68,370. .033. .038 

April.· .......................... . 7,446 500 1,905 116,900 .058 .065 

May ........... ; ..... · ........... . 7,982 2;902 . 4,838 297,oojl .142 .164 

June· ............................. , •• 6,100 1,488 3,470 206,5!J!> .• 102 .114 

1,982 300 74;1 45,68j) .022 .026 

2,420 150 882 54,23b .026 .030 

660 95 257 15,29b .00'16 .1)085 

•July ............................ . 

August •..•.•••......•....•.•.•.• 

September •..•.••••• , ••• ,.".' •.••. 

October .. ; ....... : .............. . 120 ~ 99.5 6,118 .0029 .0033 

The period ............... · ...................... ·.............. 885,100 ...... · ........ ... : ..... . 

~SAs RivER AT ARKANSAS. CITY, K'}N~ 

This stft.tiori. was e8tablished September 231-1902, by W. G. R11~l1. ·· It is located on the 

Chestnut Avenue Bridge, one·half mile west of ArkanSas City, Kalis. · 

The channel is straight for about 200 feet above and below the statipn and has a width 

of 55o 'feet, broken by 36 pile piers. Both banks are low and liable· to overflow; · 'fhe bed 

of the river is sandy and shifting. The current is moderately rapid. · 

Discharge meBBurements are made froJil the bridge. The initial point-for soundings is 

on the left bank. · c 

The gage is a staff fBBtened. to the downstream pile of the second bent from the east end 

of the bridge. During 1905 the gage wiiB read daily by T. C. White. Bench marks were 

established as follows: (1) the top of the ca.p on the pile which carries the gage; elevation, 

17.20 feet. (2) A nail driven into the south pile of the bent of the elll!itabutment;' elevation, 

'11.97 feet.. Elevations refer. to the datum of the gage. · · · 
ARKANSAS RIVER DRAINAGE BAStN· 35 

Information in ;egard to this station is contained in the followi g Water-Supply Papers 

of the United States Geological Survey. 

Description: 84, p 119; 99, p 263; 131, p 141. 

Discharge: 84, p 119; 99, p 264; 131, p 142. 

Rating table: 99, p 265; 131, p 143. 

Discharge, m~onthly: 99, p 265; 131, p 144. l 

Gage heights: 84; p 120; 99, p 264; 131, p 142. 

Discharge measurements of Arkansas River at Arkansas Oity, ans., in 1905. 

Date. Hydrographer. 

Feet. 

April21.. ...... W. G. Russell....................... 219 

May5 .............. do............................... 366 

May6 .............. do............................... 345 

June 15 ............. do............................... 325 

July27 ............. do............................... 156 

August 21. .• ........ do............................... 197 

·September 27 ....... do............................... 170 

Square 

feet. 

541 

1, 767 

1,579 

1,459 

3~8 

407 

432 

Mean 

velocity. 

F etper s cond. 

~.60. 

3. 79 

3.59 

3.10 

1.39 

2.22 

1.30 

Gage 

height. 

Feet. 

4.40 

7. 70 

7.30 

6.90 

3.30 

3.90 

3.55 

Discharge. 

Second- · feet. 

1,407 

6,693 

5,672 

4,529 

533 

905 

564 

Daily gage height, in feet, of Arkansas River at Arkansas Oity, Kans., for 1905. 

Day. 

1. ..... : .......... . 

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

3 ...... c .......... . 

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

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

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

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

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

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

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

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

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

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

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

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

_16 ................ .. 

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

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

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

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

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

22 ...... , .......... . 

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

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

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

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

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

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

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

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

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

Jan. 

3.1 

3.1 

3.0 

3.0 

2.9 

2.8 

2.8 

2.9 

3.0 

3.1 

3.0 

3.0 

2.9 

2.9 

2.9 

2.8 

2.9 

2.9 

3.1 

3.3 

3.5 

3.6 

3.6 

3. 7 

3.8 

3.8 

4.1 

4.2 

4.3 

4.3 

4.2 

""· "'". "'· M.'. '""" ''"'I .... ""''· __""'-__ 4.1 5.4 4.3 8.7 9.0 5. 7.6 2.5 3.2 

~0 ~6 ~2 ~0 ~3 ~ ~0 24 &1 

3.8 5.7 4.1 9.2 9.2 5.6 6.0 3.2 2.9 

3. 7 5.8 4.2 8.3 8.5 7.0 5.5 2.2 2.9 

3.8 5.8 4.1 7.7 8.1 8.1 5.4 2.2 2.8 

&8 ~7 ~0 ~3 ~8 ~~ ~3 21 28 

3.9 5:7 4.3 7.1 7.6 7. 5.2 2.5 2.7 

4.1 5.7 4.8 6.8 7.1 7. 5.1 3.0 2.7 

~2 ~6 ~9 ~~ ~4 ~ ~4 &2 27 

&9 ~6 ~7 ~2 ~2 ~7 ~3 ~0 27 

&8 ~5 ~9 ~3 ~3 ~~ ~2 ~7 26 

3.9 

3.8 

3.8 

3.8 

3. 7 

3. 7 

3.6 

3.7 

3.7 

3.8 

3. 7 

3.8 

3.8 

3. 7 

5.1 

5.3 

5.3 

5.1 

4.5 

4.6 

4.5 

4.4 

4.4 

4.3 

4.5 

4.6 

4. 7 

4.6 

4.5 

4.5 

4.1 

4.4 

4.5 

4.4 

4.3 

4.4 

4.3 

5.8 

4.9 

4.5 

4.3 

4.3 

4.2 

!:~I 4.0 

4.4, I 

4.2 

4.3 

4.3 

4.5 

4.8 

4.9 

5.0 

5.9 

8.8 

6. 7 

6.6 

6.5 

6.0 

5.8 

5.8 

5.9 

5. 7 

5.7 

5.9 

6.0 

6.2 

7.5 

7.1 

8.4 

7. 7. 

7. 7 

7.2 

7.6 

9.3 

6.2 

5.4 

6.5 

6.9 

6.3 

.6.6 

7.0 

7.1 

7.2 

7.1 

7.0 

6.1 

6.9 

6.8 

6.0 

5.8 

5.6 

5.3 

5.2 

!:10 

4. 

4. 

4.5 

4.4 

4.2 

3. 4.! 

3. 

3 .. 

3.6 

3.6 

3.5 

3.!. 

3.1 

3. 

5.Q 

7_,7 

5.1 

5.1 

4.8 

4.6 

4.5 

4.4 

4.3 

4.2 

4.1 

3.9 

3.7 

3. 7 

3.6 

3.1 

3.0 

2.1 

2.9 

2.8 

2.7 

2.6 

4.1 

5.0 

5.2 

5.1 

4.8 

4.4 

4.8 

6.8 

6.6 

5.5 

5.2 

4.8 

4.3 

3.8 

3. 7 > 

3.6 

3.5 

3.4 

3.3 

2.6 

2.6 

2.6 

2.6 

2.5 

2.4 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.6 

2.6 

2.7 

3.6 

2.8 

3.0 

NoTE.-River frozen January 1 to February 25, approximately. 

I 
36 STREAM MEASUREMENTS IN 1905, PART IX. 

Station rating table for .Arkansas Ri-Ver at .Ar.lcansas Oity, Kans.,from January 1 to October 

31,1905. 

Ga~ heig t. Disch&rge. h~~- Discharge. h~i~. Discharge. Ga~ heig t. I Discharge. 

Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. Feet. Second-feet; 

2."10 75 3.60 670 5.10 2,190 7.20 5,440 

2.20 8!l 3.70 750 5.20 2,310 7.40 5,800 

2.30 90 3.80 840- 5.30 2,440 7.60 6,160 

2.w 100 3.90 930 5.40 - 2.570 7.80 6,540. 

2.50 112 4.00 1,020 s:50 2,700 8.00 6, 9".20 

2.60 128 4.10 1,110 5.60 2,840 8.20 7,330 

2.70 150 4.20 1,210 5.70 2,980 8.40 7, 750 

2.80 180 4.30 1,310 5.80 3,120 8.60 8,170 

:1.90 220 4.40 1,410 5.90 3,270 8.80 8,595 

3.00 270 4.50 1,510 6.00 3,420 9.00 9,025 

3.10 320 4.60 1,620 6.20 3,730 9.20 9,460 

3.20 380 4.70 1,730 6.40 4,050 9.40 9,900 

3.30 440 4.80 1,840 6.60 4,380 9.60 10,360 

3.40 510 4;90 1,950 6.80 .4, 720 

3.50 590 5.00 2,070 7.00 .5,980 

The above table is applicable only.for open-channel conditions. It Is based on seven discharge measurements made during 1905. It Is fairly well defined between gage heights 3.3 feet and 8 feet. Above 

8 feet this table is the same as table for 1904. 

Estimated monthly disCharge of Arkansas River at .Arkansas Oity, Kans. ,for 1905. 

Discharge in second-feet. 

Month. 

Maximum. Minimum. Mean. 

March .. · .••..•..•.....•.•..•...•..•.•.•••.•••••.••••..•.. 

April ••••••.•..•.•..•..••.•...•.•..•..•.••••••..•.....•.. 

May •••••.•.•.......•...•.••..........•.•.••••. _ •......... 

June •...••.••.•.......•...........•...•.•••....•..• , .•.•.•. 

July .••.........•...•...•...........•.•...••.•....••...•• 

August ..••...•.•...•.....•.......••••.•.•......•.•.. : •.. 

September •..........•..•.••..........•.•••...•.......... 

October •..•..... .-•.•.•.•..•..••.....••.•.•.•...•.....•.. 

3,120 

3,270 

9,680 

9,680 

7,125 

6,100 

4,720 

670 

1,110 

1,020 

2,980 

2,310 

270 

75 

75 

100 

1,996 

1,702 

5,422 

5,000 

2,333 

1,710 

1,272 

173 

Total in acre-feet. 

122,700 

101,300 

333,400 

297,500 

143,400 

105,100 

75,690 

"10,640 

The period •. · ..••••.•...•....•.•••.•••.•.•..•....•••...•..•......•...•...•..••••.•••• , 1,190,000 

NoTE.-No estimate ·for ice period. · 

SALT FoRK_ OF ARKANSAS RIVER NEAR ALVA, OKLA. 

This station was established September 10, 1903, by W. G.- Russell, and was discontinued 

December 31, 1905 It is located at the railway bridge about one-half mile northeast of 

Alva,Okla. . 

The channel is curved for about 200 feet above and below the station. The current is 

sluggish at low and swift at high stages. The bed of the stream is composed of clean sand, 

and is shifting. There are one or more chanl)els at low water and one at high water, divided 

by piers and piles. . 

Discharge measurements are made from the upper side of the deck railway bridge, or by 

wading at low stages. _This bridge is composed of 146 feet of pile approach at the south 

end, four 80-foot steel girders resting on stoqe piers, and 652 feet of pile approach at the 

north end. The initial point for soundillWl is at the south end. 

A standard chain gage is fastened to the up11tream guard rail of the bridge; length Of 

chain 23.00 fe(\t. There is also a gage painted on the fourth pier from the south end of the 

bridge. The sinking of the river bed may cause minus readings at very low water. During 
ARKANSAS RIVER DRAINAGE BA:IN. · 37 

1905 the gage was read once each day by James P. Richmond. T e bench mark is the bottom of the coping stone on the north face of the fourth pier from the south end of the bridge; 

elevation, 8.00 feet above the datum of the gage. 

A description of this station and gage height and discharge data are contained in Water. 

Supply Paper No. 131, United St~tes Geological Survey, pages 144 145. 

Discharge measurements of Salt Fork of Arkansas River near Alva, Okla., in 1905. 

Date. H:fdrographer. . h Area of Mean Gage Widt · section. velocity. height. 

Discharge. 

-----1------------------------

Feet. 

Aprfl30 ....... W. G. Russell:...................... 82 

June 6 ......... J. M. Giles ...... ·..................... 20 

June2L ....... Earl Patterson...................... 328 

July 20 .............. do............................... 22 

August 18 .......... do ...................................... . 

August30 ..... J. M. Giles .................................. . 

September 21 .. Earl Patterson...................... 40 

October 19 ..... J. M. Giles........................... 16 

October 27 ..... Earl Patterson...................... 16 

~::!;1~5_:: ::::::::::::::::::::::::::::::::::::::[···--;~-

Square feet. 25 

5 

190 

7 

37 

7.6 

20 

5 

5 

74 

18 

~~e~~ff: .88 

1.93 

.85 

1.22 

1.71 

1.29 

.64 

.52 

1.25 

1.09 

Feet. 

0.35 

.20 

1.10 

.30 

.sO 

.55 

.50 

.25 

.20 

.80 

.45 

Secondfeet. 

29 

4.4 

368 

6 

45 

13 

26 

3 

2 

92 

20 

. ' 

Daily gage heig_ht, in feet, of Salt Fork of Arkansas River near jlva, Okla. ,for 1905. 

1. •........................ 

2 ..•••......•.•..•• --------

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

4 •••••.•••••.•. 0 ••• --------

5 .................. --------

6 .................. --------

7 .................. ·····--· 

8 .................. --------

9 .. -~--- ----------- ----- .. -

10 ......... ··-······ ---···--

11 .................. --------

12.................. 0.3 

13.................. .3 

14.................. .3 15.................. .3 16 ................. . 

17.-----------------

18.: ............... . 

1Y •••••••••••••••••• 

20 .....•.•.......... 

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

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

23 .......•.•.....••. 

24 .•. --····-··------

25. -----·-----------

26 ...•. -•.•••.••••••. 

27 •......•.....••... 

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

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

30 ................. _. 

31. ...••.•.......... 

.4 

.5 

.9 

.5 

.5 

.3 

.2 

.2 

.2 

.2 

.2 

.2 

.1 

.0 

.0 

.0 

0.0 

.1 

.4 

.3 

.2 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.2 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

• 4 

.3 

. 35 

0.3 

.2 

.1 

.1 

.1 

.1 

.1 

.1 

1.0 

.7 

.4 

.3 

.2 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.6 

.6 

.6 

.4 

.4 

.4 

.4 

.4 

.4 

0.4 

.4 

.4 

.3 

.2 

.2 

.2 

.2 

.2 

.2 

.2 

.2 

.2 

•. 2 

.2 

.2 

.2 

.1 

2.0 

1.5 

1.5 

1.0 

. 7 

. 7 

.6 

.5 

.4 

.3 

.2 

.2 

1.0 

3.3 

3.0 

2.0 

1.0 

.5 

.3 

.3 

1.0 

1.5 

. 8 

.8 

.5 

.3 

.3 

.1 

.0 

·0 

.0 

.3 

.·a 

.3 

.3 

.3 

.3 

.3 

.3 

1.6 

1.0 

1.8 

1.5 

1.1 

.8 

.5 

.4 

.2 

.0 

.11 

.3 

.3 

.3 

.3 

.3 

3.8 

2.0 

1.7 

1.3 

.9 

.4 

.3 

4.8 

2.8 

1.6 

1.3 

1.0 

.9 

. 7 

. 7 

. 7 

0.4 

.3 

4.8 

2.l 1. 

1. 

.5 

.3 

:~ .8 

.6 

.6 

1:5! 1. 

1. 

.8 

• 7 

.6 

.5 

.4 .41 

.3 

.3 

.3 

-. 7 .3 

: u u 'I 

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 

.4 

.4 

.3 

.3 

.3 

.3 

.3 

0.:! 

.4 

.4 

.4 

1.1 

. 7 

.5 

.4 

.4 

.4 

.5 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

1.7 

1.3 

.8 

• 7 

.6 

.5 

.4 

.4 

0.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 
38 STREAM MEASUREMENTS IN 1905, PART I:X:. 

SALT FORK OF ARKANSAS. RIVER NEAR TONKAWA, .OKLA. 

This station was established September 18, 1903, by W. G. Russell. It is located at the 

highway bridge one-half mile south of Tonkawa,·Okla. 

The channel is straight for about 200 feet above and below the station. The current i~ 

sluggish at low and swift at high stages. The right bank is low, wooded, a~d subject to 

overflow. The left bank is high, wooded, and does not overflow. The bed of the stream 

is composed of clean sand and is shifting. There is but one channel at low and high stages, 

broken only by the pile bents supporting th~ bridge. 

Discharge measurements are made from the downstream side: of the bridge to which the 

gage is attached. The initial point for soundings is at the north end of the bridge. . 

The gage is a staff fastened ve~tically to the downstream pile of a bent 198 feet from the 

north end ofthe bridge. During 1905 the gage was read by T. J. Bird .. The berich mark· 

is the top of a nail driven into a 6-inch cottonwood tree about .40 feet east of the north end 

of the bridge; elevation, 10.50 feet above the datum of the gage. 

A description of this s.tation and gage height and discharge data are contained in WaterSupply Paper No. 131, United States Geoiogical Survey, pp. 145-147. 

Discharge measure:ments of Salt Fork of Arkansas.River near Tonkawa, Okla., in 1905. 

Date. Hydrographer. . Area of Mean Gage DisWidth. section. velocity. height. charge. 

-.,.-----·1-----------1-,-----------------

Square Feet per ' SecondFeet. feet. second. Feet. feet. 

April29 ....... ·· W. G. Russell .•..................... 208 148 0.68 1.35 101 

July 28 .. --.- .. .. ,,.do ....•.... : ..............•.•.... 319 541: 1.34 2.50 735 

August 18.· .... Earl Patterson ...... ----- _____ .•.... 48 37 1.22 .80 45 

August 30 ..... J. M. Giles •. __ .......... ::_,. __ ...... 16 8 1.71 .55 13 

September 26 .. W. G. RusselL ...................... 163 164 .90 1.45 147 
PURGATORY RIVER D:&AIN.AGE BtSIN. 39 

Daily gage height, in feet, of Salt Fork of Arkansrzs River near onkawa, Okla., for 1905. 

' 

Day. Jan. Feb. Mar. Apr. Mh. June. July. Aug. Sept. Oct. 

-----------·---- ' ------

L ................. 1.4 1.5 2.3 1.5 1.3 1.6 

~- 7 

2.1 0.9 1.2 

2 .................. 1.4 1.5 2.0 2.4 1.2 2.4 .4 3.2 .9 1.2 

3 .................. 1.3 1.5 1.9 3.5 11.2 2.4 .1 2.5 1.0 1.2 

4 .................. 1.3 1.5 1.8 2. 7 ~-3 2.0 2.8 2.1 1.8 1.3 

5 .................. 1.4 .9 1.8 2.0 .I 

p 1.9 2.9 1.9 1.8 1.3 

6 .................. 1.4 .9 1.8 1.9 p 1.8 2.2 1.8 2.0 1.2 

7 .................. 1.5 .9 1.9 1.8 '1.3 1.9 r 1.6 2.4 1.2 

8 .................. 1.5 .9 1.9 1.7 L3 1.9 .9 1.6 5.·4 1.2 

9 .................. 1.5 .9 2.2' 1.6 •. 4 I 2.0 .8 1.4 -4.2 1.2 

10 .......•...•...•.• 1.5 .9 2.5 1.5 1.7 1.9 .3 1.6 3.8 1.2 

11 .•.•.............. 1.5 .9 2.0 1.5 ~-3 1.6 2.6 1.6 3.1 1.2 

12 .......•.......... 1.5 .9 1.9 1.5 p 1.4 1.9 1.6 2.8 1.2 

13 .................. 1.5 .9 1.8 1.5 ~.4' 1.4 1.8 2.2 2.8 1.2 

14 .................. 1.5 .9 1.9 1.5 '!.8 1.3 [' 7.8 2.7 1.2 

15 .................. 1.5 .9 1.9 1.5 L6 1.3 .6 5.8 I 2.4 1.2 

16 .................. 1.5 .9 1.8 1.5 1.3 1.3 .5 4.5 I 2.0 1.2 I 

17 .................. 1.5 .9 1.9 1.5 1.3 1.3 .4 3.9 1.7 1.2 

-18 .................. 1.5 .9 2.2 1.6 ~.3 1.2 1.3 3.0 1.7 1.2 

19 .................. 1.5 .9 2.8 1.5 L3 1.2 1.2 2.3 1.7 1.2 

20 .•.•.............. 1.5 1.2 1.8 1.5 p 1.2 1.2 2.6 1.5 1.2 

21. ................. 1.5 1.6 1.5 1.4 1.3 1.2 

r 

2.6 1.6 1.2 

22 ........• • .....•••. 1.5 2.1 1.7 1.3 1.3 3.9 .3 2.6 1.5 1.3" 

23 .................. 1.5 2.6 2.0 1.2 1.3 !J.9 .0 2.9 1.4 1.2 

24 .................. 1.5 2.8 1.9 1.2 p 2.8 .0 3.0 1.2 1.2 

25 .................. 1.5 2.6 1.8 1.3 1.3 2.6 4.3 2.6 1.0 1.2 

26 .................. 1.5 2.6 1.6 1.3 La 1.2 3.0 2.0 1.0 1.2 

27 .................. 1.5 2.4 1.6 1.3 2.8 1.9 2.8 1.9 1.2 1.2 

28 .................. 1.5 2.3 1.6 1.2 2.6 1.6 r 1.8 1.2 1.3 

29 .................. 1.5 1.5 1.2 2.6 1.5 .0 1.6 1.2 1.2 

30 .................. 1.5 1.5 1.3 2.6 1.7 .9 1.0 1.2 1.3 

31. ................. 1.5 1.5 ~.4 .9 1.0 1.4 

I 

DESCRIPTION QF BASIN. 

PURGATORY RIVER DRAINAGE :ASIN. 

Purgatory River, a characteristic stream of east~rn Col~rado, is the principal tributary of 

.Arkansas River in Colorado. It rises in the Culeijra Mountains and flows northeastward 

across the plains for a distance of 165 miles. In t~e spring the channel carries a modJlrate 

volume of water, but as summer approaches thi~ is greatly dij. inished by irrigation and 

natural cond-itions until the ch~nnel is practically ,_dry. The. vol me of water contributed 

to the .Arkansas is so small that it has no appreciable effect on t e discharge of that river 

save at times of excessive rainfall, when it may di~charge a larg volume for a short time. 

The drainage basin of Purgatory River is Jon~ and narrow. The total area is 3,386 

square miles, of which 742 square miles, lying abov~ Trinidad, are mountainous, the country 

being made up of shales, sandstones, and igneouk rocks. This area is much broken by 

numerous stream channels, which are normally dry. The low~ basin is largely foothill 

country, merging into rough plains farther east. ;Drainage lines are well defined thro-ughout this area. For 60 miles of its length, commencing 25 miles elow Trinidad, Purgatory 

River flows in a deep canyon. There are numer[ms small tributary canyons at various 

angles to the main channel. The soil of this low¢r basin is largely detritus from decomposed shales, sandstones, and similar soft sedim~ntary rocks. !Erosion is still vigorous, 

and after a storm the flood waters often contain iri suspension a~ much as 10 per cent (by 

volume) of silt. 1 · 
40 STREAM MEASUREMENTS IN 1905, PART IX. 

In the mountainous portion the Weather Bureau records at Clearview for fifteen years 

give a mean ai:mual rainfall of 23 inches; at Trinidad, ten years' record, 17 inches. The 

plains drainage has approximately a mean annual precipitation of 12 inches. 

A characteristic feature of this stream is the occurrence of sudden and disastrous floods, 

which take place irregularly and are the run-off of excessive precipitation. In the spring 

periodic floods occur from melting snow, which is often supplemented by spring rains. During these floods large areas of the stream bank are eroded. The most disastrous flood on 

record occurred October l, 1904. 

No storage is practiced on this stream, though investigations are being made by a corporation with the purpose of constructing a large storage reservoir for use in irrigation .. 

No power has been developed, and because of the abundance of coal in the vicinity of 

Trinidad it is doubtful if power development would be feasible, even under very favorable 

circumstances. 

PURGATORY RIVER AT TRINIDAD, COLO. 

This station was established May 1 ,_1896, at the Animas Street Bridge, the gage rod being 

attached to the cylindrical pier at the west end of the bridge. The station was, however, 

discontinued July 31, 1899, the greater portion of the water in the river being diverted 

above the gaging station; the channel was also shifting and results not satisfactory. July 

25, 1905, the Trinidad station was reestablished, at the old location on the Animas Street 

Bridge, by R. L Meeker. The reestablishment was for the purpose of collecting general 

hydrographic data, especially flood data. 

The-river channel is irregular in course at low water, but is generally straight above the 

bridge for a distance of a few hundred feet. Below, the channel is straight for a distance of 

100 feet. The stream bed is .composed of a loose deposit of cobblestones, graduating into 

coarse gravel and sand, and is more or less shifting. The left bank is a loose riprap of 

stone above the bridge, with piling below. The right bank consists of the riprap embankments of the Colorado and Southern Railway, and will overflow at extreme high water. 

There is usually but one channel at all stages. Velocityat low stages is sluggish, increasing 

to swift velocities during high stages. 

Discharge measurements are made from the downstream footway. A standard chain gage 

is attached to the upstream footway of the bridge; length of chain, 22.52 feet. The gage 

scale reads from 0 to 10 feet, the chain having two markers, giving a range of 20 feet in gage 

heights. During 1905 the gage was read twice each day by Perry Foote. The bench mark 

is a cross cut within a circle on the porch of the house at No. 312 Nevada Avenue, about 300 

feet north of the Animas Street Bridge; elevation, 14.99 feet above the datum of the gage. 

Information in regard to this station is contained in the following publications of the 

United States Geological Survey (Ann=Annual Reports; WS=Water-Supply Papers): 

Description: Ann 18, iv, pp 231-232; WS 16, p 123; 28, p 108; 37, p, 263. 

Discharge: Ann 18, iv, p.232; WS 16, p 123; 28, p 116; 37 p 263. 

Discharge, monthly: Ann 19, iv, p 359; 20, iv, pp 329, 341; 21, iv, p 235. 

Discharge, yearly: Ann 20, iv, p 57. 

Gage heights: WS 11, p 61; 16, p 123; 28, p.l13; 37, p 263. 

Hydrograph: Ann !9, ~v. p 360; 20, iv, p 341; 21, iv, p 236. 

Rainfall and run-off relation: Ann 20, iv, p 330. 

Rating tables: Ann 19, iv, p 358; WS 28, p 117; 39, p 450. 

Discharge measurements of Purgatory River at Trinidad, Colo., in 1905. 

Date. Hydrographer. w· d Area of Mean Gage Dis- 1 th. section. velocity. height. charge. 

-----1--------------------------------· 

Square Feet per SecondFeet. feet. second. Feet. feet. 

March25 ...... R.I. Meeker ......................... 45 62 2.29 142 

August 25 ..... ..... do ..................... __ . _______ 43 126 2.83 5.65 357 

August 26 ..... ..... do· ............................... 35 73 1.97 5.10 144 

November 4 ... .... . do ........................ ___ .... 25 18 1.22 4.67 2'J 
PURGATORY RIVER DR:A,tNAGE B SIN. 41 I 

! 

Daily gage height, in feet, of Purgatory Ri4er at Trinidad, Oolo., for 1905. 

Day. Aug. Sept. bet. Nov. Dec. t&y. Aug. Sept. Oct. Nov. Dec. 

------ --------

1 ••.•.•••.•... ........ 5.05 4.52 4.65 5.0 

~!::1::_::::::: ------.- 4.55 4.65 4. 7 5.0 

2 ••••••••••••• .............. 4.75 4.58 4.75 5.0 4.112 4.6 4.7 5.2 

a: ............ ...... · ....... 4. 7 4.6 4. 72 5.0 19--~---······ .. ............ 4.68 4.55 4.7 5.2 

4 ••.•••..•••.. ............. 5.35 4.55 4.7 4.9 20 •• , •.•.••••. ............. 4.65 4.6 4.7 5.0 

5 •••••.••.••.• 4.7 4.58 4.7 4.9 I ............. 21..j········.· ............ 4.6 4.58 4.7 5.0 

6 .•....•.•.•.. .............. 5.0 4.6 4.7 4.9 ::t:::::::: 4.6 4.55 4.85 5.1 

1 ............. ............. 5.1· 4.52 4.65 4.9 4.58 4.58 4.85 5.2 

8 •.•.•.•.•••.. .............. 4.88 4.5 4.52 4.95 24 •• ; ..••••••• .............. 4.5 4.68 4.7 5.2 

9 •.......•.•.. ............ 4.95 4.6 4.72 5.0 25 •• ; ••••••••• 4.58 4.6 4.7 5.2 

10 ••.•......... .............. 4.92 4.52 4:7 5.0 26 .. -~---- .......... 5.05 4.6 4.62 4.7 5.2 

11 ••..•...•..•.• ------- 4. 78 4.68 4.7 5.0 .27 •. ~---- ..•.• 4.9 4. 7 4.6 4.7 5.2 

12 •••••...•.•.. ............. 4.72 4.6 4. 7 5;0 28--~-- ------- 4.95 4. 7 4.65 4.9 5.2 

13 •..•.•....•.• ------- 4.68 4.6 4.7. 4.88 

:::~~:::::::: 4.8 4.55 4.65 4.7 5.2 

14 ..••••••.•..• .............. 4.62 4.6 4.7 4.88 4.85 4.58 4.65 4.7 5.2 

15 ••••....•••.. .............. 4.6 4.6 4. 7 5.0 31.., ...•••••• 4.8 4.65 5.2 

16 ••••.•.••.•.• ............. 4.58 4.58 4.7 5.3 

Station rati711J table for Purgatory River at Triniila(l, Oolo.;from 'U(/Uilt 27 to Deumber 31, 

1905 . . 

hCJ~. Dlscha.rge. h~i~. Discharge. hCJ~ft. Discharge. hCJ~ft. Dilich&i"ge. 

Feet. Second-feet. Feet. Second-feet. Feet. Second-feet Feet. SecO'Tid-feet. 

4.50 11 4.90 81 5.30 215 5. 70 375 

4.60 17 5.00 111 ~-40 . 253 . 5.80 421 

I 

4.70 31 5.10 144 ~-50 293 5.90 488 

4.80 55 5.20 . 179 11.60 333 I 

The above table is applicable only for open-channel conbitions~- It is b sed on three discharge measurements m&de during 1905. It is fairly well defined. i 

Esti:makd monthly discharge of Purgatory ~iver at Trinid~~. Oolo., for 1905. . ' 

Month. 

August 26-31. •••. ··-·------.•..• 

September .•...•................ 

·october .•.•.........•....•.•.•.. 

November ...................•... 

December ......•..... , .. -.•...... 

[Drainage area, 742 sq~re miles.] 

Discharge in seconcj.-feet. 

Maximum. Minimum. Mean. 

128 55 80.5 

234 11 47.3 

28 11 17.7 

68 12 34.8 

215 7tr 133 

Theperiod ...••.•........•.........•.•..............••..•... 

Run-off. 

Tot lin· acre feet. Second-feet Depth in 

per ms:l~&re mches. 

958 0.108 0.024 

~,815 .064 .071 

,088 .024 ._028 

~,071 .047 .052 

~,178 .179 .206 

r---- -------- ,110 --·······-··· ..•.... : .. 

PURGATORY RIVER NEA~ ALFALFA, COLO. . • - I 

This station was established March 23, l905, by ~- I. Meeker. It is located one-eighth of 

& mile below the canyon entrance, 4; miles east of A1falfa post-offi<(e, and about 25 miles east 

of Trinidad, in T. 33 8., R. 60 W. · 

The ehannel is straight for 200 feet above and below the cable, nd is composed primarily 

of large fragments of sandstone; on top of these [and along the sides of the channel is a I· . 
42 STREAM MEASUREMENTS IN 1905, PART IX. 

shifting bed 'of sand, which is deposited at low water and reaches a depth of at least 2 feet; 

above gage height 7 feet this deposit is usually scoured out. The current of Purgatory 

River is very swift and beds of sand are rapidly deposited and scoured out during a year's 

time. The right bank, which is the canyon side, is a talus slope composed largely of fragments of sandstone from the vertical wall above, the interstices and intervening stretches 

being filled by a deposit of sand. The left bank is of sand, about 8 feet high, gradually sloping into the talus above. Above the talus slopes on either side the canyon walls are vertical 

for 75 feet. Except at very low water there is more or less boiling of the current, which 

interferes during measurements. At high water the velocity is swift. 

Discharge measurements are made by means of a cable, car, stay wire, and tagged wire. 

The initial point for soundings is th_e zero mark of the tagged line at the right bank, near 

the face of the large bowlder to which the cable is anchored. At low water, discharge measurements are often made by wading. 

The permanent gage is an inclined staff bolted to a large sandstone bowlder on the right 

bank of the stream, 15 feet below the cable. From 10 to 20 feet the gage consists of a vertical staff bolted to an immense bowlder to which the righthand end of the cable is anchored. After the high water of 1905 the channel filled in with sand so that the little water 

that was in the river flowed along the left bank. August 7 a temporary rod was established 

on the left bank at the same datum as the permanent gage. This rod is a staff driven vertically into the river bed at left bank. During 1905 the gage was read once each day during 

ordinary and twice or more during varying stages, by Leigh Bull. The bench mark is a 

dash cut in the bowlder to which the vertical portio:q. of the original rod is attached; elevation, 10.00 feet above the datum of the gage. 

Discharge measurements of Purgatory River near Alfalfa, Oolo., in 1905. 

Date. Hydrographer. 'd h Area of Mean Gage WI t · section. velocity. height. 

Discharge. 

-----1----------------------------

Square Feet per SecondFeet. feet. second. Feet. feet. 

March24 ...... R. I. Meeker ......................... 83 90 2.51 4.85 226 

March 28 ...... L.D. BulL ....... _._ ................ 83 100 1.80 4.40 180 

April17 ....... ..... do ............................... 83 130 2.46 5.20 320 

April25 ....... ..... do ............................... 85 328 3.86 7.35 1,265 

May4 ......... ..... do ............................... 95 194 3. 78 6.35 734 

E~: JE - - 85 100 3.68 5.10 368 

90 140 4.04 6.05 565 

90 120 3.25 5.25 393 

90 110 3.65 5.50 402 

July23 ........ ..... do ............................... 90 150 4.35 6.28 653 

August 3 ...... ..... do ............................... 96 110 4.34 5.80 478 

August 7 ...... R. I. Meeker ......................... 37 53 2. 74 4.00 145 

AugustS ...... L. D. BulL .......................... 36 47 2.55 3.80 120 

August 12. ---· ..... do ............................... 43 .56 2.62 4.00 147 

August 19 ___ .. ..... do ............................... 30 11.3 .85 2.65 9.6 

August 25 : . ... . .... do .................... _._ .. _._ ... 94 170 5.08 6.80 866 

September 2 ... ..... do ............................... 75 52 1.86 3.88 97 

September 8 ... ..... do ............................... 68 46 1.89 3.55 87 

September 21.. ..... do ............................... 28 8. 7 .78 2.60 6.8 

October1L .... ..... do ............................... 28 7.2 .53 2.55 3.8 

November 26 .. ..... do ............................... 22 6 .83 2.55 5 

December 3 .... ..... do ............................... 26 15 1.07 2.80 16 

December 14 ... ..... do ............................... 26 24 .88 3.20 21 
PURGATORY RIVER DRAI~AGE BAS~N. 43 

Daily gage height, in feet, of Purgato~y River ~ar .Alfalfa, obzo., for 1905. 

Day. Mar. Apr. May. June. · July .A,ug. Sept. Oct. Nov. Dec. 

-------1--- --~--. ---\---·\----.-.---- 1 ......................... . 

-2 ....... ~ ................ .. 

'3·---------------~ -------- 4 ........................ .. 

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

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

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

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

9 ....... , ................ .. 

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

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

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

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

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

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

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

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

JR •••••••••••••••••••••••••• 

111 ........................ :. 

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

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

22.................. 5.8 

23.................. 5.25 

7.2 

5.66 

5.45 

6.24 

5.9 

6.6 

6.6 

6.45 

6.55 

6.3 

6.0 

5.8. 

5.55 

5.55 

5.6 

5.5 

5.2 

5.2 

5.35 

5.5 

5.0 

4.8 

4.9 

7.5 

7.3 

6.8 

6.4 

5.85 

5.4 

5.25 

5.3 

5.1 

5.6 

5.2 

4.85 

4.8 

5.1 

5.1 

5.1 

5.2 

5.25 

5.2 

5.8 

6.1 

5.9 

9.0 

24.................. 5.1 8.08 5.9 

25.................. 4. 7 7.96 5.6 

26.................. 4.5 .9. 72 5.45 

27.................. 4.45 11.01 5.4 

28.................. 4.4 10.35 5.3 

29.................. 4.15 8.6 5.25 

30.................. 4.0 7. 7 5.25 

31.................. 3.8 5.3 

5.5 

5.4 

5.3 

5.3 

5.75 

5.6 

5.5 

6.0 

5.8 

5.4 

5.5 

5.4 

5.3 

5.1 

4.9 

4.7 

4.6 

4.25 

4.1 

4.0 

3.9 

3.9 

3.85 

2. 75 

2.6 

2.5 

2.4 

2.3 

2.2 

2.1 

2.15 

2.0 

1.9 

1.95 

1.9 

1.8 

1. 7 

1.6 

1.5 

1.55 

1.6 

1.65 

1.65 

1.7 

6.2 

4.8 

4.0 

5.0 

6.1 

3.8 

3.9 

3.9 

3.9 

3.8 

3. 7 

3.65 

3.5 

4.0 

3.85 

3.55 

3.4 

3.3 

3.0 

2.8 

2.65 

2.55 

2.5 

2.45 

2.4 

3. 75 4.0 2.35 

3.7 3.1. 12.9 

3.6 3.2 5.5 

3.4 2.9 4.2 

3.15 2.6 4.0 

2.95 2.4 3.8 

2.85 3.2 4.5 

5.3 4.0 

3.95 2.65 

3.9 2.65 

3. 7 2.6 

3.35 2.6 

3.5 2.6 

5.1 

1

. 2.6 

4.2 2.55 

3.8 2.55 

3.35 2.55 

3.15 2.55 

3.05 2.55 

2.9 2.55 

2. 7 2.55 

2. 7 2.55 

2.65 2.55 

2.65 2.55 

2.6 2.55 

3. 75 2;55 

.2. 75 2.55 

2.65- 2.55 

2.65 2.55 

2.6 2.55 

2.6 2.55 

2.6 3.1 

2.6 2.8 

3.8 2.65 

3.1 2.55 

2.9 2.5 

2.8 2.5 

2. 75 2. 45 

2.45 

2.45 

2.45 

2.45 

2.45 

2.45 

2.45 

2.4 

2.45 

2.45 

2.45 

2.45 

2.45 

2.45 

2.45 

2.45 

2.45 

2.45 

2.45 

2.45 

2.45 

2.4 

2.4 

3.4 

3.1 

3.0 

2.7-

2.5 

2.5 

2.5 

2.8 

2.8 

2,,8 

2.8 

2.8 

2.8 

2. 75 

2. 75 

3.1 

3.2' 

3.0 

3.0 

3.0 

3.2 

3.2 

3.2 

3.1 

3.15 

3.1 

3.1 

3.1 

3.05 

3.05 

3.1 

3.2 
44 STREAM MEASUREMENTS IN 1905, P .ART IX. 

Station rating table for Purgatory River noor.A~falfa, OOlo.,from March 22 to December 31, . 19o6. . . 

Ga{'l heig t. Discharge. Ga~e heig t. Discharge. Ga{'l heig t. Discharge. G~e heig t.· Discharge. 

---

Feet. SecO'Tid-feet. Feet. BecO'Tid-feet. Feet. Second-feet. Feet. SecO'Tid-feet. 

1.50 0 3.10 37 4.70 228 7.60 1,250 

1.60 1 3.20 45 4.80 244 7.80 1,360 

1.70 1 3.30 ,53 4.90 261 8.00 1,480 

1.80 1 3.40 62 5.00 280 8.20 1,600 

1.90 2 3.50 72 5.20 322 8.40 1, 730 

2.00 2 3.60 82 5.40 369 8.60 1,860 

2.10 3 3.70 93 5.60 421 8.80 2,000 

2.20 4 3.80 10.'; 5.80 479 9.00 2,140 

2.30 5 3.90 117 6.00 545 9.00 2,505 

2.40 6 4.00 130 6.20 618 10.00 2,00o 2.50 8 4.10 143 6.40 695 10.50 3,330 

2.60 11 4.20 156 6.60 778 1i.oo 3,780 

2.70 15 4.30 170 . 6.80 865 11.50 4,250 

2.80 19 4.40 184 7.00 955 12.00 4,730 

2.90 24 4;50 198 7.20 1,045 12.50 5,230 

3.00 30 4.60 213. 7.40 1,145 

The above table IIi applicable only for open-channel conditions. It is based on 18 discharge mea.s-· 

urements made during 1905. It Is well defined between gage heights 2.5 feet and 7 feet. Below 2.5 feet 

the table is very uncertain. 

Estimated monthly discharge of Purgatory River near Alfalfa, Oolo., for 19o5. 

Discharge in second-feet. 

Month, 

Maximum- Minimum. Mean. 

Total in 

acre--feet. 

=-----------------------------1 1-----1------ March 22 to 31. ................................ · ........ .. 479 105 230 

April ................................................... . 3,789 244 911 

May ............ , ....................................... . 2,140 244 502 

June .................................................... . 545 22 248 

July ................................. , ................... . 618 0 50.9 

August •.••••••••.•••...•..•••........•.•...•....•..•.... 5,630 6 29.·3 

Septsmher ......................................... , .... . 300 11 54.6 

October ................................................. . 37 7 11.3 

November .............................................. . 62 6 11.3 

.December 1-23,31. .............. , ..................... .. 45 17 32.3 

1--~--r----1 

The period .................................................. ,.,, ... , .............. .. 

CIMARRON RIVER DRAI~AGE BASIN. 

DESCRIPTION OF BASIN. 

4,562 

54,210 

30,870 

14,760 

3;130 

18,020 

3,249 

695 

672 

1,538 

131,700 

Cimarron River rises in the Raton Mountain Range in ColCax County, N.Mex., at an ele-. 

vation of nearly 7,000 feet, and flows eastward across Beaver County, in Oklahoma, then 

across the southwest corner of Kansas, entering Oklahoma again in Woodward County, and 

following a southeasterly course to 1ts junction w1th Arkansas River at the Indian Territory 

·line. The basin lies between those of Arkansas and N ortli Canadian rivers, and is Within the 

arid belt. From west to east it. is 190 miles from the source to the gaging station at Arkalon, 

Kans., and 450 miles to its mouth; its extreme width is not more than 50 miles. The area of 

the basin 1s 5,200 square miles. The elevation at Arkalon is·2,615 feet; most of ttl~ eli.~~ ... ence of elevation from the sourll6 of the river occurs in New Mexico. 
CIMARRON RIVER DJAINAGE BA~IN. 45 

The upper course of the Cimarr~n is entirely in a mountainous and hilly region, very precipitous, rocky, and impervious. In this portio~l there are no t~butaries of any size, and 

the river seldom receives much water from melt~pg snows. As ~t approaches Kansas the 

bottoms are sandy and porous, and, while the adjacent land is hilly, the soil is generally a 

black loam covered with buffalo grass. There is colllSiderable timber along all the streams 

in New Mexico and northwestern Oklahoma, but ~ery little in Kaqsas .. The rainfall is very 

light, being about 12 inches in New Mexico and pklahoma and ¥creasing to 20 inches at 

Arkalon. Floods are rare and have no regular periods of occurrence. There are no lakes or 

marshes in this drainage basin, except small areas here and there along the river bottoms. 

The land is but little cultivated, forage being the frincipal produ~f- There are few springs 

along Cimarron River below the Kansas line and ~nderground wa~er is at depths of from 50 

to 150 feet. Some irrigation is practiced by private parties in New Mexico and Oklahoma, but none in Kansas. There is no water for power development in this basin. 

CIMARRON RIVER NEAf KENTON, OFLA. . 

This station was established April 5, 1904, by W. G. Russell, and was discontinued July 

31, 1905. It was located at the highway crossing on the main road, one-half mile north of 

Kenton, Okla. I I 

The channel is very narrow and crooked, and the current is slpggish. Both banks are 

low, wooded, and subject to overflow. The bed of the stream is muddy, but too narrow to 

shift much. There is only one channel at low or medium stages, but there may be two at 

high stages. I I 

Discharge measurements are made at low w~ter by wading ~ear the gage. At high 

stages discharges must be computed from the cross section and slope. The initial point for 

soundings is on the right bank of the stream. 

There are two gages. The first is a staff driven1 vertically into tpe bed of the stream and 

fastened to posts driven into the ground. The sedond g~ge is in t,o sections,_ the_ first being 

the same as gage No. 1 and located 70 feet south Jest of It. The second sectiOn IS fastened 

to a cedar post 100 feet east of the first gage. During 1905 the gage was read by L. A. 

Wikoff. The bench mark is the top of three naijs driven into thJ west side of an 18-inch 

willow tree standing 100 feet southwest of the first gage; elevation 1'15 feet above the datum 

of the gage. I 

A description of this station and gage height anddischarge data are contained in WaterSupply Paper No. 131, United States Geological ~urvey, pp. 147-148, 181. 

Discharge measurements ofOimarron R~ver near Kentonl Okla., in 1905. 

Date. H d h Width Area of Mean Gage Disy rograp er. · section. v1locity. height. charge. t Square :meet per Secondfeet. second. Feet. feet. 

JunelO ........ J. M. Giles ........................... · 18 52 0.95 1.10 49 

June 11 ............. do .............................. . 

June 11 ............. do .................. --,-- ....... .. 

June 12 ............. do .............................. . 

IRR 173-06--4 

18 

I8 

18 

46 

47 

45 

.59 

.65 

.53 

.80 

.90 

• 70 

27 

31 

24 
46 STREAM :MEASU:BE'MENTS IN ]905, PART IX. 

Dauy gage heigljj,, in feet, of Cimarron River near Kenton, Okla.,for 1905. 

Day. Jan. Feb. Mar. · Apr. :May. June. July. 

----------'--------1----------. -----

1 •••....................••................... 0.8 0.8 0.9 2.4 1.4 0.9 2."1) 

2 ... .': ... ···········----·-----------------··· ;9 .8 .8 1.9 1.2 1.5 .3 

3 ••........................................•. .9 .8 .8 1.1 1.0 .9 .2 

4 ..•....................................•.••. .9 .8 .8 1.0 .9 .7 .1 

5 .•. · ............ : .. : ...•..................•• : ,9 .8 .8 .8 .8 .4 .o 

6 .•........•.....• ~ ....... · ...•...... · ......... .9 .8 .9 .8 .8 -~ .o 

7 ............................................ .9 .8 .9 .8 .8 .5 .o 

8 ............................................ ;9 .8 .9 .8 .7 4.5 .1 

9 ............................................. .8 .8 .7 1.4 .7 1.1 .1 

10 ............................................ .8 ,8 .7 1.6 .7 1.1 .1 

11 ............................................ .8 .8 .7 1..4 .7 .8 .1 

12 .......... · ........................ , ......... .9 .8 ,'{. 1.1 .7 .7 .1 

13 ............................................ .9 .8 .7 1.0 .7 .7 .1 

14 ............................................ .9 .8 .7 .9 · .. .6 .7. .o 15.~ .......................................... .9 .8 .7 .9 .6 .7 .1 

16 .......................................... ~. .8 ~8 .8 .8 .6 .6 .1 

17. ............................................................ .9 .8 . . .8 ~8 .5 .5 .0 

18 ............................................ .9 .5 .7 .8 . 7 .5 .o 

19 ............................................. .9 .6 .7 .8 .5 .5 .o 

20 ••••• ~ ••••••••• :.: .......................... 1~0 .8 .7 .8 .5 .4 .o 

21 ............................................ .9 .8 .7 .8 2.1 .4 .0 

22 ............................................ .9 .8· .7 .8 .9 .3 2.'6 

23 ............................. , .............. .8 .8 .7 1.6 4.8 .2 1.1 

23 ............ ': ..•.••••• i, ....................... : ...... .8 .8 .7 5.8 1.l .2 .3 

25 .. -.. -................................... ·-- ...... ~- ...... -.... -......... .8 .8 .7 4.8 1.1 .1 .1 

26 •••••••••••••••• , .•.••••.•••••••.•••.••••••••• .9 ~7 - .7 1.4 2.9 .1 .o 

27 .......................... , .................. .9 .9 .7 3.4 4.3 .0 .0 

28 .................................... ~ ....... .8 .9 .7 3.5 2.3 .0 .4 

29 ............................................ .8 .7 2.3 1.4 .0 .0 

30.~ ..................................... : ..•. .8 .7 1.7 --r----' .i .0 

31 .•.....•.......•......................•.•.•.• .8 .7 ............. ! .9 ............ .0 

CIMARRON RIVER NEAR GARRETT, OKLA. 

This station was established May 8, 1905. It is located at Strong's ranch, abotit 3 miles 

west of Garrett, Okla., 20 miles east of Kenton, and 50 miles by stage from Clayton, N.Mex., 

the nearest railroad station. The station. is below the mouth of Nort~ Carriso and South 

Carriso creeks aild 1 mile below the site ofthe proposed dam for a storage reservoir. 

The channel is straight for 100 feet above jl.Ild 300 feet below the gage. The current is 

swift. Both banks are about 6 feet high and subject to overflow. The bed of the stream is 

oomposed of rocks ah.d is permanent. There is but one channel at all stages. 

·Discharge measurements are made by wading near the gage at low water and from a CJthle 

one-half mile below the gage at high water. The irutial point for soundings is the post sup" 

porting the cable on the right bank. 

A vertical staff gage is fastened to a cottonwood tree on the left. bank, about one-half mile 

east of t_he ranch house. During 1905 the gage was read once each day by R. L. Strong. 

Bench marks were establisped as follows:· (1) A nail in a cross cut in a sandstone ledge at 

the foot of the hill south of the river, about 50 feet upstream from the gage; elevation, 

16.30 feet. (2) A nail in the root of a cottonwood tree about 25 feet north of the gage; 

elevation, 7.12 feet. Elevations refer to.tli.e datum of the gage. 
47 

Discharge measurements of Oimarron River near Garrett, Okla., in 1905. 

I I 

Date. H d h '

'Jd h Area of lfean Gage Dis- y rograp er. _'_'' 1~'t_. section. ve~ocity .. height. charge. 

May7 ......•... W. W. Schlecht .................... . 

Jnne 12 .•••.... J. M. Giles .......................... . 

June 12 ............. do ......... , .................... . 

June 13 ............. do ....................... __ ·_ .... . 

June 13 .•...•......• do ...•.................... --~ ... . 

June 14 ••........... do .............................. . 

June 14 ............. do ...•........................... 

August 17 .•........ do ...•........................... 

Fret. 24 

24 

24 

23 

I~ 24 

14 

August18 ........... do............................... j 14 

September 26 •. E. Patterson .............................. . 

September 27 ....... do ................................. : ... . 

September 28 ....... do ...................................... . 

November 14 ....... do ...................................... . 

(a) J". M. Giles .................... -- ..... -- .j -· ·- (a) •••.. do ......................•........ ---j----

Squa. re {eet. 

41 

28 

32 

34 

33 

40 

42 

12.5 

12 

8 

8.5 

8.1 

11 

8.1 

19.7 

~:re~:J: 1.00 

2.39 

2.08 

1.58 

1

1.59 

1.98 

2,17 

1.80 

1

1.38 

1.46 

1.15 

1.20 

1.47 

3.~8 

5.49 

a Computed from slope measurement, using Kutter's formula. 

Feet. 

1.30 

1.52 

1.50 

1.40 

1.40 

1.69 

1. 79 

.90 

.80 

. 75 

.73 

.71 

.85 

3.50 

6.50 

Daily gage height, in feet, ofOimarron Riv1r near Garrett, ~kla.,jor 1905. 

Day. May. . Juue. July. Aug. Sept. Oct. Nov. 

Second- feet. 41 

68 

67 

53 

52 

80 

91 

22 

17 

11.7 

10.7 

9. 7 

16 

298 

1,082 

Dec. 

------------1------------------

1..--.-.-.-.--.------.-.-. ·.·---- ---- --------

2------------------------------····· -------- 3 ................................... --------

4 •.................................•........ 

5.------------.------.--.-.-.------- --------

6 .... --------.----.-.---.----.-.- --- --------

7................................... 1.3 

8 .... ------------------------------- '1.3 

9 ..... ---- -------------------------- 1.2 

10 .. ----.--.---------.-.--------. -·-- 1.15 

11 .. ------------ .. ------------ .... --- 1.1 

12 .... -----. ----------------.- .. -.--. 1.1 

13 .. ------ , __ ---- .... -------- .. -----. 1.05 

14.----.-.-.----.--.---.-.----------- 1. 05 

15 .. -------- .. ------ .. --------.------ 1.1 

16 .... ---- -------- .. ----.--.---- .. --- 1.1 

17-------------- .. -------------- .. --- 1.1 

.18 .. --------.------------------ ..... - 1.05 

19 .... ---------------- .......... __ ·____ 1.0 

20 .. --.-.-.-------.-.------ ... -.-.--- 1. 0 . 

21. ....... ------ .. ---------- ... ------ 1.05 

22 ........ ------ ------ .. -- ...... -- --- 4.45 

23 .... ------ .. -- .... ----.--.-- .... --. 10.35 

24 .. ------ ...... ---- .. -- .. -- .... ----- 3. 4 

25................................... 1.95 

26 .. -- .... ------ ........ -- ....... ---- 2.55 

27................................... 7.8 

28 •• ---- .. -- ...... -- ............. ---- 3.42 

29 .. -- .... -------------------- .. -- .. -- 2.55 

30 ...... ---------------------- .. ----- 1. 75 

31. ..... -- .. -- .. ---- --·---------- ..... 1.6 

1.55 

2.65 

1.6 

1.45 

1.25 

1.2 

1.15 

9.3 

2.8 

2.1 

1.8 

1.5 

1.4 

1.5 

1.35 

1.15 

1.2 

1.1 

1.05 

1.0 

1.0 

.9 

• 9 

.85 

.85 

.8 

.8 

.8 

.8 

1.1 

~:t .95 

.8 

:f.; Js 

1.95 

.8 

+ .55 

• 7 

2.~ 1. 

. 5 

.8 

.65 

1J 

.65 

I 

0.6 

6.1 

4.3 

1.8 

1.4 

.. 95 

6.5 

4.55 

1.55 

1.2 

.95 

1.0 

3.3 

1.4 . 

1.1 

1.0 

.9 

.85 

.8 

.8 

.95 

• 75 

• 7 . 

.65 

.6 

.6 

. o 

.55 

.55 

.55 

.55 

0.551 

.55 

.5 

1.1 

. 75.1 2.5 

1.55 

3.95 

4.6 

5.3 

2.0 

1.3 

1.0 

:: I 

.85 

.85 

::I 

.8 

.8 

.15 

• 751 

. 751 

• 7 

.8 

• 7 

• 7 I .65 

.65 

0.6 

.65 

.65 

.65 

.65 

.65 

.65 

.65 

.65 

.65 

.65 

.65 

.7 

.7 

.7 

.7 

.7 

• 7 

• 7 

.75 

.75 

. 75 

. 75 

.15 

.8 

.8 

.8 . 

.8 

.8 

.8 

.8 

0.8 

.8 

.85 

.9 

.8 

.8 

.8 

.85 

.85 

.85 

.85 

85 

.85 

.85 

.85 

.85 

.85 

.85 

.85 

.85 

;85 

.95 

1.5 

1.3 

1.0 

1.0 

.95 

.9 

.9 

.9 

0.9 

.9 

.9 

.85 

:85 

.85 

.85 

.85 

.85 

.85 

.65 

.65 

.65 

.65 

.65 

.7 

.85 

.9 

.9 

.9 

.9 

.85 

.8 

.8 

.85 

.9 

.9 

.9 

.85 

.85 
48 STREAM MEASUREMENTS IN 1905, PART IX. 

Station rating table for Cimarron River near Garrett, Okla., from May 7 to December 31, 1905. 

Ga~e heig t. Discharge. Gage 

height. Discharge. Gage 

height. Discharge. Ga~ heig t. Discharge. 

--------

Fee!. Second-fee!. Feet. Second-fee!. Feet. Second-fee!. Fee!. Second-fee!. 

0.70 10 1.80 87 2.90 205 4.00 385 

0.!!1.) 14 1.90 96 3.00 220 4.20 422 

0.90 19 2.00 105 3.10 235 4.40 461 

1.00 25 2.10 114 .3.20 251 4.60 503 

1.10 31 2.20 124 3.30 267 4.80 548 

1.20 38 2.30 134 3.40 283 5.00 595 

1.30 46 2.40 144 3.50 299 5.20 646 

1.40 54 2.50 155 3.60 316 5.40 701 

1.50 62 2.60 166 3. 70 333 5:60 760 

1.60 70 2.70 178 3.80 350 5.80 823 

1. 70 78 2.80 191 3.90 367 6.00 890 

The above table is applicable only for open-channel conditions. It Is based on fifteen discharge measurements made during 1905. It is well defined between gage heights 0.7 foot and 1.8 feet. Above 1.~ teet 

the table is based on computations from two slope measurements, using Kutter's formula. This extension can be considered only roughly approximate. 

Estimated monthly discharge ofOimarron River near Garrett, Okla.,for 1905. 

Discharge in second-feet. 

Month. 

Maximum. Minimum. Mean. 

May (23days) ..................... ; ................................ . 25 91.0 

June (29 days) ••.•.•....................... ·- .................. , ... . 14 49.6 

July..................................................... 129 5 22.2 

August (30 days) ................................................... . ·6 90.5 

September............................................... 673 5 74.4 

October................................................. 14 7 10.4 

November............................................... 62 14 19.5 

December ••.•.......... , . . . • . . . . . . . . . . . . . . ... . • . • . . . . . . . . 19 8 15.4 

The period •...•..................•.•.........•............ , ............•.....•..... ·I 

NoTE.-On the days missing the discharge was above the limit of the rating table. 

CIMARRON RIVER AT ARKALON, KANS. 

Total in 

acre-feet. 

4,152 

2,853 

1,36.5 

5,385 

4,427 

640 

1,160 

947 

20,930 

This station was established August 15, 1903, by W. G. Russell, and was discontinued 

October 31, 1905. It is located at the Chicago, Rock Island and Pacific Railway bridge, 

about one-half mile north of Arkalon, Kans. 

The channel is straight for about 100 feet above and below the station. The current is 

sluggish at low and swift at high stages. Both banks are low and liable to overflow, The 

railroad embankment is high at each end of the bridge, forcing the water to pass beneath 

the bridge at all stages. There is but one channel, which is shallow except at high water. 

The piles of the bridge and drift may at times affect the measurements. 

Discharge measurements are made from the bridge, but can be made at low water by 

wading. The initial point for soundings is the end of the bridge at ·the right bank of the 

river. 

The original gage is a staff fastened to the fifth pile bent from the south end of the bridge, 

on the downstream side. Sand havmg collected at the foot of the gage April 17, 1905, a 

.section reading from zero to 2 feet was fastened to the fourth bent ori the downstream side. 

During 1905 the gage was read once each day by Miss Ethel Singer. Bench marks were 
CIMARRON RIVER DRAINAGE BASIN. 49 

established as follows: (1) The top of the cap at the east end of the second bent from the 

south end of the bridge; elevation, 15.76 feet. (2) The top of two nails in the top of a pile 

about 5 feet from the southwest corner of the bridge, 6.5 feet from the west side of the rail; 

elevation, 17.22 feet. Elevations refer to the datum of the gage. 

Information in regard to this station is contained in the following publications of the 

United States Geological Survey (Ann=Annual Reports; Bull=Bulletin; WS=WaterSupply Papers): 

Description: Ann 18, iv, p 243; Bull140, p 167; WS 99, p 247; 131, pp 148-149. 

Discharge: Ann 18, iv, p 243; Bull140, p 167; WS 99, p 247;" 131, p 149. 

Discharge, monthly: Ani) 18, iv, p 244; Bull 140, p 167. 

Gage heights: Bull 140, p 167; WS 11, p 64; 99, p 227; 131, p 149 

Rating table: Ann 18, iv, p 244. 

Discharge measurements of Cimarron River at Arkalon, Kans., in 1905. 

Date. Hydrographer. -· Area of Mean Gage WIdth. section. velocity. heigl)t. Discharge. 

-----1----~------- --------------

Feet. 

Apri117 ....... W.G.Russell....................... 39 

August 2 ........... do............................... 28 

Square 

feet. 

25 

16 

Feet per second. 

1.40 

1.37 

Feet. 

1. 60 

1.30 

Daily gage height, in feet, of Cimarron River at Arkalon, Kans. ,for 1905. 

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. 

Secondfeet. 

35 

22 

Oct. 

-------1------------------------------

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.-- .... -----------

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.4 

1.5 

1.6 

1.7 

1.8 

1.9 

1.9 

1.9 

1. 9 

1.9 

1.9 

1.9 

1.9 

1.9 

1.9 

1.2 

1.2 

1.3 

1.3 

1.3 

1.3 

1.3 

1.6 

2.1 

1.9 

1.7 

1.4 

1.4 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.7 

1.5 

1.9 

1.9 

1.9 

1.9 

1.8 

1.8 

1.8 

1.8 

2.0 

1.8 

1.8 

1.7 

1.6 

1.5 

1.6 

1.6 

1.5 

1.5 

1.5 

1.4 

1.8 

2.5 

2.8 

3.4 

1. 4 4. 6 

1.41 3.0 

1.4 1.9 

~:! 1----~:~. 

1.9 

1.9 

1.9 

1.9 

1.9 

1.9 

1.9 

1.9 

1.8 

1.8 

1.8 

1.8 

1.8 

1.8 

1.7 

1.7 

1.5 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

3. 7 

3.8 

3.5 

3.4 

3.6 

4.2 

4. 7 

4.5 

4.0 

3.8' 

3.0 

2.6 

2.0 

1.6 

1.4 

1.4 

1.4 

4.6 

2.9 

2.6 

2.3 

2.0 I 1.9 

1.6 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.5 

1.5 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.4 

1.5 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

2.5 

2. 7 

2.3 

1.7 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.4 1.3 

1.4 ' 1.3 

1.4 1.3 

1.5 1.3 

1.5 1.3 

1.3 

1.3 

1.3 

1.5 

1.4 

1.3 

1.3 

1.3 

1.3 

1.6 

1.4 

1.3 

1.7 

1.4 

1.3 

1.7 

1.4 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 

1.3 
50 STREAM MEASUREMENTS IN 1905, PART IX. 

CIMARRON RIVER NEAR WAYNOKA, OKLA. 

This station was established September 11, 1903, by W. G. Russell, and was discontinued 

December 31, 1905. It is located at the railway bFidge 2~ miles southwest of Waynoka, 

Okla. 

The channel is straight for 1,000 feet above and below the station. Both banks are liable 

to overflow at very high water. The bed is shifting quicksand. At low water there may 

be several channels. At high water there is one channel, broken by the bridge supports. 

Discharge measurements are made from the railway bridge, which is supported on piles 

and has a total span of 2,158 feet, and by wading at low water. The initial point for soundings is the east end of the bridge. 

The gage is a staff fastened to the east side of the eighth pile bent from the east end of the 

bridge. During 1905 the gage was read by M. J. Sunden. Bench marks were established 

. as follows: (1) The top of the cap of the bench to which the gage is spiked; elevation 10.93 

feet. (2) The northeast corner of the cap of the bent at the fill at the east end of the bridge 

on the downstream side; elevation, 10.09 feet. Elevations refer to the datum of the gage. 

Information in regard to this station is contained in the following Water-Supply Papers 

of the United States Geological Survey: 

Description: 99, p 246; 131, p 150. 

Discharge: 131, p 150. 

Gage heights: 99, p 246; 131, p 151. 

Discharge measurements of Cimarron River near Waynoka, Okla., in 1905. 

Date. Hydrographer. Gage. Disheight. charge. 

----------1-------------------------------------------------------

SecondFeet. feet. 

May 1. ......... W. G. Russell ................................................... . 1.90 905 

June 7 ......... J. M. Giles ........................... ·········'······ ........•.... .90 68 

June 20 ........ E>Lrl Patterson .................................................. . ·.95 '99 

June 21 ............. do ........................................................... . 1.40 318 

July 20 .............. do ..........•........................................ ·: ...... . .40 .2 

August 18 ........... do ........................................................... . 1.10 93 

August 28 ........... do ........................................................... . .30 2.6 

September 20 ........ do ........................................................... . .90 40 

October 21. .... J. M. Giles ....................................................... . .30 .2 

October 26 ..... Earl Patterson .................................................. . . 41 .4 

November 26 ........ do ................................... , ....................... . 1.50 258 

December 19 ........ do ............................ : .................... , ......... . 1.05 75 
VERDIGRIS RIVER DRAINAGE BASIN. 51 

Daily fl0116 height, in feet, ofOimarron River near W aynolca, Olcla.,for 190/i. 

Day. Jan. Feb; Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

-- -----~ -------- -- 1 ................... 1.1 1.3 1.5 1.0 1.9 1.6 0.8 1.6 0.3 . 0.5 0.5 1.0 

2 .........•.•.• 1.1 1.3 1.4 1.0 1.8 1.5 2.4 1.5 .3 .5 .5 1.0 

3 .............. 1.2 1.3 1.4 1.0 1. 7 1.5 3.0 1.0 .3 .5 .5 1.0 

4 .....•••.....• 1.2 1.3 1.3 1.0 1.6 1.3 3.0 .8 .3 .5 .5 .1.0 

5 .............. 1.2 1.3 1.3 1.5 1.5 1.0 2.0 .6 .3 .5 .6 1.0 

6 ...••••.....•. 1.2 1.3 1.3 1.5 1.5 .9 1.8 .5 .3 .5 .6 1.0 

7 ....•......... 1.2 1.3 1.3 1.5 1.5 ;8 1.6 .5 .3 .5 1.0 1.0 

8 .............. 1.1 p 1.3 1.5 1.5 .8 1.3 .5 .6 .4 1.0 1.0 

9 ....•••.•.••.. 1.1 1.3 2.0 1.5 1.4 .7 2.0 .5 .6 .4 1.0 1.0 

10 ............... 1.1 1.3 ·2.0 1.5 1.3 .7 1.8 .5. 4.5 .4 1.0 1.0 

11 •.•••••••.•..• 1.0 1.3 2.0 1.4 1.2 .6 1.5 .li 2.5 .4 1..0 1.0 

12 .••......•.•.• 1.0 1.3 2~0 1.4 1.1 .5 1.2 .5 2.0 .4 1.0 1.0 

13 ...........•.. 1.0 1.3 2.0 1.3 1.0 .5 1.0 2A 1.8 .4 1.0 1.0 

14 •••••••••••••• 1.0 1.3 2.0 1.3 1.0 .6 .8 2.0 1.5 .4 1.0 1".0 

15 ....•• , ....... 1.0 1.3 2.0 1.3 1.0 .7 .5 1.9 1.3 .4 .9 i.o 

16 .•............ .1.0 1.3 2.0 1.3 1.0 1.0 .3 1.5 1.0 .4 .9 1.0 

17 .•.•.•.•.•.•.• 1.0 1.3 2.0 1.3 1.0 1.0 .4 1.2 1.0 .4 .9 1.0 

18 ...•.......... 1.0 1.3 2.0 1.3 1.0 1.0 .4 1.0 1.0 .3 .9 1.0 

19 ...•....••..•. 1.1 1.3 2.0 1.6 1.0 1.0 .4 1.0 .9 .3 .9 1.0 

20 ••••••••••• , •• 1.2 1.3 1.8 1.6 1.0 1.0 .4 1.5 .8 .3 1.0 1.0 

21. •.••••••••.•• 1.3 1.3 1.6 1.5 1.0 1.2 .4 1.3 .7 .3 1.0 LO 

22 •••••••••••••• 1.3 1.4 1.5 1.5 1.0 1.3 2.3 1.2 .6 .3 1.0 1.0 

' 23 •••••••••••••• 1.3 1.5 1.5 1.5 1.0 1.4 2.0 1.-0 .6 .3 1.0 1.0 

24 ••••••• , •• , ... 1.3 1.9 1.4 1~5 1.0 1.5 1.8 .8 .6 .4 2.0 1.0 

25 .............. 1.3 1.9 1.4 2.2 1.0 1.0 1.6 .6 .6 .4 1.2 1.0 

26 •••••••••••••• 1.3 1.6 1.4 2.2 2.0 1.4 1.5 .5 .6 .4 1.2 1.0 

27 .............. 1.3 1.5 1.3 2.2 2.0 1.3 1.4 .5 .. 6 .4 1.2 .1.0 

28 .............. 1.3 1.5 1.2 2.0 2.0 1.2 2.5 .5 .6 .4 1.2 1.0 

29 .............. 1.3 ........... 1.1 2.0 2.0 1.0 2.0 .5 .6 .4 1.1 1.0 

30 .............. 1.3 .......... 1.0 1.9 2.0 .9 2.0 .4 .6 .4 1.1 1.0 

"31. ............. 1.3 ............. 1.0 ........... 1.8 .. ........... 1.8 .4 ------- .4 .............. l.O 

VERDIGRIS RIVER DRAINAGE BASIN. 

DESCRIPTION OF BASIN. 

This drainage basin lies between those of Grand and Arkansas rivers, being entirely 

within the humid belt. It has no mountain tributaries, but depends for its water supply 

on the precipitation-within its area. Its catchment area extends east and west in Kansas 

and Indian Territory a distance of 70 miles, and north and south 170 miles, giving it an 

area of 7,920 square miles at the gaging station at Catoosa, Ind. T. The main stream is 

formed'by springs and small tributaries in Chase County, Kans., about 100 miles east of the 

center of the State, at an elevation of 1,075 feet, and :flows nearly due south into Arkansas. 

River just above its junction with Grand River, about 6 miles northeast of Muscogee. Its 

elevation at the mouth is 513 feet above sea level. Its principal tributaries are Fall, Elk, 

and Caney rivers, all of which enter from the west. Fall and Elk rivers drain southern 

Kansas, and Caney River drains southern Kansas and part of Indian Territory. 

This basin lies within the Coal Measures and is composed of porous and broken sandstones . 

and limestones, which are covered with a black, porous loam. This, with a precipitation of 

35 and 40 inches, gives large quantities of underground water at a medium depth. There 

are large belts of timber along this river and all its tributaries, increasing in size to the south, 

where the forest covers all the bottom lands and a large part of the uplap.d. The cultivated area ·in Kansas is about 59 per cent of· the drain!lge area.; in Indian Territory it is . 
STREAM MEASUREMENTS IN 19051 PART IX. 

m ch less. The general slope of the basin is small and the streams are very crooked, with 

m ch debris iD. the channels, causing a very low velocity. .Any heavy rainfall of long durati m gives a flood which covers all the low bottom lands. The bottom lands in Kansas are 

nerally cultivated and suffer damage, but those in Indian Territory are not generally 

u der cultivation, and the damage is not great. The extreme flood height·at the gaging 

s ttion at Catoosa, Ind. T., was 48.8 feet and at Independence, Kans., 36 feet. These 

fl ods are liable to occur at any time during spring, summer, or fall. A few small lakes or 

p nds lie along the lower course of Verdigris River, but they are not of great extent. There 

are no irrigation works, and only a few water-power sites for mills, and mast of these .are 

a andoned. Along the middle course of the Verdigris are many large gas and oil wells, 

this portion of the basin being in the gas and oil belt of Kansas. 

VERDIGRIS RIVER NEAR INDEPENDENCE~ KANS. 

This station was established April 20, 1904, by M. C. Hhiderlider, for the purpose of 

m !.king flood observations. It is located at the highway bridge three-fourths of a mile 

n rthwest of Independence, Kans. 

The channel is straight for on&-fourth mile above and below the station. The current is 

s ift. Both banks are high rock cliffs covered with trees. The left bank overflows during 

fl ods. The bed of the stream is composed of gravel and bed rock, and is permanent. 

tere is but one channel, divided at higher stages by one stone pier. 

Discharge measurements are made from the downstream side of the two-span bridge. 

1e initial point for soundings is the south face of the north abutment. 

A standard chain is attached to the upstream guard rail near the south end of the bridge. 

1ere were no gage heights during 1905. Bench marks were established as follows: (1) 

e top of the capstone on the upstream side of the main pier in the stream, marked 

" f-U. S. B. M. No. 1;" elevation, 44.11 feet.· (2) The top stone of the north abutment 

at the end of the bridge on the upstream side, marked "U.S. B. M. No.2;" elevation, 

.69 feet. (3) The top of the stone step in the upstream wing of the north abutment, 

m rked "U.S. B. M.No.3;" elevation,38.00 feet. (4 )The top of the stone in the upstream 

· g wallof the south abutment, marked "+U. S.B. M.No. 4;" elevation, 45.17 feet. 

Elevations refer to the datum of the gage. 

description of this station and gage height and discharge data are contained in WaterS pply Paper No. 131, United States Geological Survey, pages 151-152. 

Discharge measur6'TIU'Tit8 of.V erdigris River near lndepenil6'TIU, Kans., in 1905. 

Date. Hydrographer. th Area of Mean Gage Wid · section. velocity. height. Dis~ 

charge. 

-+----1-------...,.------------------

sr::r Feet per SecondFeet. eet. · second. Feet. feet. 

June 16 .....•.• W. G. Russell •••••.................. 134 689 3.71 7.35 2,555 

Ju el6 ....••.. ..... do._, •..........•..........•...... 137 765 3.67 7.80 2,809 

Ju y 26 .• · ••... : ..... do ....•...................•...... 45 84 1.56 2.40 131 

A gust 22 .••.. ..... do ..••.....•........•..•..... : ... 97 276 3.16 4.20 872 

Se tember 28 .. .•..• do ............................... 98 263 3.36 3.90 884 

VERDIGRIS RIVER NEAR CATOOSA, IND. T. 

is station was established September 25, 1903, by W. G. Russell. It is located at. the · 

F isco Railway bridge, 2 miles northeast of Catoosa, Ind. T. 

he channel is straight for 200 feet above and below the bridge. The current is sluggish. 

B th banks are low·, wooded, and subject to overflow; but all water p~ses beneath the 

br dge and its approaches. At low water there is one channel, and at high water. the chan-. 

ne is broken by the stone piers in the pile supports of the bridge, making five channels. . The. 

g ~ section is obstructed by broken piles, on which drift collects. During high water it is 
VERDIGRIS RIVER DRAINAGE BASIN. 53 

impossible to get any but surface velocities, and much of the current out of the main channel has a very low velocity. 

Discharge measurements are made from the single-span steel railway bridge and its approaches. The initial point for soundings is at the west end of the bridge, 338 feet from 

the zero of the gage scale . 

.A. standard chain gage is attached to the guard rail of the railway bridge, DuriQ.g 19()5 

the gage was read by John L. Calloway. The bench mark is the top of the second stc;me 

pier from the west and upstream side of the bridge; elevation, 50.21 feet above the datum 

of the gage. · 

Information in regard to this statio!). is contained in the following Water-Supply Papers of 

the United States Geological Survey: · 

Description: 99, p 260; 131, p 153. 

Discharge: 131, p 153. 

Gage heights: 99, p 261; 131, p 154. 

Discharge measurements of Verdigris River near Oatoosa, Ind. T., in 1905. 

Date. Hydrographer. ' Area. of Mean Gage Wldth. section. velocity. height. 

Discharge. 

-----1--------------------------

S~are Feet per eet. secona. SecondFeet. Feet. teet. Ma.y9 ......... W. G. Russell....................... 192 1,213 3.20 8.90 3,881 

May 10 .............. do .. .. .. .. .. . .. . .. .. .. .. .. .. .. .. . 182 871 3.06 7.05 2,670 

October 12 .......... do .............................. ~ 143 290 1.12 3.90 326 

Daily gO{Je height, in feet, of Verdigris River-near Oatoosa, Ind. T.,jor 1905. 

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

------------------------

1. ............. 3.7 4.4 12.0 7.7 7.4 37.65 10.2 9.25 9.8 10.6 21.4 6.9 

2 .............. 3.7 4.4 10.1 7.0 7.4 27.4 11.0 9.1 9.3 10.05 16.9 .. 6.5 

3 .............. 3.6 4.4 9.8 6.9 7.3 24.4 18.7 9.1 9.15 10.0 11.7 6.2 

4 .............. 3.5 4.4 8.0 6.8 7.1 25.6 8.75 9.1 8.2 9.2 7.5 6.0 

5 .............. 3.5 4.4 7.9 6. 7 7.0 25.4 6.05 8.4 8. 7 ~ 9.1 5.4 5.1. 

6 .............. 3.5 4.4 7.9 6.6 11.8 25.2 11.25 8.4 9.15 9.0 18.9 5.8 

7 .............. 3.5 4.3 9.8 6.6 12.1 25.8 26.25 8.2 !!-1 8.2 21;8 5.5_ 

8 .............. 3.5 4.2 31.2 6.6 8.1 16.3 29.1 8.2 9.7 7.4 25.0 5.3 

9 .............. 3.5 4.0 28.05 6.6 9.0 12.0 27.2 7.3 19.7- 6.6 ·20.4 5.1 

10 .............. 3.6 4.0 24.0 6.9 8.7 9.4 19:2 l3 11.15 5.7 15.2 5.1 

11 .............. 3.6 4.0 22.1 6.9 8.9 9.5 16.7 7.2. 10.6 4.8 9.3 5.0 

12 .............. . 3.7 4.0 18.2 6.5 8.9 8.1 11.25 'i'.-2 10.1 3.9 6.8 5.0 

13 .............. 3.7 4.0 14.3 6.5 10.7 7.2 8.2 8 .. 7 10.6 3.8 6.4 5.0 

14 ••••...•...... 3.8 4.0 12.1 8.2 12.4 6.9 8.1 12.1 10.3 3.4 6.5 5.0 

15 .............. 3.8 4.0 9.1 7.0 10.4 7.2 8.25 12.4 10.2 3.0 6.8 4.1 

16 .............. 3.8 4.0 8.0 7.0 9.0 7.9 ....... 9.75 10.7 2.8 6.5 4.1 

17 .............. 3.8 4.0 8.9 i.o 8.5 9.3 13. 7. 7.15 10.1 2.4 5.2 4.9 

18 .............. 3.8 3.9 9.4 7.4 8.7 9.8 19.45 7.0 10.65 18.8 4.1 4.8 

19 .............. 3.9 3~9 32.15 7.8. 8.7 10.1 20.85 6.3 10.3 15.5 4.8 4.6 

20 .............. 3.9 4.0 36.0 7.9 13.85 12.5 21.5 10.35 11.15 14.8 5.8 4.2 

21. ............. 3.9 4.4 27.8 7.9 1L9 12.0 .20.15 ·20.75 10.15 7.8 5.8 4.4 

22 .............. 4.u 4.5 15.1 7.9 11.9 9.0 18.65 26.7 10.1 6.4 5.4 4.4 

23 .............. 4.1 5.2 10.0 7.8 10.8 8.2 19.2 28.25 10.15 5.5 5.3 4.4 

24 .............. 4.1 8.3 6.5 7.9 10.7 7.9 17.6 22.35 11.15 4.1 5.2 4.3 

25 .............. 4.1 18.4 6.4 7.9 10.8 7.5 16.1 18.85 11.1 7.7 5.1 4.8 

26 ...•...•.•..•. 4.1 29.3 6.3 7.9 10.8 7.4 16.0 16.8 10.1 25.5 3.5 4.8 

27 .......... : ... 4.0 24.0 6.0 8.0 11.4 7.2 15.05 14.2 10.2 18.6 7.9 4.8 

28 .............. 4.0 14.0 .. 6.3 7.9 20.25· 7.0 27.25 14.2 10.1 15:2 8.9 4.8 

29 ........ · ...... 4.0 ....... , 8.6 .7.8 22.9 6.8 10.5 14.2 11.45 10.3 7.6 4.8 

30 •••••••••••••• 4.3 .......... 9.6 7.6 42.5 6.7 9.4 14.2 10.6 8.1 7.2 4.8 

31 .............. 4.4 9.7 ......... 42.5 ........... 9.4 12.2 .. ............ 10.2 ........... 5.3 
54 STREAM MEASUREMENTS IN 1905, PART IX. 

FAT.,L RIVER AT FALL RIVER, KANS. 

This station was established as a flood station, April22, 1904, by M. C. Hinderlider. It is 

located at the highway bridge one-eighth mile north of Fall River, Kans. 

The channel is straight for about 300 feet above and 500 feet below the station, and the 

current is sluggish at low stages and swift at high stages. The right bank is of loam, sloping 

gradually out for about 100 feet to sandstone cliffs from 10 to 15 feet high. The left bank 

slopes at an angle of about 45° to the height of the bridge floor. Both banks are timbered 

and do not overflow except at extreme stages. The low ground on the left bank extending 

outward from the northwest end of the bridge is overflowed at very high stages of the river. 

The bed of the stream is composed of loam and mud and is probably unstable. 

Discharge measurements are made from the three-span bridge to which the gage is attached. The initial point for soundings is the surface of the ground at the north side of the 

right abutment. 

A standard chain gage is fastened to the downstream railing near the left end of the bridge. 

During 1905 the gage was read once daily, and hourly during dangerous rises in the stream, 

by Jesse McDaniel. Bench marks were established as follows: (1) The top of the south 

masonry abutment on the downstream side; elevation, 41.768 feet. (2) On the sandstone 

ledge at the foot of the northeast corner of the south abutment; elevation, 33.777 feet. (3) 

The top of the first pier from the right bank, downstream side; elevation, 41.03 feet. (4) 

The top of the second pier from the right bank, downstream side; elevation, 40.08 feet. Elevations refer to the datum of the gage. 

A description of this station and gage height and discharge data are contained in Water 

Supply Paper No. 131, United States Geological Survey, pages 154-155. 

Discharge measurements of Fall River at Fall River, Kans., in 1905. 

Date. Hydrographer. . Area of Mean Gage DisWtdth. section. velocity. height. charge. 

----·1------------------------

S~uare Feet per SecondFeet. eet. second. Feet. feet. 

May 31. ....... W. G. Russell. ...................... 95 229 0. 71 3.20 164 

September 29 .. ..... do ..•............................ 92 196 .46 2.90 91 
NEOSHO RIVER DRAINAGE BASIN. 55 

Daily gage height, in feet, of Fall River at Fall River, Kans. ,for 1905. 

Day. Jan. Feb. Mar. Apr. May. Jnne. July. Aug. Sept. 

~~- ~~- ~~- ~~- ~~- ~~- ~~- ~~- ~~-

l. ···················'······ 2.2 2.0 3.2 2.4 2.4 3.4 3.8 3.0 2.0 

2 ........................... 2.1 2.0 3.0 2.4 2.4 3.6 4.0 3.0 2.0 

3 ........•.................. 2.1 2.0 3.0 2.9 2.4 6.8 17.5 3.0 2.0 

4 ..•.....•.................. 2.0 2.0 2.8 2.6 2.4 4.0 7.5 2.9 2.0 

5 ........................... 2.0 2.0 2.6 2.6 2.4 3.6 5.75 2.8 2.0 

6 ....•............•.......... 2.0 2.0 2.4 2.4 2.4 3.6 5.4 2. 7 2,0 

7 ••......................... 2.0 2.0 2.4 2.4 2.4 3.6 5.0 2.6 2.0 

8 •••.•....•.................. 2.0 2.0 2.3 2.4 2.4 3.5 4.7 2.5 2.0 

9 ...•....•.................. 2.0 2.0 2.3 2.4 2.4 3.5 5.6 2.5 2.0 

10.- .................. · ....... 2.0 2.0 2.3 2.4 2.4 3.2 5.0 2.5 2.0 

11.-------...... -... ----- .... 2.0 2.0 2.2 2.4 2.4 3.2 4.6 2.4 2.0 

12.----------.--....... --.- .. 2.0 2.0 2.1 2.4 2.4 3.2 4.1 2.4 2.0 

13 .••....•....•.............. 2.0 2.0 2.1 2.4 2.4 3.2 3.75 2.4 2.0 

14 .••........................ 2.0 2.0 2.1 2.4 2.4 3.0 3.6 2.3 2.4 

15 .••.... ~------------------· 2.0 2.0 2.1 2.4 2.4 3.0 3.6 2.3 3.0 

16 .••........................ 2.0 2.0 2.1 2.4 2.4 11.3 3.6 2.3 3.0 

17 •. --------------··········· 2.0 2.0 2.1 2.4 2.4 8.0 3.55 2.3 28.0 

18 •.•••... : .................. 2.0 2.0 2.8 2.3 2.4 6.0 3.6 2.3 16.0 

19 .. ·•·····················•· 2.0 2.0 2.6 2.3 2.4 4.0 3.5 2.2 18.25 

20 ..•..............•......... 2.0 2.0 2.4 2.3 2.4 3.6 3.5 2.2 7.1· 

21..- ........................ 2.0 2.8 2.4 2.3 2.4 3.6 3.5 2.2 5.25 22 ••• _____ , __________________ 2.0 3.6 2.8 2.3 2.4 3.6 3.5 2.2 4.25 

23 .•......................... 2.0 4.6 2.6 2.8 2.4 3.6 3.4 2.1 3. 7 

24 ••......................... 2.0 4.0 2.4 2.8 2.4 3.6 3.3 2.1 3.4 

25 ........................... 2.0 3.5 2.4 2.6 2.4 3.6 3.2 2.0 3.8 

26 ••••••••••••.••••.••••.•••• 2.0 3.5 2.4 2.4 2.4 3.6 3.2 2.0 3.1 

.27 .•.......................... 2.0 3.2 2.:1 2.4 2.6 3.5 3.0 2.0 3.0 

28 .•.••...................... 2.0 3.0 2.2 2.4 2.8 3.5 2.9 2.0 3.0 

29 ••••....................••. 2.0 2.2 2.4 4.9 3.6 2.8 2.0 3.0 

30 .•.••••••.•.••••••••••••... 2.0 2.4 2A 6.0 3.6 3.0 2.0 3.0 

31. •.•..•...•................ 2.0 2.4 3.2 3.0 2.0 

NEOSHO RIVER DRAINAGE BASIN. 

DESCRIPTION OF BASIN. 

Neosho River rises in central Kansas, flows to the east and southeast, draining eastern 

and southeastern Kansas, and then flows southward into Arkansas River just below Fort 

Gibson, Ind. T. Its drainage basin lies between those of Kansas and Osage rivers on the 

north and east, and of Arkansas and Verdigris rivers on the south and we~t, being entirely 

within the humid belt and east of the Great Plains. The drainage basin extends east and 

west from central Kansas to western Missouri, about 200 miles, and north and south into 

Indian Territory about the same distance, giving an area of 12,660 square miles. The 

Neosho has many small tributaries, and flows through a rich agricultural country. It 

has no mountain tributaries, but depends on the precipitation within its basin for its water 

supply. 

The upper course of Neosho River lies in the Permian and upper Coal Measures, which 

are shales, clays, and broken limestones, the overlying soil being a loose, porous loam. The 

land is rather rolling and hilly, except along the streams, which have a large percentage of 

bottom land. The elevation at the headwaters is about 1,230 feet and at Wyandotte about 

758 feet. The precipitation within this part of the basin is 30 to 35 inches per annum. The 

middle course lies in the upper Coal Measures, except for a short distance in the lower part, 

where it extends into the lower Coal Measures. In this stretch1 the formation is principally 
56 STREAM MEASUREMENTS IN 1905, PART IX. 

a broken limestone, overlain by a porous loam. The lower course of the river.lies in thelower Coal Measures, most of the rocks being limestones, somewhat broken, with an overlying soil·of black porous loam, which permits the water to percolate through into the lower 

strata. This gives plenty of underground water, and many springs. The Neosho above 

the mouth of Spring River flows through the large oil and gas belts of Kansas. The precipitation in the middle and lower courses ranges from 35 to more than 40 inches per year. 

This part of Neosho River is very crooked and has a light slope, and the valley is subject to 

frequent and destructive floods. In many places dikes have been built to keep out the 

water, and the rnilro~ds have raised their tracks to get above it. There are a few dams on 

this part of the river for mills and power purposes, but the sites are on the lowlands and 

give a low fall. There are no power plants on Neosho River below Wyandotte, but one or 

more are under contemplation. The fall of the Neosho from Wyandotte to Fort Gibson is 

about 242 feet. In the upper part of this section of the basin the timber is in belts along 

the streams, while in the lower part it is in large bodies and the sections of prairie land are 

very scattering. The percentage of cultivated land along Neosho River in Kansas is 60 per 

cent; along Spring River and the Neosho below Wyandotte it is much less. 

Spring River, the main tributary of Neosho River, rises in southwestern Missouri and 

flows through the lead and zinc regions in a southwest course into Kansas and then southward into Indian Territory. Its entire course is through rolling and broken country, except 

along the stream bottom. This is a grazing, agricultural, and mining region, the lead and 

zinc industry along the upper and middle courses of Spring River being very extensive. 

The soil is rocky, but in places there is considerable porous loam which allows the water to 

percolate into the lower strata, giving good underground water at a medium depth. The 

precipitation in the basin of Spring River is at least 40 inches per year; if this falls suddenly 

and in large quantities the channel of the river is not capable of carrying it off and destructive floods follow. The worst flood for many years occurred in July, 1905. There is a large 

"electric power plant on Spring River at Lowell, Kans., with a fine concrete dam and powerhouse, which furnishes electricity for several cities along this river and in the vicinity. 

This dam and plant withstood the flood without any material damage. 

NEOSHO RIVER AT FORT GIBSON, IND. T.a 

This station was established September 22, 1903, by W. G. Russell. It is located at the 

Missouri Pacific Railway bridge, three-fourths of a mile northwest of Fort Gibson, Ind. T. 

The channel is straight for about 500 feet above and below the station. The current is 

sluggish except at high water, when it is swift near the right bank. The right bank is high 

and wooded, and overflows only at very high stages. The left bank is high, rocky, and 

clean, and does not ov-erflow. The bed of the stream is a smooth rock from the left bank to 

the middle; on--the right it is sand and changes with every flood. There are four channels 

at low and five at high water. Drift at very high water makes it impossible to get other 

than surface velocities. October 11, 1905, the fall of the river from a point above the gaging 

station to a point about the same distance below, 620 feet distant, was- 0.059 foot, which 

gives a slope of 0.00009516. 

Discharge measurements are made from the downstream side of the three-span steel bridge. 

The bridge has a total length of 625 feet, with a pile approach of 157 feet at the west end. 

It is slightly oblique to the course of the current. The initial point for soundings is the edge 

of the abutment on the left bank of the river. 

There are two sections of the gage. . The first is a vertical staff fastened to the east face 

of the first stone pier from the left bank. The 9-foot mark is the top of the steel caisson 

and below this point gage heights are taken by means of a standard chain gage let down from 

a nail in the guard rail, along which the scale is marked. This gage is used only in very low 

or very high water and is kept in the pump house when not in use. During 1905 the gage 

was read once each day by W. L. Blackwell. Bench marks were established as follows: 

aFormerly known as Grand River. 
NEOSHO RIVER DRAINAGE BASIN. 57 

(1) A cross, marked "B. M," on a hard limestone rock in the face of the wall4 feet above 

the upstream side of the bridge on the left bank of the river; elevation, 24.90 feet above the 

datum of the gage. (2) A United States Geological Survey standard bench mark, marked 

"516," on the top of the east bridge pier; elevation, 516 feet above sea level and 40.94 feet 

above the datum of the gage. 

Information in regard to this station is contained in the following Water-Supply Papers 

of the United States Geological Survey: 

Descriptio!): 37, p 268; 99, p 257; 131, pp 158-159. 

Discharge: 37, p 268; 131, p 159. 

Gage heights: 37, p 268; 99, p 257; 131, p 160. 

Discharge measurements of Neosho River at Fort Gibson, Ind. T., in 1905. 

__ D_a_t_e_. --1·----H-y_d_r_o_g_ra_p_h_e_r. ____ [ Width. ~~~0~~ I v!o~,~Y- h~~~~-r c~~~e. 

I Square Feet per SecondFeet. feet. second. Feet. feet. 

May7 ......... W.G.Russell....................... 495 4,227 2.01 11.40 8,484 

~':~~~~~~::::1:::::~:::::::::::::::::::::::::::::::: ::: r· ::~~ ~::~ 1 ~~:: ~:~~ October 11 .......... do............................... 468 3,135 .83 9.90 2,588 

Daily gage height, in feet, of Neosho River at Fort Gibson, Ind. T., for 1905. 

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept .. Oct. Nov. Dec. 

-----------------------

1. ............. 9.0 U.8 15.1 12.5 10.6 20.0 12.0 17.0 11.5 14.2 13.0 11.0 

2 .............. 9.0 9.8 14.3 12.7 10.6 19.0 13.5 17.5 10.2 14.0 ------- 10.8 

3 .............. 9.0 9.8 13.0 14.0 10.6 17.0 13.5 17.0 10.0 14.0 16.5 10.6 

4 .......•...... 9.0 ------- 12.0 14.7 10.5 17.0 14.0 15.0 10.0 13.8 15.5 10.5 

5 .............. 9.0 ------- 12.0 14.5 10.5 16.0 14.0 14.5 10.5 13.6 14.0 10.4 

6 .............. 9.0 -----·- 12.0 14.0 10.6 15.0 17.0 14.0 ------- 13.5 12.5 10.4 

7 .............. 9.0 ------- 12.4 '13.5 11.3 14.0 16.5 13.5. 10.1! 13.4 12.8 10.4 

8 .•...•........ 9.0 ------- 12.8 13.0 11.8 19.0 16.0 13.0 11.0 13.3 13.8 10.4 

9 .....••....... 9.1 ------- 13.8 12.5 11.9 16.0 15.5 12.8 10.8 13.2 14.8 10.4 

10 .............. 9.2 ------- 17.0 12.0 12.0 14.0 16.0 12.6 10.6 13.2 13.0 10.4 

11 .............. 9.2 . -- ~-.- 17.5 12.0 11.6 13.8 15.5 12.8 11.6 1:1.0 12.5 10.3 

12 .....•........ 9.2 8.33 15.0 12.0 11.4 13.6 15.0 12.6 11.5 12.5 12.0 10.3 

13 .............. 9.2 8.33 14.0 12.0 ~1. 4 13.4 14.5 12.0 12.5 12.0 11.6 10.3 

14 •••••••••••••• 9.2 8.33 14.0 12.0 13.0 13.6 14.0 11.8 14.5 11.8 11.5 1Q.3 

15 .•........•... 9.2 8.33 13.5 11.7 12.5 13.4 13.1> 11.6 12.5 11.6 11.4 10.2 

16 .............. 9.2 8.33 13.0 11.4 12.3 13.0 13.0 11.4 12.3 11.0 11.3 10.2 

17. ~ ............ 9.2 8.33 12.9 11.2 13.3 12.9 12.8 12.0 12.2 10.5 11.0 10.2 

18 .............. 9.4 8.33 13.0 11.0 13.5 12.8 12.6 12.6 14.2 10.4 11.0 10.1 

19 .............. 9.4 9.0 15.5 11.0 13.7 13.0 12.4 12.8 15.2 13.4 10.9 10.0 

20 .............. 9.4 9.1 18.0 1l.O 12.7 12.8 12.2 18.0 16.4 14.0 10.8 10.0 

21. ............. 9.5 9.1 18.7 11.0 18.0 12.4 12.0 23.5 16.4 14.0 10.7 9.8 

22 .• · ...........• 9.5 9.2 16.5 11.0 17.0 14.4 14.5 20.0 16.3 13.9 10.7 9.8 

23 .............. 9.5 9.5 15.0 10.9 17.0 14.4 16.5 18.0 15.8 13.6 10.6 9.8 

24 .............. 9.5 9. 7 13.5 10.9 17.0 13.4 17.5 16.0 15.5 13.3 10.6 9.7 

25 .............. 9.5 9.8 12.5 10.9 16.5 13.2 15.5 15.0 15.3 13.4 10.5 9. 7 

26 .............. 9.5 9.9 12.0 10,8 16.5 13.2 14.0 14.0 15.1 13.2 10.5 9.6 

27 .............. 9.5 15.1 12.0 10.8 16.0 13.0 13.8 12.5 15.0 17.2 10.5 10.0 

28 .............. 9.5 16.1 12.0 10.8 15.5 12.8 12.8 12.0 15.0 17.2 10.5 10,2 

29 .............. 9. 7 ------- 12.0 10.8 24.0 11.6 13.5 11.5 14.8 15.'0 10.5 10.6 

30 .............. 9. 7 ------- 12.1 10.8 20.0 11.0 17.5 11.2 14.6 14.0 11.0 10.6 

31. ............. 9.8 ------- 12.5 ------- 19.0 ------- ------- 11.0 ------- 13.5 ------- 10.5 

NoTE.-· River frozen over February 4-11, inclusive. 
58 STREAM MEASUREMEN·TS IN 1905, PART IX. 

CANADIAN RIVER DRAINAGE BASIN. 

DESCRIPTIOJ'f OF BASIN. 

Canadian River rises in the mountains of Colfax County, N. Mex., flows southward 

across Mora and San Miguel counties, then turns to the eaBt and flows across northern 

TeXBB, Oklahoma, and Indian. Territory, uniting with Arkansas River abOut 80 miles 

above Fort Smith, Ark. 

The drainage area is wooded in the upper portion and in Indian Territory, but consists 

of dry plains in TexBB and Oklahoma. There are few tributaries, Ute Creek and Mora 

and Sapello rivers in New Mexico being the principal ones. The run-off is very uncertain, 

varying from extreme floods to practically nothing in a dry season. 

CANADIAN RIVER AT CALVIJ'f, IJ'fD. T: 

This station was established in 1904 by theUnited States Weather Bureau. It is located 

at the railroad bridge about one-fourth mile.west of Calvin, Ind. T. 

The channel is straight for 2,000 feet above-and below the station. The ·current is swift, 

and is oblique to the bridge at times. Neither bank will overflow beyond the limits of the 

bridge and trestle approach. The bed of the stream is composed of clean sand, and is shifting. 

There is but one channel, divided by the_ piers of the bridge and somewhat obstructed by 

old piles and .drift caught on them. · 

Discharge meaSurements are made froin the upstream side of the three-span bridge to 

which the gage is attached. ·The bridge haB a total length of 835 feet, with a trestle approach of 30feet at the left bank. The initial point for soundings is the face of the right 

abutment, upstream side. 

A standard chain gage is fastened to the upstream side of the bridge near the middle of 

the stream; length of the chain, 28.00 feet. During 1905 the gage was read once each day 

by the United States Weather Bureau observer. Bench marks were established as follo\vs: 

(1) A United States Geological Survey standard bench-mark post, marked "715," about 

100 yards west of the Caivin depot; elevation, 28.72 feet. (2) On the right abutment, upstream side; elevation,. 20.42 feet. (3) On the upstream end of the crossbeam, 353 feet 

from the initial point; elevation, 26.32 feet. 

DisCharge measurements of Canadian River at Calvin, Ind. T., in 1905. 

Date. Hydrographer. id h Area of Mean Gage W t · section. velocity. height. 

Discharge. 

-----1---------~---1--- ----------------

sr::;re Feet per SeciJ'TidFeet. eet. secoild. Feet. feet. 

July 28 ..•••••• J. M •. Glles............ .. ....•........ 622 1,578 5.38 4.37 8,496 

July 28 ............. do .............. ·................. · 622 1,!i33 5.81 4.32 8,916 

July 29 ........ -..... do ........................ _....... 496 1,590 4.44 4.15 7,054 

July 29 ............. do............................... 479 1,518 4.26 4.05 6,466 

September 24 .. E. R. Kerby .................. ~...... 155 2'72 1.98 2.40 539 

September 27 .... J. M. Giles........................... 114 168 1.48 2.22 248 

September 27 ....... do............................... 114 160 1.46 2.21 233 

October 10 ..... E. R. Kerby......................... 60 50 1.82 2.00 91 

November 16 ........ do ....... _ .. · ............................. . 1,163 3.94 3.70 4,589 

November 18 ........ do .................. _ ......... :: ........ .. 869 2.90 3.20 2,520 

.December 12.' ....... do ..................................... .. 203 2.39 2.70 486 
O.AN.ADI.AN RIVER DR.AIN.AGE BASIN. 59 

Daily f104e heig7U, in feet, ofOarwiiian River at Oalvin, Ind. T.,for 1905. 

Day. Jan. Feb. Mar. Apr. ·May. June. July. Aug. Sept. Oct. Nov Dec. 

---------------------~ 

1.~------·----· 0.4 0.1 2.1 1.5 4.1 6.0 2.4 5.2 2.1 2.1 1.9 4.7 

2 ............ ~. .3 ......... 1.8 1.7 3.8 4.8 3.1 2.9 2.0 4.4 1.9. 3.8 

3 .............. .3 ........... 1.5 3.2 3.3 4.1 3.1 2.8 2.2 2.9 1.9 3.3 

4 .............. .3 ............ 1.2 2.7 3.8 3.7 3.2 2.7 2.0 2.7 2.2 3.1 

5 ............ ,. .2 ............ 1.1 2.3 4.0 3.4 3.1 2.4 2.2 2.3 2.6 3.0 

6 .......... : ... .2 ............ 1.5 2.0 4.1 3.2 3.1 2.6 2.0 2.2 2.2 2.8 

7 .............. .2 ............ 2.0 4.0 3.9 3.0 3.0 2.9 1.9 2.1 2.1 2.4 

8 ....... · ....... .2 .............. 1.9 3.8 3.7 2.8 2.8 4.0 2.2 2.0 2.3 2.2 

9 .............. .2 ............ 2.2 3.4 3.5 2.8 2.7 3.7 2.7 2.0 2.6 2.o 

10 .............. .6 .............. 1.8 3.0 3.2 3.7 3.6 3.4 4.2 2,0 2.3 2.6 

11 ..... ~ ........ .8 ............ 1.2 3.0 3.2 3.2 3.2 3.1 4.8 2.0 2.6 2.6 

12 .............. 1.0 ............. 1.7 2.6 3.4 3.8 3.0 3.0 4.7 1.9 2.5 2.6 

13 .............. ............. ............. 1.6 2.5 4.6 3.4 3.0 2.9 4.6 1.9 2.4 2.8 

14 .............. ............ ............ 1. 7 2.8 4.5 2.9 3.0 3.1 4.3 2.0 2.3 3.0 

15.-...... : ...... ............ .............. 2.1 2.5 3.7 2.4 3.4 3.6 3.7 1.8 4.4 2.5 

16 .••••..••..••• ............. .............. 2.0 2.5 3.7 2. 7 3.2 4.2 3.6 1.9 3.9 2.5 

17 .............. ........... ............. 1.8 2.6 3.4 2.3 3.6 5.2 2.9 2.2 3.8 2.6 

18 .............. .6 .............. 2.4 2.4 3.1 2.6 l\.6 4.0 2.8 2.3 3,2 2.7 

19 •. , ........... .5 .............. 2.2 3.0 3.0 2.5 3.6 3.6 2.8 :,J.!I 3.0 . 2.6 

20 ••••.•. _ ••••••• .5 ............. 2.5 3.0 7.0 2.8 4.1 3.8 2.5 2.0 3.0 3.8 

21. •••••••.•••.• .5 ............ 2.8 2.9 6.0 2.9 3.4 3.1 2.5 2.0 2.9 3.6 

22 .............. .5 1.1 2~3 2.9 6.5 2.6 3.1 3.0 2.4 2.0 2.8 3.4 

23 .............. .3 .1.9 2.1 2.8 5. 7 2.2 3.2 2.8 2.4 1.9 2.8 3.3 

24 •... , ......... .2 2.8· 1.9 2. 7 . 4.1 2.6 3.1 2.5 2.4 2.0 3.1 3.2 

25 ............... ............. 2.2 1.8 2.8 3.8 2.2 3.0 2.4 2.3 2.0 2.5 3.0 

26 .............. .............. 3.5 1. 7 3.5 4.8 2.5 3.4 2.3 2.2 2.0 2.5. 3.0 

27 .............. .............. 2. 7 1.7 2.8 14.8 2.2 2.8 2.3 2.2 1.9 2.5 2.9 

28 .............. .1 2.5 2.0 6.5 8.4 2.1 2.7 2.2 2.1 1.9 3.9 3.0 

29 ..... , ........ .2 ........... 2.0 5.4 10.0 2.8 4.2 2.2 2.2 _1.9 5.4 3.0 

30 .............. .1 ........... 2.0 5.0 8.0 2.4 3.8 2.2 2.1 1.9 4.9 2.9 

31 .............. .1 ............. 1.6 ........ 7.2 .............. 3.7 2.1 ......... 1.9 ........ 3.0 

NoTE.-River frozen January 13-17, 25-27, and February 2-21. 

Station rating talilefor Oarwilian River at Oalvin, Ind. T.,from July 1 w November 30, 1905. 

Gaf.e heig t. Discharge. Gaf.'i heig t. Discharge. h~~- Discharge. Gaf.'i heig t •. Discharge. 

---

Feet. Second-feet. Feet; SecfYT!rl-feet. Feet. Second-feet. Feet. Second-feet. 

1.80 10 2.80 1,310 3.80 4,870 4.80 12,160 

1;90 40 2.90 1,570 3.90 5,440 4.90 13,000 

2.00 90 3.00 1,840 4.00 6,060 5.00 13,850 

2.10 160 .3.10 2,120 4.10 6,720 5.10 14,700 

2.20 260 3.20 2,420. 4.20 7,420 5.20 15,600 

2.30 380 3.3(f 2,740 4.30 8,150 5.30 16,500 

2.40 520 3.40 3,080 4.40 8,910 5.40 17,400 

2:50 .680 3.50 3,460 4.50 9,700 

2.60 860 3.60 3,880 4.60 10,510 

2.70 1,070 3.70 4,350 4.70 11,330 

The above table is applicable only. for open-channel conditions. It is based.on 10 discharge measQre-

. menta made during 1905. It is well defined between gage heights 2 feet and 4;5 feet. Owing to the_ shifting. character of the stream the table should not be applied ptior to July 11 as _there were no measurements before that date. The only measurement in December indicates a decided change in conditions 

For that Feason no estimate is made. 
60 STREAM MEASUREMENTS IN 1905, P .ART IX. 

Estimated monthly discharge of Canadian River at Galvin, Ind. T.,for 1905. 

Month. 

Discharge in second-feet. 

I-M-a_x_i_m_u_m __ ,M_in_l_m_u_m __ -,-M_ea_n-.-l . ~~~~-

July •.•........•..............•....................... , .. 7,420 520 2, 742 168,600 

August ...................................... · ............ 15,600 160 3,017 185,500 

September ............................................... 11,330 40 2,087 124,200 

October ................................................. 8,910 10 476 29,270 

November ............................................... 17,400 40 2,500 148,800 

The period ................................................................ ~ ........ . 656,400 

CANADIAN RIVER NEAR LOGAN, N.MEX • 

. This station was established June 29, 1904, by W. G. Russell .. It is loc~ted at the bridge 

of the Chicago, Rock Islarld and Pacific Railroad, 1 mile west of the depot at Logan, N.· MexThe station was discontinued February 26, 1905, though discharge measurements were 

made afterward. 

A description of this station and gage height and discharge data are contained in WaterSupply Paper No. 131, United States Geological Survey, pages 160-162. 

Discharge measurements of Canadian River near Logan, N. Ma., in 1905. 

Hydrographer. . Area of Mean I Dis- Width. section. velocity. charge. 

-----1-----------------1----

Date. 

Feet. 

October 10..... Earl Patterson................................ 30 

November 20 ........ do ...... ·................................... 43 

Square Feet per feet. second. 

22 0.61 

43 1. 70 

Secondfeet. 

14 

73 

Daily gage height, in feet, of Canadian River near Logan, N. Ma.,for 1905. 

Day. 

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

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

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

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

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

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

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

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

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

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

11 ............... 1 

Jan. Feb. Day. Jan. Feb. Day. 

2.0 2.1 12 .............. 2.0 2.0 23 ···-····----- 2.0 2.1 13 .............. 2.0 ~-0 24 .............. 

2.0 2.1 14 .............. 2.0 2.0 25 .............. 

2.0 2.1 15 .............. 2.0 2.0 26 .............. 

2.0 2.2 16 .............. 2.0 2.0 27 .............. 

2.0 2.2 17 .. ------------ 2.9 2.1 28 .............. 

2.0 2.2 18 .... ---------- 2.9 2.1 ~--- .. --------- 2.1 2.1 19 ............... 2.9 2.2 30 .............. 

2.1 2.1 20 .............. 2.9 2.85 31. - - -------- .. -

2.1 2.1 21. .. -- -- -- -- -- - 2.9 3.25 

2.1 2.0 22 .. ............ 2.9 2.65 

MORA RIVER AT LA CUEVA, N. MEX. 

Jan. Feb. 

2.0 

2.0 

2.0 

2.0 

2.0 

2.0 

2.2 

2.2 

2.2 

2.6 

2.6 

2.55 

2.4 

This station was established August 25, 1903, by M. C. Hinderlider. It is located at the 

wagon bridge at the village of La Cueva, N.Mex. La Cueva is situated in the Mora land 

grant, 26 miles directly north of Las Vegas. During the flood of September 29, 1904, the 

bridge to which the gage was attached was carried away and as a result records were discontim'ied for the remainder of the year. The station was reestablished April 29, 1905, at the 

old section, the bridge having been replaced. 
CANADIAN RIVER DRAINAGE BASIN. 61 

This station is one-fourth mile below the dam site of the La Cueva reservoir, and was established to determine the amount of water available for storage in the reservoir for use on valley lands below. The Mora canal diverts water from Mora River a short distance above this 

gaging station. At low water practically the entire flow of the river is diverted by this canal, 

part of it being at times used for power for a gristmill and returned to the river above the 

station. At other times the entire volume in the canal is carried through to a system of 

storage reservoirs, below which the water is used for irrigation. No data of value concerning the canal have been secured during 1905. 

The channel is straight for 50 feet above and 120 feet below the station. The bed of the 

stream is 'composed of solid rock which is partly covered with a loose deposit of shifting sand 

and gravel. The left bank consists of sand and gravel, is low, and overflows at high water. 

The right bank is a series of sandstone ledges. There is but one channel at all stages. 

The bridge from which discharge measurements are made is not quite at a right. angle to 

the stream flow. 

The original gage was a vertical rod fastened to the west end of the north abutment of the 

bridge. April 29, 1905, a staff gage was fastened vertically to the west side of the south 

abutment of the bridge, the datum being 1.32 feet above that of the original gage. During 

1905 the gage was read twice each day by Hugh Loudon, secretary of the La Cueva Land 

and Cattle Company. The bench mark is a cross cut in the vertical face of the limestone 

ledge just above the south end of the bridge, marked "U. S. G. S., B. M. ;" elevation, 4.51 

feet above the datum of the new gage. 

Information in regard to this station is contained in the following Water-Supply Papers of 

the United States Geological Survey. 

Description: 99, p 249; 131, pp 162-163. 

Gage heights: 99, p 249; 131, p .163. 

Discharge measurements of Mora River at La Oueva, N.Mex., in 1905. 

Date. Hydrographer. 'd h Area of Mean Gage DisWl t · section. velocity. height. charge. 

-----1-----------------------------

S'}:;are Feet per SecondFeet. eet. second. Feet. feet. 

Apri\29 ........ R.I. Meeker ........... c ............. 24 C9 4.50 3.40 310 

Jnly 2 .......... ..... do ............................... 18 15 1.60 .85 24 

August 1. ...... ..... do ............................... 22 20 1. 70 1.10 34 

IRR 173-06--5 
o2 STREAM MEASUREMENTS IN 1905, PART IX. 

Daily gage height, in feet, of Mora River at La Cueva, N. Mex.,jor 1905. 

Day. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec·. 

---------------------- --------

!. ............................ 0.55 

2 ............................. a.7 

3...................... ....... .85 

4... ................... ....... .85 

5...................... ....... .85 

6 ............................. 1.5 

7 ........................... ,. 1.3 

8 ............................. 1.1 

9 ....................... · ...... 1.1 

10 ............................. 1.1 

11 .. ........... :........ ....... 1.05 

12 ............................. a1,05 

13.. .................... ........ 1.05 

14 ............................. 1.05 

15 ........... .'.......... ....... 1.05 

16 ............................. al.o 

17 ...................... ....... 1.0 

18...................... ....... .8 

19...................... ....... .85 

20 ......................... ·.... .9 

21...................... ....... .85 

22 ............. ,........ 0.4 .8 

23...................... .45 .8 

24 .. , ................. .. .45 . 75 

25 ..................... . .45 .8 

26 .................... .. .5 .85 

27 .................... .. .6 •.8 

28 .................... .. .55 .75 

1.0 

. 75 

. 75 

. 7 

. 7 

.85 

1.15 

1.4 

1.6 

1.7 

1.7 

1.55 

1.5 

1.45 

1.4 

1.45 

1.4 

1.45 

1.5 

•1.5 

1.5 

1.55 

2.1 

2.0 

2.1 

2.3 

2.9 

3.0 

29...................... ....... .65 3.3 

30...................... ....... .75 3.3 

'31...................... ....... . 7 

3.2 

3.4 

3.4 

3.0 

2.8 

2.5 

2.5 

2.55 

2.9 

2.6 

2.4 

2.4 

2.'4 

2.3 

2.2 

2.4 

2.5 

2.5 

2.6 

2.7 

2.5 

2.4 

2.5 

2.5 

2.3 

2.5 

2.3 

2.4 

2.2 

2.1 

2.2 

2.2 

2:2 

2.2 

2.7 

2.1 

2.0 

2.0 

1.9 

1. 8-

1.7 

1.65 

1.6 

•1.5 

1.4 

1.4 

1.3 

1.3 

1.2 

1.2 

1.2 

1.1 

1.05 

1.0 

.9 

.9 

NoTE.-River frozen December 23-31. a Interpolated. 

0.85 1.1 

.8 1.55 

.8 1.4 

.8 1.5 

. 8 1.4 

.8 1. 7 

• 75 1. 4 

. 75 1.4 

.8 1.3 

• 75 1. 2 

.15 1.2 

. 75 1.1 

. 7 1.1 

. 7 1.1 

. 7 1.0 

·. 7 . 1.0 

• 7 .95 

. 7 .9 

• 7 .85 

.7 .85 

. 7 • 75 

.9 . 7 

.9 .8 

.8 .8 

.75 .8 

. 7 .8 

a, 7 .8 

.75 .8 

• 75 • 7 

.8 . 7 

• 9 a, 75 

•0.8 

.85 

.85 

.9 

1.0 

.9 

.85 

.9 

.95 

.95 

.9 

.9 

.85 

.85 

.8 

. 75 

.8 

.8 

.8 

.6 

.55 

.55 

.6 

.6 

.6 

.65 

.7 

.6 

. 7 

.6 

0.8 

.9 

.9 

.9 

.9 

.9 

.8 

.8 

.8 

.8 

. 7 

.8 

.8 

.8 

.8 

.6 

·.8 

.8 

.8 

. 75 

.95 

.9 

.9 

1.0 

.95 

.95 

.9 

.95 

0.0 

.9 

.9 

.9 

.9 

.9 

.9 

.9 

.95 

.9 

.9 

.9 

.9 

.9 

.9 

.9 

.9 

.9 

.9 

.9 

.9 

1.05 

1.0 

.9 

.9 

.9 

1.1 

1.0 

.9 1.0 

.9 1.0 

0.9 

.9 

.9 

.9 

.9 

.9 

.85 

1.0 

.9 

.95 

.85 

:9 

.9 

.9 

.9 

.9 

.9 

.9 

1.0 

1.05 

.9 

.9 

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

Station rating table for Mora River at La Cueva, N. Mex.,jrom February 2:8 to December :82, 

1905. 

Ga'he Ga~e Ga~e Ga e 1 .i 

heig t. Discharge. he1g t. Discharge. heig t. DISCharge. _!'eig~t-1 Discharge. 

---

Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. Feet. Serond-feel. 

0.20 12 1.10 34 2.00 105 2.90 12~ 

0.30 13 1.20 39 2.10 115 3.00 240 

0.40 14 1.30 45 2.20 126 3.10 2;)7 

0.50 16 1.40 52 2.30 138 3.20 2H 

0.60 18 1.50 60 2.40 151 3.30 292 

0.70 21 1.60 68 2.50 164 a:4o 310 

0.80 24 1. 70 77 2.60 178 

0.90 27 1.80 86 2.70 193 

1.00 30 1.90 95 2.80 208 

The above table is applicable only ior open-channel conditions. It is based on three discharge measurements made durmg 1905. On account of the small number of measurements, it should be considered 

as only approXIlilate. 
CANADIAN RIVER DRAINAGE BASIN. 63 

Estimated monthly discharge of Mora River at La Cueva, N. Mex.,jor 1905. 

Discharge in second-feet. 

Month. 

Maximum. Minimum. Mean. 

February 22-28 •.. • .........•..........••..•....••...•.•. 18 14 15.7 

March .................................................. . 60 17 28.2 

Apdl. .............................. : ................... . 292 21 87.1 

May .................................................... . 310 115 175. 

June (25 days) ......................................... . 193 27 72.6 

July .................................................... . 27 21 22.8 

August ...................................... ; .......... . 77 21 35.0 

!September ....................................... , ...... . 30 17 23.2 

October .............................................. · .. . 30 18 25.4 

November .............................................. . 34 27 27.8 

December 1-22 .......................................... . 32 26 27.5 

The period ..................................................... , ................... . 

SAPELLO RIVER AT LOS ALAMOS, N.MEX. 

Total in 

acre-feet. 

218 

1, 734 

5,183 

10,760 

3,600 

1,402 

2,152 

1,380 

1,562 

!,654 

1,200 

30,840 

This station was established August 22, 1903, by M. C. Hinderlider. It is located at a 

ford crossing Sapello River at a point about one-fourth mile due north from Los Alamos, 

N.Mex. Los Alamos is aboutl3 milesnorth of Las Vegas .. Th~ establishment of this station was for the purpose of determining the available amount of water for prospective diverE!ion into the San Guijuela· reservoir for the Las Vegas project. This basin lies about 6 

miles northwest of Las Vegas. 

The channel at the cable is about 125 feet wide and is straight above and below for 200 

feet each way. The bed is composed of bowlders, cobblestones, sand, and gravel. The 

banks are of alluvial material, which erodes easily, and are about 10 feet high. There is but 

one channel at all stages. Gage heights range from 0 to 5 feet. The current is strong at all 

stages. 

Discharge measurements were originally made by wading; In March, 1904, a. cable, car, 

~,nd tagged wire were installed for use during high water. 

-The original gage was an inclined staff 500 feet below the cable. September 29, 1904, the 

gage was destroyed by a disastrous flood which swept down this valley. Records were discontinued until April, 1905, when a standard chain gage was in~talled near the cable, about 

400 feet above the location of the original gage. This gage is fastened to a cantilever arm 

on the right bank. The length of the chain is 15.44 feet. During 1905 the gage was read· 

by W. N. Frank, jr. The bench mark is a nail driven into the post supporting the cable at 

the right bank; elevation, 11.50 feet above the datum of the gage; 

Information in regard to this station is contained in the following Water-Supply Papers 

of the United States Geological Survey: 

Description: 99, pp 249-250; 131, pp 166-167. 

Discharge: 99, p 250; 131, p 167. 

Gage heights: 99, p 2/iO; 131, p 168.-

Discharge measurements of Sapello River at Los .Alamos, N.Mex., in 1905. 

Date. Hydrographer. W'd h Area of Mean Gage Dis- 1 t · section. velocity. height. charge. 

-----1--------------------------------

Feet. Square Feet per feet. second. 

SecondFeet. feet. 

F'ebruary 3 . . . . R. I. Meeker......................... 12 13 2.23 0.90 29 

April28 ............ do .............. .-................ 73 91 5.25 2.60 478 

July 1 ..•........... do............................... 12 7.5 1.68 .40 13 

August 2 ........... do............................... 12 11 1.73 .65 19 

NoTE.-Measurements made at different sections. 
64 STREAM MEASUREMENTS IN 1905, PART IX. 

Daily gage height, in feet, of Sapello River at Los Alamos, N.Mex., for 1905. 

___ n_a_Y __ · ____ +_Feb._ ~ar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

1. .. -.. -- .... --.-- .. -. -.• . . . . 1. 5 

2 ... ---. ·- .. -· .. . . .. .. ....... 2.0 

3 .. -.. -................ 0. 9 1. 75 

4 ................ ,,____ .9 1.7 

5...................... .95 1.7 

6 ...................... 1.0 2.75 

7...................... .95 2.15 

8...................... .9 1.75 

9 ... -- .. -- .. --··- .. ·-.. 1. 7 1.65 

10 .. -..... .. . . . .. . . . . . . . 1.05 1.6 

11 ..... · ......... _,______ .95 1.55 

12 .. -.. -... -.-- .. -.... . 95 1. 5 

13..................... .95 1.5 

14 ......... •--··--··--· .95 1.4 

15..................... 1.15 1.4 

16..................... 1.25 1.4 

17..................... 1.25 1.3 

18 .. -· ................. . 

19 .. -........ ·- ........ . 

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

I 

21. ............ -•. ---.- _! 

22 ..... -··. ··- ......... ·i 

~::::::::::::::::::::::1 

1.15 1. 25 

1.15 1.15 

1.1 1.15 

1. 35 I 1.15 

1.25 1.2 

1. 35 1. 25 

1. 35 1. 25 

25...................... 1.35 1.25 

26...................... 1.4 1.25 

27 ...................... 1.4 1.25 

28..................... 1.5 1.25 

E::::::::::::::::::::::::::::i 1.15 

1.15 

1. 25 

1.5 

1.6 

1. 55 

1.65 

1.85 

1.9 

1. 95 

1.85 

1.85 

1.85 

1.8 

1.8 

1. 75 

1.6 

1.6 

1.6 

1. 55 

1. 55 

1.55 

1.5 

1.5 

1.6 

2.45 

3. 45 

3.8 

3.35 

3.05 

2.5 

2.45 

2.4 

2.25 1.4 

2.55 1.4 

2.45 1.4 

2.0 1.35 

2.0 1.2 

1. 85 1.15 

1.85 . 1.1 

1.85 1.45 

1.9 1.35 

1. 75 1. 25 

1. 75 1.25 

1.7 1.2 

1.7 1.2 

1.65 .95 

1.6 . 9 

1.55 .9 

1.6 . 75 

1. 7 • 7 

1. 8 .65 

1. 8 .6 

1.85 .5 

1. 75 .65 

1. 75 .45 

1. 7 .55 

1.6 .55 

1.6 .55 

1.55 .45 

1.5 .35 

1. 45 

1. 45 

1.4 

.35 

.4 

0.4 0. 7 

.4 . 7 

.3 .65 

.3 .65 

.25 '1.15 

.2 .8 

.0 . 7 

.0 . 7 

.0 .6 

.0 .5 

.0 1.3 

. 0 1. 2 

.0 .6 

.1 .5 

.1· . 45 

.1 .3.1 

.1 .35 

.15 .3 

.1 .2 

.1 . 25 

.1 .2 

.1 .2 

.35 .2 

.45 .2 

.4 .2 

.25 .2 

.15 .1 

.1 .15 

0.1 

.15 

.4 

.4 

.3 

.1 

.15 

.35 

.85 

.1 

.1 

.1 

.2 

.1 

.1 

.1 

.1 

.1 

.1 

.2 

.1 

.1 

.1' 

.1 

.1 

.15 

.2 

.2 

.15 

.2 

1.35 

.15 .2 

.2 .1 

.15 1 ...... . 

UTE CREEK NEAR LOGAN, N. MEX. 

0.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

0.1 

.1 

.1 

.15 

.1 

.1 

.1 

.15 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.1 

.9 

.6 

.6 

.6 

.6 

1.9 

.9 

.9 

.9 

0.8 

.8 

.8 

.6 

.6 

.6 

.6 

.5 

.5 

.5 

.5 

.5 

.5 

.5 

.5 

._5 

.5 

.5 

.5 

.5 

.5 

.5 

.5 

.5 

.5 

.5 

.5 

.5 

.5 

.5 

.5 

This station was established August 12, 1904, by W. G. Russell. It is located about 7 

miles northwest of Logan, N. Mex., and about 4 miles above the mouth of Ute Creek, near 

the old Martinez house. · 

The channel is straight for about 300 feet above the station. The current is sluggish at 

low and swift at high stages. The right bank is low, clean, and subject to overflow. The 

left bank is high, rocky, and wooded, and does not overflow. The bed of the stream is 

composed of clean sand and is shifting. There is but one channel at all stages. 

Discharge measurements are made at low water by wading near the gage. Discharges 

for high stages must be computed from the slope and cross section. The initial point for 

soundings is at the gage on the left bank of the stream. 

The original gage was washed out May 23, 1905. A new gage was established at the 

same datum June 30, 1905, the record being kept in the meantime by measuring down 

from a bench mark. The new gage is an inclined staff fastened to the rock on the left bank 

of the creek, about 100 feet above the site of the old gage. During 1905 the gage was read 

once each day by Manuel Martinez. Bench marks were established as follows: (1) A cross 

painted on the top of a rock on the left bank 200 feet below the gage; elevation, 5.51 feet. 

(2) The head of a bolt set in a rock 14 feet west of the gage; elevation, 3.46 feet. (3) A 

cross cut in a sandstone ledge directly over the gage; elevation, 11.89 feet. Elevations 

refer to the datum of the gage. 
CANADIAN RIVER DRAINAGE BASIN. 65 

A descripti~n of this station and gage height and discharge data ~re contain~ in. WaterSupply Paper No. 131, United Stat~s Geological Survey, pp. 170-171. 

Di8charge meas-Urements of Ute Creek near Logan, N. Me~., in 1905. 

Date. Hydrographer. W'd h Area of .Mean Gage Dis- ·1 t · section. velocity. height. charge. 

--~--[-------'------- --·------------

Feet. 

AprilS ........ J. M. Giles.......................... 6 

Jilne 6 ...... · ... Earl Patterson .......... :........... 36 

Ji1ne30 ............ ~do ....•....... ;.................. 10 

J;:IIy 1. ........ : .... do ...................... ·......... 68 

-July I. ............. do .............................. _. 68 

Julyl. ..... _.c ...... do ........ , ................ _...... 70 

July 1. ............. do............................... 70 

July 2 ••.•••••.••••• do .•........... ~---·············· 54 

July 2 ....•........• do............................... 84 

August 20 .......... do ........ ~ ............... ,..... 7 

October 10 .......... do .............................. . 

November20 ........ do .................... : ................. . 

December 15. .. . . .... do ......... 1 ••••••••••••••••••••• , 44 

Square 

feet. 

4.3 

13.1 

1. 71 

58 

46 

67 

74 

32 

25-

2 

.13 

4.9 

17 

Feet per second. 

0.90 

1.35 

.73 

3.31 

3.13 

3.98 

4.22 

2.50 

2.42 

.63 

.14 

1.04 

1.13 

Feet. 

0.50 

/ .80 

.65 

1.50 

1.30 

1.60 

1.70 

1.15 

1.05 

.75 

.70 

.90 

1.10 

Secondfeet. 

3.9 

17.7 

1.3 

194 

1::15 

266 

311 . 

80 

60 

1.4 

.02 

5.1 

19 

Daily gage height, in feet, of Ute Creek near Logan, N. Mex.,for 1905. 

Day. Jan. Feb. Mar. Apr. May. June. July. Ang. Sept. oct. Nov. Dec. 

-----[-----------.--------------------

!.............. 0.3 

2 ..... ~........ .3 

3.............. .2 

4 .............. · .2 

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

6 ............. : .2 

7.............. .2 

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

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

10.............. .2 

11 .. ~ ......... ·.. .3 

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

13 .... :· ........ . 

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

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

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

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

,18 ............. . 

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

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

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

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

23 ............. ; 

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

25 ........... ~ .. 

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

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

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

29 •••••••••••••• 

30.,, .......... . 

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

.3 

.4 

.4 

.4 

.4 

.4 

.4 

.5 

.5 

.5 

.5 

.5 

.5 

.5 

.4 

.4 

.4 

.4 

. .a 

.a 

0.3 0.8 

.3 .8 

.3 .8 

.3 .8 

.3 .6 

.3 .8 

.3 .8 

.3 .6 

.3 .6 

.3 ;6 

.3- .4 

.3 

.3 

.3 

.4 

.4 

.4 

.3 

.3 

.8 

1.1 

.9 

.9 

1.6 

1:4 

1.1 

.• 9 

.9 

.9 

.9 

.9 

.9 

.8 

.8 

.8 

.4 

.4 

.5 

.5 

.6 

.6 

.6 

.6 

.5 

.4 

.3 

.3 

.3 

0.6 

3.8 

2.9 

2.2 

1.8 

1.6 

1.4 

1.2 

1.1 

.9 

.9 

.9 

.9 

.8 

.8 

.4 

.4 

.4 

.4 

.3 

.4 

.4 

3.5 

3.8 

3.3 

2.5 

2.1 

1.5 

1.0 

.9 

0.8. 1.2 

.6 .9. 

.5 .6 

.4 .6 

-3 .6 

.3 .8 

;3 .8 

.3 .8 

.3 .8 

.3 .9 

.3 .9 

.2 

.2 

.2 

.2 

.2 

.2 

',2 

.2 

1.6 

._9 

.8 

8.8 

5.3 

3.9 

8.8 

3.9 

2.2 

1.9 

1 •. 7 

1.5 

.. 8 

.6 

.5 

.3 

.2 

.2 

.2 

.2 

.2 

.4 

.3 

.2 

.2 

.2 

.2 

.2 

.2 

.5 

1.8 

NoTill.-creek dry October 7 to November 7, 4lclusive. 

1.8 4.9 0.8 0.8 

1.1 4.8 ,8. .-8 

1.1 4.5 ·.s .8 

.9 2.9 .8 ,8 

.8 1.1 2;5 . 7 

. 7 1.3 1.9 . 7 

.6 1.9 2.9 ............. . 

.6 3.3 2.4 1.2 

.6 2.5 1.5 2.1 

.6 1. 9 1.8 1.9 

.5 1. 4 1.8 1.5 

.5 

.5 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.9 

1.5 

1.1 

.9 

.9 

.8 

: .8 

.6 

.5 

5.2 

5.1 

1.0 

1.0 

.9 

1.1 

.9 

.8 

.6 

1.6 

1.1j:·_ ........ l .9··.· ..... . 

.8. 

1.3 

1.1. 

1.1 

1.8 

1.8 

1.9 

1.9 

1.6 

1.1 

.9 

.. 6 .9 ,g 

.6 . 7 .9 

.5 .7 ....... .9 

.5 . 7 1.0 

.5 . 7 2.8 

._5 .7 1.6 

.5 .7 1.3 

.5 .. 9 1.3 

.5 .9 1.3 

.8 .8 1.3 

•. 9 ,8 1.3 

• 9 .8 1.2 

.8 •.. · .................. .:. 

1.2 

1.1 

1.1 

1.0 

.9 

.9 

.8 

. 7 

.6 

.6 

.6 

.6 

1. 4 

1.2 

1.2 

1.2 

1.2 

1.2 

1.2 

1.2 

1.2 

1.1 

1.0 

1.0 

. 1.0 

1.0 

1.0 

1.0 

.9 

.9 . 

.9 
6o. STREAM MEASUREMENTS TN 190fi, PAR'l' IX. 

BEAVER CREEK AT BEAVER, OKLA. 

This station was established March 29, 1904, by W. G. Russell, and was discontinued 

December 31, 1905. It is located just below the ford about one-fourth mile north of 

Beaver, Okla. 

The channel is straight for about 300 feet above and below the station and about 95 feet 

wide at ordinary stages. During the flood of July, 1904, the river was 2,547 feet wide along 

the highway and across the ford, and the stream bed was eroded. The current is sluggish 

at low water, but has a good current at high stages. Both banks are low, clean, and liable 

to overflow. The bed of the stream is composed of clean sand and is shifting. There is but 

one channel at all stages. 

Discharge measurements are made at low water by wading. It is not possible to make 

high-water measurements in this vicinity,. and the discharge during floods must be computed 

from the slope and cross section. The initial point for soundings is at the gage. 

The original gage was destroyed July 9, 1904. A new inclined gage at the same datum 

was fastened to posts driven into the bank of the river. June 18, 1905, a similar gage was 

erected 440 feet downstream and was set to give the same reading at gage height 0.80 foot, 

the datum being 0.44 foot lower than that of the upper gage. By reading both gages at 

flood stage the surface slope may be obtained. During 1905 the gage was read once each 

day by Logan Rock. The bench mark is the top of a pine stake about 0.5 foot above the 

surface of the ground, 15 feet south of the gage; elevation, 5.00 feet above gage datum. 

A description of this station and gage height and discharge data are contained in WaterSupply Paper No. 131, United States Geological Survey, pp. 171-172. 

Discharge measurements of Beaver Creek at Beaver, Okla., in 1905. 

Date. Hydrographer. . Area of Me~J,n Gage Width. section. velocity. height. Discharge. 

-----1--------------------------

Square Feet per Feet. feet. second. 

June17 ........ J.M.Giles........................... 36 38 1.11 

June 18 ............. do .............. _................ 48 

J nne 19 ............. do ............. _ . . . . . . . . . . . . . . . . . 48 

August 25 .......... do ............... _............... 40 

November 23 .. E. Patterson ............................... . 

No~1r~·· · ~;"·"••••11. 

32 

26 

32 

56 

61 

200 

345 

525 

1. 26 

1. 24 

1.33 

1. 42 

1.55 

1. 94 

2. 45 

2.84 

(a) Computed from slope measurements, using Kutter's formula. 

Second- Feet. feet. 

0. 87 42 

.82 

. 79 

.95 

1.15 

1.20 

2.00 

3.00 

4.00 

40 

33 

42 

79 

95 

388 

845 

1, 491 
CANADIAN RIVER DRAINAGE BASIN. 67 

Daily gage height, in feet, qf Beaver Creek at Beaver, Okla., for 1905. 

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

----------------------

1. ............. 1.1 1.2 1.3 1.05 1.6 1.8 0. 7 0.4 0.45 0.'3' 0.8 1.25 

2 .•......•..... 1.05 1.25 1.25 l-25 1.5 1.8 .65 .45 .4If .3 .8 1.25 

3 .....•..•••.•. .9 1.25 1.25 1.2 1.4 1.7 .65 .35 .5 .25 .8 1.2 

4 ...........•.. .9 1 .. 3 1.2 1.5 1.3 1.7 .6 .3 .4 .6 .8 1.15 

5 ______________ .9 1.3 1.15 1.4 1.2 1.65 .6 1.1 .45 .6 1.2 1.15 6 ______________ .85 1.3 1.1 1.3 1.2 1.4 .65 .9 .9 .55 i.1 1.15 7 ______________ .85 1.35 1.05 1.2 1.1 1.2 :7 .85 1.0 .45 1.0 1.1 

8 .•... ·--------- .85 1.35 1.05 1.2 1.1 1.15 .75 .75 1.05 .55 1.0: 1.1 

9 _____ , ________ .8 1.45 1.0 1.15 1.2 1;1 .65 ;75 1.1 .55 1.2 1:1 

10 ______________ .8 1.45 1.05 1.15 1.3 1.1 .65 .6 1.2 .45 L15 1.0 

n .............. .8 1.45 1.05 1.15 1.1 1.4 .65 .5 1.2 .55 1.1 .9 12 ______________ .85 1.5 1.05 1.1 1.05 1.4 .6 .5 1.25 .6 1.1 .9 13 ______________ .9 1.5 1.05 1.1 1.05 ·1.3 .55 .8 1.3 .6 1.1 .9 .14 ______________ .9 1.5 1.05 1.05 1.0 1.2 .5 .75 1.4 .65 1.05 .95 15 ______________ .9. 1.5 1.05 1.2 1.0 1.1 .5 .75 1.3 .65 1.05 .95 

16 ______ , _______ .9 1.6 1.0 1.1 1.0 .8 .75 .6 1.25 .65 1.05 .95 

17 ••...•..•... ;. .9 1.4 ·1.o 1.05 .95 .9 .4 .5 1.1 .7 1.05 1.0 18 ______________ .9 1.4 1.05 1.05 .95 .85 .4 1.2 1.0 .7 1.0 1.0 

19 ___ _. __________ .9 1.4. 1.05 1.1 1.0 .85 .35 1.0 .9 .7 1.0 1.0 

20 •• : •••.•••••..• 1.1 1.35 1.05 1.1 1.0 .8 .45 .5 .8 .75 .95 l.Q? 

21. ........••... 1.1 1.35 1.05 1.0 1.05 .8 .4 .5 . 75 .75 .9 1.05 22 ______________ 1.5 1.35 1.05 1.0 1.1 .8 .4 .45 .6 .8 .9 1.1 23 ______________ 1.5 1.3 1.0 1.05 1.1 1.15 .35 1.05 .55 .8 1.5 1.1 24 ______________ 1.4 1.2 .95 2.0 1.8 1.0 .85 l.o· .5 .8 1.5 1.1 

25.--------- -·--- 1.2 1.15 .9 2.1 1.6 1.0 .75 1.0 .45 .85 1.4 1.15 26 ________ _-_____ 1.3 1.15 .9 2.0 3.0 .85 1.6 ;85 .45 .85 1.35 1.2 

27 .. ·------------ 1.25 1.15 .85 3.0 2.6 .85 .85 .8 .4 .85 1.35 1.25 

28_, ____________ 1.25 1.15 .85, 2.7 2.7 .8 .85 .75 .35 .8 1.35 1.3 

29 .............. 1.2 .......... .8 2.1 3.1 .75 .8 .7 .3 .8 1.3 1.4 

30 .••••••••••••• 1.25 .......... .8 1.7 2.6 .7 .75 • 7 .. 3 .8 1.3 1.4 

31. ....•.•...... 1.2 ........ .85 ------- ~-5 -~- ... -- .4 .6 -----·- .85 ............ 1.45 . 

NORTH FORK OF CANADIAN RIVER NEAR WOODWARD, OKLA. 

This station was established September 13,1903, by W. G. RusselL It is located.7 miles 

- ea.st of Woodward, at the railroad bridge. _ 

The channel is straight for 200 feet above and below the station. The right bank is high 

and not liable to overflow. The left bank is low and liable to overflow under the bridge; 

there are scattering trees along the bank. The bed of the stream is sandy and shifting. 

There.is but one channel, broken by two piers at low water and five piers at high water. 

Discharge measurements, are made from the six-span railroad bridge, which has a total 

length between abutments of. 360 feet. The initial point for soundings is at the west end of 

the bridge. . 

The original gage is painted on the west face of the second pier from the west end of the 

bridge. .A standard chain gage is fastened to the downstream guard rail of the bridge; 

length of chain, 18.44 feet. During 1905 the gage was read by Adolph Mueller. The bench 

mark is the bottom of the coping stone of the pier at the top of. the gage;. elevation, 7.00 feet 

above the datum of the gage. · · 

Informatiop in regard to this station is contained in the following Water-Supply Papers 

of the Umted States Geological Survey: 

Description: 99, p 245; 131, pp 172-173, 

Discharge: 131, p 173. 

Oage be.lgllta: 1101 p 246i 131, p 173. 
68 STREAM MEASUREMENTS IN 1905, PAR'l' IX. 

Discharge measnrements cf North Fork of Canadian River near Woodward, Okla.; in 1905. 

Date. Hydrographer. Area of Mean Gage Width. section. velocity. height. Discharge. ----~1-------------1--~1--- -----------

Square Feet per SecondFeet. teet. second. Feet. feet. 

March 30 ...... w. W. Schlecht_ ____________________ 54 104 1.54 2.50 161 

~~~:: ~; _:: :::: :::::::~:::: :::-::::::::: _:_:: ::::::: ::· 172 148 1. 21 2.65 179 

204 224 1.34 2.96 310 

1&5 130 1.46 2. 76 191 

l~~n I ~:il=:~:. 169 488 1.77 3.40 86.5 

157 351 2.16 3.20 759 

106 123 1.57 2.65 193 

142 173 1.18 2.65 205 

66 63 1. 79 2.40 113 

162 196 1. 76 2.90 346 

81 48 1.46 2.30 71 

-----""1 282 1. 77 3.50 500 

A ugnst 29 _____ ..... do._----------------------------- 32 27 1.45 2.10 40 

September 10 __ ....• do ............................... 40 37 1.40 2.30 52 

October 20. __ .. J.M. Giles ........................... 28 10 .90 1.85 9 

October 28 ..... Earl Patterson ...................... 35 25 1.26 2.20 31 

November27... ..... do ............................... -------- 178 1.28 2.90 230 

December 17 .. -:- .... do ............................... 161 101 1.31 2.80 133 

Daily gage height, in feet, of North Fork of Canadian River near Woodward, Okla. ,for 1905. 

--

I Il>ty. Jan. Feb. Mar. Apr. May. I June. July. Aug. Sept. Oct. I Nov. Dec. 

---

!. ............. 2.5 2.8 2.9 2.6 3.5 3.9 2.0 2.6 1.9 1.8 2.3 2.8 

2 .............. 2.5 2.8 2.8 2.6 3.4 3.8 2.2 2.6 1.8 1.8 2.3 2. 7 

3 .............. 2.5 2.8 2.8 2.6 3.2 3.6 2.0 2.5 1.8 1.8 2.3 2. 7 

4 .............. 2 . .5 2.8 2. 7 2.8 3.0 2.9 1.8 2.3 1.8 1.7 2.4 2.6 

5.------------- 2.5 2.8 2.9 2.9 3.0 2.9 1.8 2.2 1.8 1.7 2.5 2.6 

6 .............. 2.5 2.8 3.3 2.9 3.0 2.9 1.8 2.2 2.0 1.7 

I 

2.5 2.6 

7 .............. 2.4 • 2.8 2.9 3.0 3.0 2.8 1.9 2.1 1.9 1.6 2.5 2. 7 

8 .............. 2.4 2.8 2.9 3.0 3.0 2. 7 1.9 2.1 2.1 1.6 2.4 2. 7 

9 .............. 2.4 2.8 2.9 2.9 2.9 2.6 

I 

2.1 2.0 2.5 1.5 2.5 2. 7 

10 .............. 2.4 2.8 2.9 2.8 2.9 2.6 2.2 1.9 2.4 1.5 2.5 2. 7 

11 .............. 2.4 2.8 2.9 2.8 2.9 2.5 2.1 1.9 2.5 1.5 2.5 2. 7 

12 .............. 2.4 2.8 2.9 2.8 2.8 2.5 I 2.1 1.9 2.5 1.5 2.6 2. 7 

13 .............. 2.4 2.8 2.8 2.8 2.8 2.5 2.1 3.3 2.4 1.5 2.6 ~- 7 

14 .............. 2.4 2.8 2.8 2.8 2. 7 2.4 2.1 3.1 2.4 1.5 2.6 2.7 

15 .............. 2.4 2.8 2.8 2.8 2.6 2.4 2.0 3.0 2.3 1.5 2.6 2. 7 

16 .............. 2. 4 2.8 2.8 2.8 2.6 2.4 !.9 ~.0 ~.2 1.5 3.6 2. 7 

li .............. 2.4 2.9 2.8 2.8 2.5 2.4 1.9 3.0 2.2 1.5. 2.6 2. 7 

18 .. -.---.----.- 2.4 2.9 2.9 2.8 2.5 2.4 1.9 3.6 2.2 1.6 2.6 2. 7 

19.------.-.-.. - 2. 7 2.9 2.9 2.8 2.5 2.4 1.9 3.0 2.1 1.7 2.6 2. 7 

20 .............. 2. 7 2.9 3.0 2. 7 2.5 2.4 1.8 2.8 2.1 1.8 2.5 ~- 7 

21. ............. 2. 7 3.1 2.9 2.'1 2.6 2.4 1.8 2.8 2.1 1.8 ~-5 2. 7 

22 .............. 2.7 3.1 2.8 2.6 2.8 3.4 1.9 2.6 2.1 1.9 ~.6 2. 7 

23 .............. 2.8 3.1 2.8 2.6 3.8 2.9 1.8 2.5 2.1 1.9 2.8 2. 7 

24 .............. 2.9 3.0 2.8 2.8 3.tl· 2.8 2.8 2.3 2.1 1.9 2.8 2. 7 

25 .............. 2.9 2.9 2.8 4.0 3.2 2.8 2.8 2.2 2.0 2.1 a.o 2.6 

26 •...•••••••••• 2.9 2.9 2.8 3.~ 3.1 2.6 2.6 2.2 1.9 2.1 2.9 2.6 

27 .............. 2.9 2.9 2./ 3.6 3.1 2.4 2.3 2.2 1.9 2.1 2.9 2.6 

28 .............. 2.0 2.9 2.6 .0.6 3.1 2.0 2.3 2.2 1.9 2.1 2.Y 2. 7 

29 .............. 2.8 . ...... ~-6 3.6 3.9 2.0 2.3 2.2 1.8 2.2 2.9 2.6 

30 .............. 2.8 . ...... 2.6 4.6 8.5 2.0 2.9 2.0 1.8 2.2 2.8 2.5 

31 .............. 2.8 ······· 2.5 ....... 3.1 . ...... 2. 7 1.9 ....... 2.3 ........ 2.5 
CANADIAN RIVER DRAINAGE BASIN. 69 

NORTH FORK OF CANADIAN RIVER NEAR ELRENO, OKLA. 

This station was established October 27, 1902, by W. G. Russell, and is located at the 

highway bridge 2 miles north of Elreno, Okla. 

, The channel both above and below the station is straight for about 200 feet and has a 

width of 130 feet at ordinary stage. The right bank is high and the left bank is low. Both 

banks are liable to overflow. The bed of the stream is sandy and somewhat shifting. 

Discharge measurements are made from the bridge. The initial point for soundings is 

the end of the bridge on the right bank. 

The original gage was of the wire type. It was destroyed July 6, 1003, but was reestablished July 10, 1003. June 5, 1905, a standard chain gage was fastened to the downstream 

railing of the bridge; length of chain, 17.46 feet. During 1005 the gage was read once each 

day by Austin Clift. The bench mark is the top of a steel cylinder pier on the north side of 

the bridge; elevation, 11.30 feet above the datum of the gage. 

Information in regard to this station is contained in the following Water-Supply Papers 

of the United States Geological Survey: 

Description: 84, p 114; 99, p 244; 131, p 174. 

Discharge: 84, p 114; 99, p 244; 131, p 174. 

Discharge, monthly: 131, p 177. 

Gage heights: 84, p 114; 99, p 244; 131, p 175. 

Rating table: 131, p 176. 

Discharge measurements of North Fork of Canadian River near Elreno, Okla., in 190fJ. 

Date. Hydrographer. . Area of Mean Gage Dis- Width. section. velocity. height. charg,,. 

Square Feet per Secona. 

Feet. feet. second. Feet. feet. 

April10 ....... E. R. Kerby ......................... 106 194 2. 18 3.80 4~3 

April24.· ...... Murphy and Kerby ................. 105 200 1. 97 3.50 395 

Apri125 ....... J. M. Giles ........................... 105 187 1.64 3.55 30'7 

June5 ......... ..... do ............................... 110 325 2.02 5.13 658 

June 17 ........ E. R. Kerby ......................... 101 134 1.83 3.10 245 

July!. ........ ..... do ............................... 100 128 1.59 2.90 204 

July27 ........ J.M. Giles .......................... 63 54 1. 02 2.25 56 

August 23 ..... E.R.Kerby ......................... 104 171 1. 63 3.30 278 

August 23 ..... ..... do ............................... 104 171 1.58 3.25 270 

September 23 ... ..... do ............................... 47 26 .84 1.80 22 

September 26 ... J.M. Giles ........................... 24 17 .71 1. 70 12 

October 9 ...... E. R. Kerby ......................... 22 8 .50 1.50 4 

November 15 ... ..... do ............................... -------- 47 1.12 2.20 53 

December 11. .. ...... do.-.............................. -------- 97 1.32 2. 70 128 
70 S'l'REAM MEASUREMJ<~NTS IN 1905,, l'ART IX. 

Daily gage height, in feet, of North Fork ofOanadian River near Elreno, Okla.,for 1905. 

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

----------------------

1. ............. 3.0 4.0 3.4 5.0 5.3 2.9 2.3 2.1 1.6 1.6 2.8 

2 .............. 3.0 4.0 4.1 4.9 5.3 3.0 2.3 1.9 1.6 1.6 2.8 

3 .............. 2.9 ....... 1 

3.8 

I 

3.4 5.0 4.9 2.9 2. 4 1.9 1.6 1.6 2.9 

4 .............. 2.9 ··--·-- 3.6 3. 4 5.4 4.4 2.9 2.3 1.8 1.6 1.7 :.8 

5 .............. 2.8 ....... 1 3.6 3.4 4.8 5.1 2.8 2,.5 1.8 1.6 1.7 2.8 

6 .............. 3.0 ········t 3.6 3.6 4. 7 4.8 2.6 2. 7 1.8 1.6 1.8 2.8 

7.............. ~-21"""' 3. 7 3.5 4.5 4.4 2.6 2.5 1.8 1.5 1.8 2. 7 

8 .............. , 2.8 ....... 3. 7 3 . .5 4.0 4.2 2.6 2. 7 2.0 1.5 1.8 2.8 

~ II 

3.9 3.6 4.0 4.0 2.9 2.3 2.2 1.5 2.0 2.8 

4.2 4.0 3.9 3. 7 2.9 2.2 2.4 1.5 2.0 2.8 

4.1 3.8 3. 7 3. 7 2.8 2.1 2.2 1.5 2.1 2. 7 

4.0 3.9 3. 7 3.5 2.6 2.2 2.2 1.5 2.1 2. 7 

3.9 4.1 3.6 3.4 2.6 2.3 2.0 1.4 2.1 2. 7 

3.9 4.0 3.8 3.3 2.6 2.2 2.0 1.4 2.1 2.8 

4.0 3.6 3.9 3.2 2.4 2.2 2.0 1.4 2.1 2.8 

3.9 3.6 3.6 3.1 2.4 2.3 2.2 1.4 2.2 2. 7 

!:::::::::::::::1::::::: ----·-- 3.8 3.5 3.4 3.1 2.3 3.2 2.2 1.5 2.2 2.8 

4.1 3.5 3.2 3.0 2.3 3.0 2.2 1.5 2.2 2. 7 

4.1 3.5 3.2 2.9 2.3 3.1 2.0 1.5 2.3 2.8 

2J .............. ....... ···--··· 4.1 3.5 3.4 2.0 2.3 3.2 2.0 1.5 2.3 2.8 

21. ............. ------- -·-·--- 4.2 3.5 3.4 2.0 2.2 3.3 1.9 1.5 2.4 2.8 

22 •...•......... I 4.5 3.5 3.4 3.3 2.3 3.4 1.8 1.5 2. 4 2.8 ------- ---··-- 23 • i 4.1 3.4 3.5 3.1 2.2 3.4 1.8 1.5 2.4 2.8 

~~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ J.--~I 4.0 3.5 3.3 2.9 2.6 3.0 1.8 1.5 2.5 2. 7 

3.9 3.5 3.2 2.9 2.5 2.8 1.8 1.5 2.4 2. 7 

3. 7 3. 7 3.2 2.9 2.4 2.6 1.7 1.5 2.4 2. 7 

27 .............. ------- 4.0 3.6 3.6 3.3 3.6 2.2 2.5 1.7 1.5 2. 7 2.6 

28 .............. ........ 3.9 3.6 3. 7 4.8 3.3 2.3 2.4 1.7 1.5 2.8 2.6 

29 .............. ------- ·····-· 3.4 5.3 4.6 3.0 2.4 2.3 1.7 1.5 2. 7 2.6 

30 .............. ....... ·····-- 3.4 5.2 4.3 3.0 2.5 2.2 1.6 1.6 2. 7 2.6 

31. ............. ·····-- -·-···- 3.4 4.2 2.3 2.1 1.6 2.6 
OANADIAN RIVER DRAINAGE BASIN. 71 

Daily discha:rge, in second-feet, of North Fork of Canadian River near Elreno, Okla.,for 1905. 

Day. Feb. Mar. Apr. ·May. June. July. Aug. Sept. Oct. Nov. Dec. 

----------------- ~-- --------------------

1. . . . • . . • . . . • . • . • • . . • • . •.. . . . . . 515 370 650 710 187 

2 ••••••••••• .-.......... . • . • • • . 515 535 625 710 210 

67 

67 

82 

67 

99 

i41 

43 

26 

26 

20 

20 

20 

20 

34 

54 

82 

54 

54 

34 

34 

34 

54 

54 

54 

34 

34 

26 

20 

20 

20 

20 

15 

15 

15 

15 

11 

11 11 

11 _u 164 

164 

3...................... •....•• 464 

'4...................... ....... 415 

5 ..... , .............. ·.. ....... 415 

6 ............ :......... ....... 415 

7...................... ....... 44o 

8 ••••• .-............ ~.. ....... 440 

9 ................... , ........ . 

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

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

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

13 ....................... _ ...... . 

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

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

16 ............... , ............ . 

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

18 ...................... ...... : 

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

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

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

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

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

24...................... 490 

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

26...................... 720 

27 ...................... 515 

28...................... 490 

:::::::::::::::::::::::1::::::: 

31 ...................... 1 ...... . 

490 

560 

535 

515 

490 

400 

515 

490 

464 

535 

535 

535 

560 

630 

535 

515 

4!l0 

440 

415 

415 

370 

370 

370 

370' 650 615 

370 740 490 

370 600 650 

415 575 580 

395 . 530 '490 

395. 410 45o 

415 

515 

464 

490 

535 

515 

415 

415 

395 

395 

395 

395 

395 

395 

~~0 

395 

307 

340 

320 

340 

720 

700 

410 410 

385 340 

330 345 

330 300 

310 280 

360 270 

390 255 

305 240 

260 245 220 '210 

220 187 

260 34 

260 34 

260 279 

280 233 

240 187 

215 187 

215 187 

240 350 

590 279 

540 210 

470 210 

450 

187 

187 

164 

119 

119 

119 

187 

187 

164 

119 

119 

119 

82 

82 

67 

67 

67 

67 

54 

67 

54 

119 

99 

82 

54 

67 

82 

99 

67 

99 

141 

67 

54 

43 

54 

67 

54 

54 

67 

256 

210 

283 

256 

279 

302 

302 

210 

164 

119 

99 

82 

6i 

54 

43 

11 

11 

11 

11 

.8 

8 

'8 

8 

8 

8 

6_ 

6 

6 

6 

8 

8 

8 

8. 

8 

8 

8 

8 

8 

8 

8 

8 

8 

11 

11 

11 187 

15 164 

15" 164 

20 164 

20 141 

20 164 

34 

34 

43 

43 

43 

43 

43 

54 

54 

54 

67 

67. 

82 

82 

82 

99 

82 

82 

141 

164 

141 

141 

164 

164 

141 

141 

141 

164 

164 

141 

164 

141 

164 

164 

164 

164 

164 

141 

141 

141 

119 

119 

119 

li9 

119 

NOTE.-From March i. to June 17 the dally discharge was obtained b'y indirect method. For the 

remainder of the year a rating table based on measurements subsequent to June 17 was used. 

Estimated monthly discha:rge of North Fork of Canadian River near Elren(), Okla. ;for 1905, 

Month. 

March ......................... : ........................ . 

April_._··.·······················'························· 

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

June ........................................ , ........... . 

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

August ..... ; .................................... ; ......• 

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

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

November ........................................... , •.• 

December ....................................... -...... .. 

Discharge hi second-feet. 

Maximum. Minimum. Mean. 

630 

720 

740 

710 

210 

302 

82 

11 

164 

187 

370 480 

307 . 428 

215 397 

34 332 

54 112 

43 126 

11 32.1 

6. 8.5 

11 59.9 

119 151· 

Theperlod .............. ~ .............. : ............. : .......... , ... , .............. . 

Total in 

acre-feet. 

29,510 

25,470 

24;410 

19,760 

6,887 

7, 747 

1,"910 

522 

3,564 

9,285 

129,100 
72 STREAM MEASUREMENTS IN 1905, PART IX. 

RED RIVER: DRAINAGE BASIN. 

DESCRIPTION OF BASIN. 

The headwaters of Red River include several forks, all of which have their sources in 

northern Texas. Red River takes a general easterly direction along the northern boundary 

of Texas, and then turns toward the southeast and flows through a low, swampy region in 

Louisiana into the ~ississippi not far from the southern boundary of the State of Mississippi. 

North Fork and Salt Fork rise in the Panhandle of Texas and flow in a general southeasterly course across the southwest corner of Oklahoma, uniting with Prairie Dog Fork a short 

distance above Vernon, Tex. Elm Fork, rising in the same locality, joins North Fork 50 or 

75 miles above its mouth. The flow is very uncertain, most of the run-ofr"being flood water 

after heavy rains. The flow ceases entirely in the late summer and fall in ordinary dry 

years. The drainage area consists of dry, semiarid plains varied by sandhills in some portions. The underlying rocks are sandstone, limestone, and gypsum in the upper portion and 

granite where the streams pass through the Wichita Mountains. 

Washita River rises in northern Texas, crosses southern Oklahoma, and flows into Red 

River.in the southern part of Indian Territory, about 10 miles from Denison, Tex. 

Sulphur Fork of Red River has its headwaters in Hunt and Fannin counties, Tex., flows 

eastward, forming the boundary between Delta, Red River, and Bowie counties on the north, 

and Hopkins, Franklin, Titus, Morris, and Cass counties on the south, and empties into Red 

River in Arkansas about 7 miles north of the Louisiana boundary line. The flow of this river 

is very unreliable, changing with the rainfall. If the summer is at all dry it ceases altogether, 

but enough water always remains standing in pools to water stock. During or immediately 

after protracted or unusually heavy rains the nver becomes very wide and deep, floods its 

bottoms, and often occasions considerable loss of stock and damage to planters and the 

railroads. 

Big Cypress Creek has its headwaters in Franklin and Titus counties, Tex., flows in a 

general easterly directim_1, and empties into Red River. The flow of the river is unreliable, 

varying with the rainfall. In the summer it ceases and the river becom~s dry except where 

the water stands in holes. After long or heavy rains the stream is liable to overflow its 

banks. 

RED RIVER AT ARTHUR CITY, TEX. 

This station was established January 1, 1905. The United States Weather Bureau had 

maintained a gaging station at this point since 1891. 

The gage is a vertical staff fastened to one of the piers of the bridge. During 190S the 

gage was read by Mrs. Mary Tu'nnell. Bench marks were established as follows: (1) The 

base of rail on the bridge above the second section of the Weather Bureau gage; elevation, 

411.10 feet above mean sea level, and 48.00 feet above the datum of the gage. (2) A rock 

with a 12-foot square surface, lying in the river about 300 feet southeast of the railway 

bridge; elevation, 363.40 feet above mean sea level and 0.30 foot above the datum of the 

gage. 

Date. 

Discharge measurements of Red River at Arthur Oity, Tex., in 1905. 

Hydrographer. W'd h Area of Mean 1 t · section. veJOmty. Gage 

height. Discharge. -----1----------------------------

Square Feet per SecondFeet. jeet. second. Feet teet. 

March 17 ...... H. H. Fox ........................... 290 1,995 2.10 7.6 4,200 

March 18 ...... ..... do ............................... 506 3,830 3.67 11.0 13,080 
RED RIVER DRAINAGE BASIN. 73 

Daily gage height, in feet, of Red River at Arthur City, Tex.,jor 1905. 

Day. 

I 

Jan. Feb. Mar. Apr. May. June. 1 July. I Aug. Sept. Oct. Nov. Dec. 

~~· 

-- / 

------

1. ............. 4.3 4.5 8.0 9.2 12.4 23.3 9.2 13.7 6. 7 6.0 6. 7 9.3 

2 .............. 4.3 4.5 8.0 10.0 10.8 22.0 8.5 13.5 6. 7 6.0 6.3 9.9 

3 .............. 4.2 4.5 8.0 14.5 10.0 21.0 8.0 13.0 6.0 14.5 6.0 9.3 

4 .............. 4.2 4.5 7.6 14.8 9.5 19.5 10.5 12.5 5.9 12.1 6.0 9.0 

5 .............. 4.2 4.5 6.3 14.6 9.5 18.0 10.8 9.2 5. 7 11.0 5.8 8.8 

6 .............. 4.Z 4.5 6.3 14.4 9.0 17.0 12.0 9.0 5. 7 10.2 5.6 8.5 

7 .............. 4.2 4.5 6.3 14.0 9.0 15.0 12.5 8.8 5. 7 9.8 9.5 8.3 

8 .............. 4.2 4.5 7.5 11.4 9.5 13.2 12.5 8.2 5.5 7.8 7.8 8.3 

9 .............. 4.2 4.5 8.9 10.4 9.2 12.0 19.5 8.0 5.5 7.1 7.2 7. 7 

10 ........... · ... 4.2 4.5 8.9 9.5 9.0 11.5 17.5 8.0 5.5 6.6 I 12.9 7.0 

11 .............. 4.8 4.5 8.9 9.0 9.0 10.4 14.5 7.4 5.6 6.6 12.7 6.8 

12 .............. 4.8 4.5 9.5 9.0 8.2 10.0 12.0 7.0 6.0 6.2 12.0 6.6 

13 .............. 4.8 ' 4.5 9.0 8.0 8.2 9.8 11.0 8.0 11.6 6.2 11.4 6.5 

14 .............. 4.8 4.5 8.0 7.6 14.0 11.0 10.5 8.0 13.3 ' 6.0 10.0 12.2 

15 .............. 5.3 4 . .5 9.4 7.6 14.4 10.5 10.5 8.0" 11.5 6.0 11.7 17.2 

16 .............. 5.3 4.5 9.4 8.4 15.6 10.0 10.5 8.0 10.7 6.0 11.7 13.6 

17 .............. 5.3 4.5 7.6 8.4 15.0 9.6 10.2 9.8 10.4 6.0 11.2 12.0 

18 .•............ 5.3 4.5 10.8 8.4 14.0 9.0 10.2 9.8 9.8 6.0 10.0 12.4 

19 ..... ~ ........ 5.6 4.6 13.0 10.0 12.5 8.8 10.7 9.5 9.5 10.0 8. 7 11.4 

20 .............. 5.9 4.8 14.-5 9.6 10.5 9.6 10.7 8.4 8.8 12.2 9.2 9.5 

21. ............. 5.9 4.8 15.5 9.6 16.0 12.0 11.0 9.0 8.2 8.5 8.0 15.0 

22 .............. 5.0 6.8 15.0 9.0 19.4 12.5 11.3 8.8 8.0 7.0 7.8 14.0 

Z3 •••••••••••••• 4.5 6.8 11.7 9.3 21.2 12.5 13.2 8.6 7.8 7.0 7.8 13.4 

24 .............. 4.5 7.6 10.3 9.6 18.4 11.4 14.0 8.2 7.8 6.8 7. 4 12.0 

25 .............. 4.5 9.0 9.6 14.8 21.6 '11.4 14.2 8.0 7.6 9.9 9.0 11.6 

26 .............. 4.5 8. 7 9.2 15.8 21.0 11.0 13.7 7. 7 7.1 9.2 9.0 11.3 

27 .............. 4.5 8.4 8. 7 15.8 18.0 9.5 13.7 7.6 7.0 8.0 9.0 \ 9.0 

28 .............. 4.5 8.0 9.0 17.0 20.5 9.8 13.7 7.4 6.0 7.0 9.0 8.8 

29 .............. 4.5 ------- 11.0 17.4 19.5 9.8 13.7 7.0 6.5 6.9 8.8 8.8 

30 .............. 4.5 ------- 10.2 13.7 Z2.0 9.8 13.7 7.0 6.2 6. 7 8.2 8.8 

31. ............. 4.5 ------- 9.9 ------- 25.0 ------- 13; 7 6. 7 ------- 6. 7 ·"-··--- 8.1 

NORTH FORK OF RED RIVER NEAR GRANITE, OKLA. 

This station was established June 23, 1903, by Fred Bonstedt. It is located at the highway bridge 2 miles east and one-half mile north of Granite, Okla. The Chicago, Rock 

Island and Pacific Railway crosses the river near this point. 

The channel is straight for about 500. feet above the station and about 300 feet below. 

Both banks are subject to overflow at flood stages. The bed of the stream is sandy and 

shifting. 

Discharge measurements are made from the bridge. 

The original wire gage was replaced December 5, 1905, by a standard chain gage bolted· 

to the fencing on the upstream side of the bridge, 48 feet from the west end. Length of 

chain, 21.16 feet. During 1905 the gage was read once each day by Elmer 0. Tompkins. 

The bench mark is a United States Geological Survey standard iron post set 292 feet e.ast 

of the bridge, near the south line of the highway; elevation, 10.64 feet above the datum of 

the_ gage and 1,539.8 feet above sea level. 

Information in regard to this station is contained in the following Water-Supply Papers 

of the United States Geological Survey: 

Description: 99, p 319; 131, pp 182-183. 

Discharge: 99, p 319; 131, p 183. 

Gage heights: 99, p 320; 131, p 183. 
74 ST:aEAM MEASUREMENTS IN 1905, PART IX. 

Discharge measurements of North Fork of Red River near Granite, Okla., in 1905. 

Date. Hydrographer. Area of Mean Gage Width. section. velocity. height. 

Discharge. 

-----:------------·--------------· 

sre;re Feet per SecondFeet. eet. second. Feet. feet. 

February 24 .... E. R. KerbY------------------------- 192 391 3.23 6.50 1,265 

April12 _______ _____ do _______________________________ 32 34 .86 5.40 30 

April26 _______ Murphy and Kerby ______ ----------- 268 784 4.26 7.35 3,340 

Apri126_, _____ J. M. Giles--------------------------- 326 1,225 4.39 8.00 5,379 

May23 ________ E. R. KerbY·------------------------ 101 134 1.99 6.10 266 

May 24 ________ J. M. Giles ___ --------- _____ ---------- 87 76 1.90 5.80 144 

June9 _________ E. R. Kerby ___ -- __ -- ________________ 100 138 2.98 6.30 410 

July2 _____ , ___ _____ do.------------------------------ 30 15 .82 5.50 12 

July 11. _______ _____ do·------------------------------ 12 11 .58 s:4o 6.4 

August 24. ___ • _____ do.------------------------------ 23 13 1.14 5.50 15 

August 25. ____ J. M. Giles ___________________________ 16 9.8 1.29 5.45 12.6 

September 24. _ _____ do, _______________ ·-------------- 14 4.6 .()9 5.20 2.7 

September 27... E. R. Kerby __ ---_------------------ 2.5 .5 1.00 5.10 .5 

November 29. ·- ..... do .... ~---·······-···-··········· -------· 86 1.62 6.10 139 

Decembers ____ _____ do.------------------------------ -------- 53 1.65 5. 75 87 

December 19 ___ _____ do _______________________________ 

-------- 45 1.59 6.05 72 

(a) J. M. Giles •. ------------------------ -------- 2,91fi 6.24 11.50 -18,200 

(") _____ do.------------------------------ -------- 2,100 5.11 9.50 10,730 

(") _____ do·------------------------------ -------- 650 2.32 8.00 1,508 

(") --~--do ___ ---------------------------- -------- 240 1.58 7.00 380 

-----'--------------------·----L·---------'----'------'------

aComputed !rom slope measurement, using Kutter's formula. 
RED RIVER DRAINAGE BA!:HN. 75 

Daily gage height, in feet, of N orlh Fork of Red River near Granite, Okla.dor 19()/j. 

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

-----1--------------------. -----

,L ...........•. ········•··•·• 

l::•:::::::•::!:•-:::: ··:···· 7 ______________ ------- .... : •• 

8 .... ------- -•- ------- -------

5.4 

5.4 

5.3 

5.2 

5.3 

5.9 

5.5 

5.4 

1~:::::::::::::: :::::::1::::::: ::: 11 .........•.... ------- ------- . 5. 7 

12.·------------- ------- ------- 5.6 

13 .............. ------- ------- . 5.6 

14 .............. ------- ------- 5.6 

15 .............. ------· ----.--- 5. 7 

16 .............. ------- ------- 5.9 

17 __ _. ___________ ------- ------- 7.7 

.18 .............. ...... : ------- 6.5 

19 .......•...... --·---- ------- 6.3 

20 .....•.•...... ------- ------- 6.2 

21. ••••••••••••• -------------- 5.9 

22 ............•• ------- ------- 5. 7 

23 •••••••••••••• ------- 8.1 5.6 

5.2 

5.3 

5.3 

5.4 

6.2 

5.9 

5.8 

5.8 

5.8 

6.3 

6.1 

5.8 

5.6 

5.4 

5.4 

5.4 

5.3 

5.3 

5.3 

5. 7 

5.6 

5.6 

5.8 

24 ............ ·.. 5.0 6.5 5.4 6.2 

25.............. 5.6 5.8 5.2 8.3 

26.............. 5.5 5.5 5.5 8.1 

27.............. 5.5 5.3 5.1! 6.'6 

6.0 

6.0 

5.9 

5.7 

5.5 

5.3 

5.3 

5.8 

6.5 

6.1 

5.9 

5.7 

5.6 

5.5 

5.4 

5.7 

5.4 

5.3 

5.3 

5.7 

5.8 

6.1 

6.0 

5.8 

5.9 

6.0 

9.9 

28.............. 5.3 5.6 5.5 6.3 10.2 

29 ..... ,........ 5.3 5.3 . 6.0 7.4 

30.............. 5.5 5.2 5.9 6.8 

31 .. -----'------ 5.4 5.1 7.0 

6.8 

6.1 

6.0 

5.9 

6.4 

6.2 

6.4 

6.2 

6.2 

6.1 

6.0 

6.1 

6.0 

5.9 

5.9 

5.8 

5.9 

5.8 

5.8 

5-7 

5.6 

5.6 . 5.6 

5.5 5.5 

5.5 5.5 

5.5 6.0 

5,5 5.7 

5.5 . 5.8 

5.4 5.9 

5.4 6.0 

5.~ I ·6.1 

5.4 6.2 

5.3 5.8 

5~3 6.0 

5.3 7.8 

5.3 7.0 

5.3 6.8 

5.4 6.5 

5.4 6.2 

5.4 

5.4 

5.3 6.1 

5.5 6.0 

6.1 5.8 

5.9 5.6 

5.2 

5.1 

5.1 

5.1 

5.0 

5.4 

5.2 

8.5 

4.9 

5.0 

5.0 

4.95 

4.9 

4.9 

4.9 

4.9 

7.6 4.9 

4.9 

4.9 

4.9 

4.9· 

4.9 

4.9 

4.9 

4.9 

7.5 4.9 6.0 

6.4 4.9 6.8 

6.0 4.9 . {1.1 

6.0 4.9 6.05 

6.05 4.9 6.0 

5.9 "4.9 6.0 

5.65 4.9 5:95 

5.5 4.9 5.85 

5.5 4.9 5.8 

5.45 4.9 

5.6 4.9 5. 7 

5.4 4.9 5.7 

p.3 4.9 5. 75 

5.2 4.9 5.8 

5.6 . 5.6 

5.5 

5.5 5.2 4.9 8.85 

7.5 

6.4 

6.2 

5.5 5.2 4.9 

5.8 5.4 5.4 5.2 4.9 

5.7 5.4 5.4 5.1· 4.9 

5. 7 5.5 5.4 5.05 4.9 6.0 

5.6 5.6 5.4 5.0 4.9 5.9 

5.6 5.9 5.3 4.95. 5.0 5.9 

5.7 ' 5.3 4.95 

NORTH FORK OF RED RIVER NEAR SNYDER, OKLA. 

5.9 

5.9 

5.85 

5.8 

5.75 

5.85 

5.85 

5.85 

5.8 

5:8 

5.85 

5.85 

6.0 

6.05 

6:4 

6.15 

6.1 

6.1 

6.05 

6.05 

6.0 

6.1 

6.15 

6.25 

6.1 

6.1 

6.1 

6.1 

T~is station was established April14, 1905, and was discontinued July 31, "1905. It is 

located at the Frisco Railway bridge about 8 miles west of Snyder, Okla. 

The channel is straight for 300 feet above and 1,000 feet below the station. ·The current 

is swift. The right bank is low and sandy, and overflows only under the railway trestle. 

The left bank is high and rocky and is not subject to overflow. The bed of the stream is 

composed of sand and is free from vegetation and shifting. There is but one channel, 

broken only by the pile bents, which are very close together, catching large quantities of 

drift during floods and making the current 'Varying and uhcertain. . 

Discharge measurements are made from the upstream !jide of the railroad bridge on 

trestle bents 14 feet apart. The initial point for soundings is the end of the upstream 

guard rail at the right bank. ' 

.A standard chain gage is attached to the downstream guard rail of the bridge; length of 

the chain, 18.65 feet. There are also two short sections of vertical gage fastened to the 

piles of the bridge. During 1905 the gage was read once each day by D. M. D(lason. The 

bench mark is a c:ross on a rock on the left bank, 200 feet a~¥>ve the bridge; elevation, 7.04 

feet above the datum of the gage. · · 
76 STREAM MEASUREMENTS IN 1905, PART IX. 

Discharge measurements of North For"k of Red River near Snyder, Okla., ·in 1905. 

Date. I-! ydrographcr. i . I Area of Mean Gage Dis- Wtdth. section. velocity. height. charge. 

-----:------------1-----------· ---

Square Feet per SecondFeet. feet. second. Feet. feet. 

Apri114 ....... E. R. Kerby ......................... 106 183 0.88 2.40 161 

April14 ....... J.M. Giles ........................... 477 1,603 1.90 4.05 3,045 

May 19 ........ 1 :.·:.· ~~::.~ :::::::::::::::::::::::::I 182 224 .63 2.40 142 

May2L ....... ; 340 691 1.47 3.25 1,017 

May22 ........ ' ..... do .............................. 399 862 1.90 3. 71 I 1,639 

May 25 ........ j E. R. Kerby ......................... 162 330 1. 78 2.90 I 589 

May30 ............. do ............................... 357 2,203 3.43 0

4.15 I 7,546 

June 1. ........ 1 J. M. Giles ........................... 480 1,978 1.58 4.35 I 3,121 

June 13 ........ E. R. Kerby ......................... 220 308 1.52 2.37 

I 

469 

June27 ............. do ............................... 141 189 1.28 1.90 242 

l~lil: -~;~·-········----··- I 

130 140 .81 1.50 I 113 

131 146 .83 1.55 I 122 

130 138 .94 1.65 i 130 

130 136 .91 1.60 124 I 

July 16 ........ J.M. Giles ................... 128 116 .69 1.50 : 80 

July 20 ........ ..... do ..••..•........................ 125 99 .61 1. 40 61 

July25 ........ E. R. Kerby ......................... 145 200 1.48 2.00 i 296 

Daily gage height, in feet, of North Fork of Red River near Snyder, Okla. ,for 1905. 

Day. Apr. May. June. July. I' Day. Apr. May. June. July. 

----1---------11----1--------

!. ............... ·------- 2.8 4.2 1.9 17 ................ 2.3 2.2 1.5 

2 ................ -------- 2. 7 3.9 1.9 18 ................ 2.4 2.0 1.5 

3 ................ -------- 3.2 1.9 19 ........... : .... 2.4 2. 4 2.0 1.5 

4 ................ -------- 2.8 1.8 20 ....... ·-------- 2.3 2. 7 1.9 1.4 

5 ................ -------- 2. 7 1.7 21. ............... 2. 7 3.2 1.9 1.4 

6 ................ ........ -------- 2.6 1.6 22 ................ 2.6 3.9 1.9 2.1 

7 ................ ········ ········ 3.2 1.6 23 ................ 3.2 3.5 3.2 2.4 

8 ................ -------- -------- 3.9 1.6 24 ................ 3.2 3.3 2.5 2.0 

9 ................ -------- -------- 3.8 1.7 25 .......... -· .... 4.9 2.9 2.1 1.9 

10 ................ -------- -------- 3.2 1.6 26 ................ 4.1 2.5 2.0 1.9 

11. ............... -------- ----·--- 2.6 1.7 27 ................. 4.1 6.9 1.9 1.8 

12 ........... ····· -------- 4.3 2.5 1.6 28 ................ 3.5 6.6 1.9 1.7 

13 ................ -------- 4.5 2.4 1.5 29 ................ 3.2 5.0 1.8 1.6 

14 ................ 2.4 2. 4 1.5 30 ................ 3~ 1 4.2 1.9 1.5 

15 .... · ............ 2.3 2.3 1.5 31. ............... -------- 4.5 1.2 

16 ................ 2.3 2.2 1.5 

NORTH FORK O:E' REU RIVER NEAR HEADRICK, OKLA. . 

This station was established July 17, 1905. It is located at the Navajo dam site, about 

4 miles northeast of Headrick and 8 miles west of Mountain Park, Okla. 

The channel is straight for 200 feet above and 1,000 feet below the station. Both banks 

are high and clean and will not overflow. The bed of the stream is composed of sand and is 

shifting. There is but one channel at all except very low stages. 

Discharge measurements are made by means of a cable and car about 100 yards above the 

gage. The initial point for soundings is a paint mark on the cab1e near the right end. 

An inclined staff gage is fastened to the rock on the right bank. Above 6 feet the gage is 

painted on the rock. During 1905 the gage was read once each day by John Graves. The 

bench mark is a cross cut in the rock about 10 feet south of the gage; elevation, 8.40 feet 

above the datum of the gage. 
RED .RIVER DRAINAGE BASIN. 77 

Discharge measurements of North Fork of Red River near Headrick, Okla.;in 1905. 

Date. I Area of Mean Ga~e Dis- Hydrographer. Width · h -------------!---~· section. velocity. hmg t. c arge. 

Feet. sre;are Feet per eet. second. 

SecondFeet. feet. 

July 17 ......... J. M. Giles........................... 49 67 1.00 2.00 67 

-Jtily 19 ..........•... do............................... 74 108 .54 1.95 58 

July 19 ...... ;.. E. R. Kerby......................... 54 59 .92 1.95 54 

July20 ......... J.M. Giles............................ 36 47 1.06 1.92 50 

July25 ........ : E. R. Kerby .......... ,.............. 175 

July 26 ....... ~ ...... do............................... 121 

309 2.47 

202 1.50 

3.10 764 

2.10 I 303 

July 26 .............. do............................... 118 191 1.46 2.60 278 

August 2 ............ do............................... 54 103 1.18 2.20 122 

August2 ............. do .......... :.................... 53 96 1. 25 2.10 120 

August9 ............ do............................... 52 83 1.10 2.10 91 

August 9 ........... do............................... 52 86 1.38 2.15 119 

August 14 ........... do............................... 200 619 3.84 4.25 2,380 

August 15 ........... do............................... 200 611 3.56 4.20 2,174 

August 15 ........... do............................... 200 600 3.54 4,25 2,126 

August 15 .......... do............................... 200 618 3.18 4.22 1,965 

August 16 ........... do................................. 190 443 2.16 3. 72 960 

August 19 ........... do............................... 80 295 1.43 3.30 422 

August 26, .......... do............................... 95 71 1.18 2.25 84 

August 30 ..... , ..... do............................... 70 58 1.09 2.10 63 

September5 ........ do............................... 27 41 .61 1.90 25 

September _13 ....... do.. . . . . . . . . . .. .. . . . . . . . . .. .. . . . . 86 318 1.16 3.10 368 

September 13 ....... do............................... 86 310 1.08 3.00 335 

September 18 ....... do............................... 83 259 .53 2.50 133 

September 20 ....... do............................... 83 274 .71 2. 75 196 

September 20 ....... do............................... 83 266 .62 2.65 165 

September 21.. J. M. Giles........................... 84 259 .48 2.60 125 

September 29.. E. R. Kerby ................. :....... 26 81" .55 2.20 44 

October 4 ........... do............................... 26 82 .56 2.20 46 

October. 4 ........... do............................... 26 82 .59 2.20 48 

Octoberl3c ......... do............................... 29 16 1.32 2.1Q 21 

October 22 .......... do............................... 30 20 1.25 2.10 25 

October 27 .......... do ..................... :......... 20 20 1.10 2.10 22 

Novemberll ........ do ...................................... . 389 2.78 3.80 1,082 

November13 ........ do ....................................... . 241 1.13 3.00 272 

November24 ........ do ...................................... ~ 222 1.30 2.80 288 

November27 ........ do ...................................... . 373 1.38 3.20 514 

December 8 .... J. M. Giles .............. · ... : ................ . 306 .40 2.60 121 

December 16... E. R. Kerby ................................ . 314 .99 3.00 312 

December 22 ........ do ................... ; .................. . 264 .86 2.85 226 

December 27 ........ do ...................................... . 255 .78 2.70 198 

IRR 173-06--6 
78 STREAM MEASUREMENTS IN 1905, PART IX. 

Daily gage height, in feet, of North Fork of Red River near Headrick, Okla.,jor 1905. 

-------------- -~-------- ----- ------ ---------c---"""C""----,----,--

Day. - Day. I Jul~ Aug~ I Sep~l Oct. Nov Dec. July. Aug. Sept. Oct. Nov. Dec. 

---- -~ --------

1.. ............... 2.8 2.0 

2 ........... -·-··- 2.5 2.0 

2.2 

2. 2 

2.2 

2.2 

2.2 

2.2 

2.2 

2.1 

2.1 

2.1 

2.1 

2.1 

2.1 

2.1 

2.1 

2.1 

2.1 

2.1 

2.1 

2.1 

3.0 

2.5 

2. 3 

2.5 

3.0 

3.1 

3.8 

3.1 

3.1 

2. 8 

2. 7 

2. 7 

2.6 

2.6 

17 .. - . -'l'-... 3. 2 2. 6 2.1 2. 7 2. 7 

18 ........... 2.0 3.0 2.5 2.1 2.7 2.7 

3........... ...... 2.3 1.9 

4 •................ 2.1 1.9 

5 .. .. -- .... - 2.1 2.1 

2.8 2. 2 

2. 4 2. 2 

2.8 2.3 

2.3 3. 6 

2.1 4.45 

2.1 3. 7 

2.2 3.5 

2.6 3.1 

4.6 2.9 

j: I 

15 .......... .1.. ... . 4.2 2.8 

16. _______ ···I· ____ _ 3. 7 2. 7 

2.6 19 ........... 2.0 

2.6 1' 20 ........... 1.9 

2.6! 21........... 1.8 

2.61 22 ........... 2.5 

2. 6 ' 23.- .. -..... - 3. 0 

2. 6 

2. G 

2. 6 

24 ........ --. 

25 .... -· .... . 

2G •. _ .•.•• __ • 

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

2.6 

2. 51 

2. 8 I 2. 4 

28 .. -- ···-... 2. 3 

29 •... ·-····· 2.3 

3.5 

3.0 

2.8 

2. 7 

2. 5 

2. 4 

2. 3 

2.2 

2.0 

2.0 

2.0 

2.51 

2.5 I 2. 7 I 

2.1 I 30 ........... 2.4 1.9 

2. 71' 3.0 

31.. ......... 2.8 2.0 

2. 4 

2.6 

2. 7 

2. 5 

2.5 

2.5 

2.3 

2.3 

2.2 

2.2 

2.2 

2.1 

2.1 

2. 1 

2.1 

2.1 

2.1 

2.1 

2.1 

2.1 

2.1 

2.1 

2.2 2.1 

2.1 

2.5 

2. 4 

2.4 

2.4 

2.4 

2.8 

3.8 

2.6 

3.2 

2.2 

2.6 

2.6 

2. 6 

2.6 

2.6 

2.6 

2. 6 

2. 6 

2.6 

2.6 

2. 7 

2. 7 

2.6 

2.6 

2.6 

Daily discharge, in second-feet, of North Fork of Red River near Headrick, Okla. ,for 1905. 

Day. I July. Aug. Sept. Oct. I Nov. Dec.[! Day. I July. Aug. Sept. Oct. I Nov. Dec. 

1... .............. ---:;~---:-~~~~ 17 ........... 1:=---:;~~~~~ 2.... . . . . . . . . . . . . . 220 I 50 46 26 180 18 ..... _.. . . . 67 300 130 24 240 230 

3 ........... ··-··· 140 30 46 26 170 19 ........... 1 67 720 110 241 160 200 

4........... . . . . . . 80 25 46 26 160 120. _ ......... 1 5o 300 1so 24 125 200 

5 .............. -.. 80 60 43 340 150 21 . . . . . .. . . . 35 190 175 24 125 200 

6 ........... -·-··· 425 75 40 "125 140 i 22 ........... 1 220 155 130 24 125 200 

~::::::::::: :::::: !: ~~ ~~ 1~~ ~: 'i ~::::::::::::1 ~~~ ~~ ~: ~: : : 9... ... ..... •..... 140 840 31 340 120 25... ..... .. . 220 . 85 75 24 1,080 180 

10........... . . . . . . 95 3, 300 27 150 120 I 26 ......... _. 425 75 75 24 200 180 

n........... ...... 95 975 24 1,o80 100 1 21 ........... 1 180 65 50 24 515 190 

12.-.-....... . . . . . . 110 720 21 360 100 I 28 ... -.- ... -. I 140 65 45 24 75 190 

~:::::::::::: ::::::::: ~~~ ~~ : ~~~ II ~:::::::::::11 ~~ -~~ :~ ~: : ~~~ 16 ..... : ..... ······ 970 17.5 24 240 320 

NOTE.-On account of shifting conditions, the daily discharge has been computed from several rating 

tables, each covering a short period of time. 

Estimated monthly discharge of North Fork of Red River near Headrick, Okla.,jor 1905. 

Month. 

July 18-31. ........................ __ ................ .. 

August ............ _. __ . __ .. _ .... _. __ ._ ....... _._ ... _ ... _ 

September .... _ .... _._ ....... _._ ... _ .. _ ... _ ... _ ......... . 

October ........... ___ ....................... _ .... _ ..... . 

November .••... __ ........................•.............. 

\)ecemller .. , .• , ..... _, ........ _ .. __ ....... _. _. _ ........ . 

Discharge in second-feet. 

Maximum. Minimum. Mean. 

630 

4,900 

3,300 

46 

1,080 

320 

35 

62 

25 

21 

25 

100 

218 

432 

292 

28.6 

251 

175 

Tl!e period ............................. --· ........... __ ..... -·1------· ............... j 

Total in 

acre-feet. 

6,054 

26,560 

17,380 

1, 758 

14,940 

10,760 

77, 41>0 
RED RIVER DRAINAGE BASIN. 79 

ELM FORK OF RED RIVER NEAR MANGUM, OKLA. 

This station was established April 12, 1905. It is located on the highway bridge about 4 

miles north of Mangum, Okla. 

The channel is straight for about 500 feet above and 200 feet below the bridge. The 

current is swift. Both banks are low and liable to overflow. The bed of the stream is 

composed of sarid and is shifting. There is but one channel, broken by the pile bents of 

~ t!J.e bridge, which catch and hold drift badly during high water. 

Discharge measurements are made from the upstream side of thE! pile bent bridge. The 

initial point for soundings is at the north end of the bridge. . 

A standard chain gage is fastened to the bridge; length of chain, 24.58 feet. During 

1905 the gage was read once each day by E. R. Pierson. Bench marks were established as 

follows: (1) An iron pin driven flush with the surface 59 feet south arid 7 feet west of the 

south end of the bridge; elevation, 14.30 feet (2) A paint mark on the top of the bridge 

cap 10 feet south of the gage; elevation, 18.46 feet. Elevations refer to the datum of the 

gage. 

Discharge 11)-easurements of Elm Forlc of Red River near Mangum, Olcla., in 1905. 

Date. Hydrographer. . I Area of Mean Gage DisWidth. section. velocity. height. charge. 

-----1--------'------1-------------------

April12 .•..... E. R. Kerby ....... ----- ...... -------

April26 •.••.... Murphy and Kerby ...... __ ---·------

May 23 ......•. E. R. Kerby •.......... _______ ------. 

May25 ........ J. M. Giles .. ________________________ _ 

::~ ~: ·.:::::: :::::~:::: ::::::::::::::::::::::::::::1 ::~ ~~: -_-_::::: :::::~::::::::::::::::::: :::::::::::::1 

May 27 ............. do ............................. .. 

June22 ........ E. R. Kerby ........................ . 

Jnly2 ......... : .... do .............................. . 

Jnly 11 ............. do ............................. .. 

Jnly 11 ............. do ............................. .. 

Jnly 25 • ....... J. M. Giles .......................... . 

August 24 ..... E. R. Kerby ....................... .. 

September24 ... J; M. Giles ......................... .. 

September 27 .. E. R, Kerby ....................... .. 

Feet. 

40 

190 

130 

242 

143 

151 

226 

310 

312 

276 

53 

62 

62 

98 

53 

42 

32 

October 25 .. ........ do ............................. ·.. 32 

November 29 ........ do ...................................... . 

DecemberS ......... do ..................................... .. 

December 19 ........ do ................ ---------- ............ . 

(a) J. M. Giles ................................. .. 

(a) ..... do ...................................... _. 

Square 

teet. 

18 

248 

105 

589 

145 

167 

321 

1,404 

1, 722 

581 

34 

52 

46 

102 

21 

16 

14 

14 

33 

35 

24 

893 

3,000 

Feet per Secondsecond. Feet. feet: 

0. 72 2. 00 13 

1. 96 3. 56 487 

1. 46 

2.28 

1. 26 

1. 55 

1. 84 

4. 74 

1'i.38 

3.08 

1. 48 

1.46 

1.40 

1.53 

1.15 

.87 

"1.14 

1.17 

1.33 

1. 20 

1.09 

2. 43 

480 

2.90 

4. 70 

2.90 

3. 30 

3.88 

8. 35 

9.30 

5. 40 

2.60 

2.80 

2. 70 

3.16 

2.40 

2. 30 

2.30 

2.30 

2.40 

2.30 

2.40 

5.40 

11.50 

153 

1,346 

183 

259 

592 

6,648 

9,271 

1, 791. 

49 

76 

64 

156 

24 

14 

16 

16 

44 

43 

26 

2,175 

14,400 

a Compu11ed from slope measurement, using Kutter's formnla. 
80 STREAM MEAt;UREMENTS IN 1905, PART IX. 

Daily gage height, in feet, of Elm Fork of Red River near Mangum, OUa.,for 1905. 

----~"Y· I Apr. May .. June. I July. Aug. Sept. ~· Nov. ~ 

~::·:·:·:-:::::·-:-::::::::::::r:::::: ~:~ ::~ ~:: ~:: ~:: ~:~ ~:: ~:: ::::::::::::::::::::::::::: :!: ::::::: ~: ~ :: ~ ~:: ~: ~ ~:: ~: ~ ~: ~ ~:; 6 ........................... 1........ 2.2 I 2.9 2.5 2.5 2.4 2.3 2.6 2.3 

~:::::::::::::::::::::::::::1:::::::: ~:: !:: ~:~ ~:~ ~:! ~:: ~:: ~:: 9 ........................... 1

........ 2.3 3.5 2.5 2.6 3.0 2.3 4.2 2.3 ! 10........................... 2.5 3.0 2.7 2.5 3.4 2.3 4.4 2.3 

11.. .. .. .. .. .. .. .. .. .. .. .. .. 2. 3 3. 0 2. 7 2. 5 2. 8 2. 3 2. 9 2. 3 

12 ......................... . 2.0 2. 3 

13 ........................ .. 2.0 3. 5 

14 .......................... . 1. 9 3. 2 

15 .......................... . 1. 8 2. 5 

16 ......................... .. 1.9 2.2 

17 .......................... . 2. 0 2.1 

18 .......................... . 2. 2 ' 2. 0 

19 ................ : ......... . 2. 9 2. 2 

20 .......................... . 2. 5 2.9 

21. ........................ .. 2. 3 3.9 

22........................... 2.1 

23........................... 2.1 

24........................... 4. 7 

25........................... 5.4 

26........................... 3.6 

27........................... 2.9 

28........................... 2.6 

29........................... 2.4 

30........................... 2.6 

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

3. 7 

3.0 

2. 6 

4.0 

3.9 

11.6 

4.9 

3. 7 

3.5 

5.1 

2.9 

2.8 

2. 9 

2.8 

2.8 

2. 7 

2. 7 

2. 7 

2. 7 

2.6 

5.6 I 

3. 71' 3.1 

2.9 

2. 6 

2. 6 

2. 7 

2. 6 

2. 6 

2. 6 

2.5 

2. 5 

2. 5 

2. 5 

2. 4 

2. 4 

2. 6 

2.4 

2. 4 

3.2 

2. 7 

4.2 

3. 4 

2.8 

2. 7 

2. 6 

3.0 

2.9 

2. 6 

2. 4 

3.9 

4.8 

3. 2 

2.8 

2. 7 

2. 6 

2.5 

2. 5 

2. 4 

2. 4 

2. 4 

2. 4 

2.3 

2.3 

2. 3 

2. 3 

2.3 

2.3 

2.3 

2. 5 

2. 5 

2. 5 

2.4 

2. 4 

2.3 

2. 3 

3.2 

2. 4 

2. 4 

2.3 

2. 3 

2.3 

2. 3 

2 3 

2. 3 

2.3 

2. 2 

2.2 

2. 3 

2. 2 

2. 2 

2. 2 

2. 2 

2. 3 

2.3 

2. 2 

2.2 

2. 2 

2:2 

2. 2 

2. 2 

2. 2 

2.2 

2.2 

2.2 

2. 2 

2.3 

2.3 

2. 7 

2. 5 

2.4 

2. 4 

2.4 

2.4 

2.3 

2.3 

2. 3 

2. 4 

2.3 

2.9 

2.8 

2.5 

2.4 

2.4 

2.4 

2. 4 

2. 4 

2.4 

2. 3 I 2. 4 

2.5 2.5 

4. 6 2. 5 

3. 2 2. 4 

2. 7 2. 4 

2. 5 2. 4 

2.4 2.4 

2. 4 2.4 

2.4 2.4 
RED RIVER DRAINAGE BASIN. 81 

Daily discharge, in second feet, of Elm Fork of Red River near Mangum, Okla. ,for 1905. 

Day. Apr. May. June. July. Aug. j Sept. I Oct. Nov. Dec. 

-----=--------1---------------------------

1.. 0 •••••••••••••••••••••••• •••••••• 

2 •.......................... ----···· 

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

4 .••••.....•.••..••.•••••.•••....••.. 

5 ........................... ········ 

. 1.0 L ..•........................ : [ ···••••• ....... . 

11 .•. ····················· ·-· ....... . 

12 ••. ························ 16 

13 ••.•.... ··················· 16 

14 •..•............•..... ····· 10 

15 ... ························ 

16 •. ······················ ... 10 

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

18 •.. ························ 

19 ••............ ············· 

20 •.•... , ................... . 

21. ••..... · .... ···-···· ··•·•·• 

22 ...... ·············· ······· 

16 

37 

165 

82 

50 

26 

65 550 

50 260 

37 260 

37 195 

37 195 I 

37 165 

50 2,500 

50 1,150 

300 400 

80 195 

50 195 

50 165 

400 140 

260 165 

80 140 

37 140 

26 

16. 

37 

165 

680 

550 

120 

120 

120 

120 

100 

23 .......... ········ --······· 26 195 

2,150 

550 

225 

165 

100 

100 

120 

100 

100 

24 .......................... . 1,350 100 

25 .......................... . 1,850 750 

26 .................... ·-····· 500 680 

. 27 .. ·····-········ .......... . 165 14,600 

28 ...... ·······'··-··········· 100 1,500 

29 ..........•..... ~ .. : .. .•..•. 65 550 

30 .......................... . 100 400 

31. .......................... ········ 1,700 

50 37 

50 37 

50 37 

50 120 

50 50 

37 37 

37 65 

37 140 

37. 50 

65 37 

65 37 

50 25 

37 680 

37 1,400 

37 165 

37 80 

25 

25 

50 

25 

25 

165 

65 

900 

.350 

80 

65 

50 

120 

100 

50 

65 

50 

37 

37 

25 

25 

25 

25 

14 

14 

14 

14 

14 

14 

14 

14 

14 

14 

14 

14 

25 

25 

25 

120 

225 

80 

37 

37 

37 

25 

25 

.14 

14 

165 

25 

25 

14 

14 

14 

14 

14 

14 

14 

7 

7 

9 25 

9 16 

9 16 

9 16 

16 120 

16 50 

16 65 

16 50 

16 900 

16 1,100 

16 100 

16 65 

9 37. 

9 25 

9 25 

9 25 

16 

16 

9 

9 

9 

9 

9 

9 

9 

9 

9 

9 

9 

16 

16 

25 

16 

16 

16 

25 

16 

37 

1,250 

200 

92 

58 

48 

44 -

44 

41 

41 

41 

41 

41 

41 

41 

41 

41 

41 

41 

41 

120 

90 

23 

20 

20 

20 

20 

20 

20 

20 

23 

23 

20 

20 

20 

20 

20 

20 

20 

NoTE.-On account of shifting conditions the low-water discharge was computed from several rating 

tables. The high-water discharge was computed from current-meter and slope measurements, 

Estimated monthly discharge ofElm Fork of Red River near Mangum, Okla. ,for 1905, 

Month. 

April12-30 ........ _ .. _ .......................... _ ...... . 

May •.................................................... 

June •.... , .............................................. . 

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

August •....................•............................ 

September ...............................•............... 

October ...•............................................. 

November ... __ .. _ .. _ .... _ .... _. __ . __ ._ ... __ ._ .. _ ....... . 

December ••............................................. 

Discharge in second-feet. 

Maximum. Minimum. Mean. 

1,850 

14,600 

2,500 

900 

1,400 

225 

16 

1,250 

120 

7 

16 

100 

25 

14 

7 

9 

16 

20 

242 

760 

367 

91.0 

109 

36.2 

11.7 

151. 

33.9 

The period . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . . . . . ................. 0 0 •• 

Total in acre-feet. 

9,120 

46,730 

21,840 

5,595 

6, 702 

2,154 

719 

8,985 

2,084 

103,900 
82 STREAM MEASUREMENTS IN 1905, PART IX. 

EL:g: CREEK NEA~ HOBART, OKLA. 

This station was established April13, 1905. It is located at the highway bridge about 7 

miles south of Hobart, Okla. The station 3 miles southwest of Hobart, estal!ished September 22, 1904, was continued until this station was established. The 1905 gage'heights at the 

old station have been referred to the datum of the new one by adding 0.4 foot. 

The channel is straight for 200 feet above and 100 feet below the station. The current is 

swift and is o~lique to the bridge. Both banks are high and wooded. The right bank overflows during extreme high water. The bed of the stream is composed of sand and grave! 

with very little vegetation and is slightly shifting. There is one channel at all stages up to 

20 feet, arid two channels at higher stages. 

Discharge measurements are made from the downstream side of the hridge. The initial 

point is at the east end of the bridge, marked with paint. 

A standard chain gage is fastened to the bridge; length of chain, 33.45 feet. During 1905 

the gage was read once each day by G. W. Hines. Bench marks were established as follows: 

(1) A standard bench-mark post three-fourths of a mile east of the bridge, 1,459.00 feet 

above mean sea level and 28.44 feet above the datum of the gage. (2) A paint mark on the 

downstream end of a bridge beam near the center of the bridge, 1,459.14feet above mean sea 

level and 28.58 feet above the datum of the gage. 

DisCharge measurements of Elk Greek near Hobart, Okla., in 1905. 

Date. Hydrographer. 'd Area. of Mean Gage WI th. section. velocity. height. Discharge. 

-----1------~----- --------------

s;.::re Feet per SecondFeet. eet. secoiid. Feet. feet. 

January29 .... E.R. Kerby ......................... 16 14 o. 71 2;00 10 

February 24 ... Whittington and Kerby •..•........ 16 33 1.02 2.90 34 

April13 ....... E. R. Kerby ......................... .20 9.5 2.43 2.30 23 

April26 ....... J.M. Giles ........................... 21 75 2.66 5.60 200 

Aprll27 ....... Murphy and Kerby ................. 19.5 30 2.22 3. 76 67 

May23 ........ J. M. Giles ........................... 17 21 1.8~ 3.00 39 

Ma.y3r ........ ....• do •.•............................ 33 148 2.69 8.57 398 

May31. ....... ..... do ............................... 33 151 2.68 8.65 403 

July7 ......... E. R.Kerby ......................... 17 11 2.11 2.50 23 

July 12 ........ ..... do ............................... 16 11 2.00 2.50 22 

July26 ........ J.M. Giles ........................... 14 11 2.00 2.55 21 

July26 ........ ..•.• do •••...........•....•.....•..... 16 10 1.99 2.52 20 

Augusta ...... E. R. Kerby ......................... 14 8 1.50 2.25 12 

August25 ..... ..... do ............................... 14 8 1. 75 2.30 13 

September 14 .. ....• do •••.........•.................. 17 14 1.80 2.65 25 

September 19 .. ....• do •............•................. 16 8 1.63 2.30 13 

September 23 .. J.M. Giles •.......................... 18 13 .85 2.25 11 

September 28 .. E. R. KerJ,ly ......................... 15 7 1.66 2.20 11 

October 14 ..... ..... do ............................... 11 4.2 1.48 2.10 6 

October 26 ..•.. ..... do ............................... 11 4.2 1.47 ~-20 6 

November 28 .. ....• do .•................•......... : .. ·······- 13 1.39 2.50 18 

December 28 ... .•... do •••...................•........ ·------- 14 1.25 2.50 17 
Rl<.:D RIVER DRAINAGE BASIN. 83 

Daily gage height, in feet, of EIJc Oreelc near Hobart, Okla., for 19()fj. 

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. No.v. Dec. 

-----1--------------'. ----------

!. ............ . 

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

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

4 •••••••••••••• 

5 ........•.•.•. 

6 .....•.•...•.• 

7 .•.•.•.•.•.•.. 

8 .......•.....• 

9 .•.•.•...•.•.• 

10 .•............ 

11 ...........•.. 

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

13 .•............ 

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

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

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

17 ...........•.. 

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

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

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

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

22 .•..........•. 

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

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.4 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.4 

2.4 

2.4 

2.4 

2.4 

2.4 

4.4 

24.............. 2.4 3.4 

25.............. 2.4 3.0 

26.............. 2.4 2.4 

27.............. 2.4 2.4 

28.............. 2.4 2.2 

29.............. 2.4 

30.............. 2.3 

31........... .. . 2.3 

2.2 

2.2 

2.2 

2.2 

2.3 

6.4 

4.4 

3.1 

2.8 

2.6 

2.4 

2.3 

2.3 

2.3 

2.2 

2.5 

2.9 

7.1 

5.9 

4.4 

3.5 

3.0 

2.6 

2.2 

2.2 

2.4 

2.4 

2.4 

2.4 

2.3 

2.2 

2.2 

7.9 

3.4 

2.8 

2.3 

2.3 

2.2 

2.1 

2.0 

2.2 

2.2 

2.1 

2.0 

2.0 

2.1 

3.1 

2.5 

2.3 

2.3 

2.2 

2.1 

2.1 

2.2 

2.2 

.3.2 

2.2 

2.4 

2.2 

3.0 

2.5 

3.0 

2.1 

2.1 

2.0 

2.0 

4.2 

3.9 

2.6 

2.4 6.2 2.3 

2.3 13.2 2.3 

2.3 8 .. 1 7.0 

2.3 3.6 16.5 

2.2 3.0 24.2 

2.2 2. 7 21.9 

2.1 3.3 6.4 

2.2 9.2 

10.9 

5.3 

4.2 

4.3 

4.1 

4.2· 

4.1 

8.5 

4.6 

4.2 

3.9 

3.4 

3.5 

3.4 

3.4 

3.3 

3.3 

3.1 

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. 7 

2. 7 

2. 7 

2.6 

2.6 

2.5' 

'2.5 

2.6 

2.7 

3.9 

3.2 

2.9 

2.8 

2. 7 

2.5 

2.4 

2.4 

2.3 

2.3 

2.3 

2.2. 

4.3 

4.0 

3.4 

2.9 

2.5 

2.4 

2.3 

2.2 

2.2 

2.2 2.2· 

2.3 2.2 

2.3 2.3 

2.2 2.2 

2.2 2.2 

2.2 2.2 

2.3 2.2 

2.3 2.6 

2.3 10.1 

2.2 7.0 

2.2 3.9 

2.2 3.0 

2.2 2.8 

8.2 2. 7 

13.5 2.6 

5.41 2 • .5 

3.4 2.5 

3.3 2.5 

2.9 2.3 

2.8 2.3 

2.6 2.3 

2.5 2.3 

2.4 2.2 

2.4 2.2 

2.3 2.2 

2.3 2.2 

2.3 2.2 

2.2 . 2.2 

2.2 2.2 

2.2 2.2 

2.2 2.2 

2.2 

2.2 

2.2 

2.2 

2.2 

2.2 

2.2 

2.2 

2.2 

2.2 

2.2 

2.1 

2.1 

2.1 

2.1 

2.1 

2.2 

2.2 

2.2 

2.2 

2.1 

2.1 

2.1 

2.2 

2.2 

2.2 

2.2 

2.3 

2.3 

2.3 

2.3 

OTTER CREEK·NEAR MOUNTAIN PARK, OKLA. 

2.2 

2.2 

2.2 

2. 7 

2.4 

2.4 

2.8 

2.5 

2.5 

2.4 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

3.4 

3.4· 

3.3 

3.11 

2.5 

2.5 

2.4 

2.4 

·2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

2.4 

2.4 

2.4 

2.4 

2.5 

2.5 

2.5 

2.6 

2.6 

2.6 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.6. 

2.6 

2.6 

2.6 

This station was established April2, 1903, by G. H. Matthes. It is located on G. M. Dale's 

homestead; in the SE.l sec. 21, T. 3 N., R. 17 W. of the Indian meridian. It is 2 miles 

west and 1 mile north of Mountain Park, Okla. -

The channel is slightly. curved both above and below the station. Both banks are about 

20 feet high, of sandy loam, covered with .vegetation, and subject to overflow. The bed of 

the stream is of sand and is liable to shift. The water flows in one channel at normal 

stages, but when about to overflow its banks part of the water is diverted through a slough 

into Horse Creek. 

Discharge measurements are made by wading at low stage and from a ~able about 100 

yards below the gage at ordinary and flood stages. 

The gage is a staff fastened to a cottonwood tree which stands at the water's edge. During 1905 the gage was read once each day by G. M. Dale. Bench marks were established as 

follows: (1) A 20-penny nail driven into the cottonwood tree to which the gage is attached;· 

elevation, 10.00 feet. (2) A nail driven into a mesquite tree 150 feet southwest of G. M. 

Dale's house; elevation, 28.62 feet. (3) A nail driven into a hackberry tree 50 feet east of 

the creek and 20 feet north of the gage; elevation, 8;94 feet. Elevations refer to the datum 

of the gage. 
84 . STREAK .:-)[EA.SUR~MENTA tN 19051 PART. IX. a 

Information iii reprcl t~ this station is contained in. t.be following Water-Silpply P!~<pers 

of the United States Geoiogical Survey_~ 

Description: 99, pp 31Hi7; 131, p 186. 

Dillcha.rgll: 99, p 317; 13i, p 185. ' 

Discharge, monthly: ·99, p 319; 131, p 187. 

Gage heights: 99, 317-318; 131, p 186 • 

.. Rating table: 99, p, 318 · 

Diacharge meiJsurementa ofOtterOreik near Mimnta~n Park, Olda., in 19(}/j, ·-·-,-·-~ 

Date. Bydrographej-. W tb. . Area of Mean Gage. . DiSId seotlon. v'e!Qolty; . helgllt. . ~· ......:.----1--~~-------'---1-~--· -------· ---. --·--.-. 

January 30.... E. R. Kerby .... · .................... , 

February25 ........ do ............................. .. 

Aprlll9. ;._ ........ do .......................... ·, .. .. 

May13.~ ........... d~ ...... · ........................ . 

May14 ............. do .............................. . 

May 17 ............. do ............................. .. 

May20 ... ~ .... KerbyandOsbuFII!l ... ~ .......... ." .. 

May22 ........ J.M.Glles ........................... ~ 

"May24 ........ E.·:R.~rby .... ; ................... .. 

May31 .......... , .. do ............... ,.; ............ . 

June 1. ......... ·J, M. Giles, ................... · ...... · .. 

June28 ......... E. R. Kerby ..... , ........ : ......... .. 

July6 .......... _ .... do .................... ~ ........ .. 

July·6 .............. do ............................... . 

JulyS .............. do .. " ........................ , .. .. 

July 13 ............. do ................ ::. ............ . 

July.lli ............ do, ............................ .. 

July IIi ........ J. M. Giles· ........................... . 

July 19 ........ E. R. Kerby ........................ . 

JUly20 ............. do ......................... : ..... . 

July21 ........ J. M. Giles ............................ ·· 

July22 .... , .......... do ...................... c ....... . 

"Jiily 24." ........ E. R. Kerby .. .' .................... .. 

.. July26 ... _ .. : ....... do ........................ , .•. ,.:, 

July 27 .... ~ ...... , .. do .... ~ .• ; ...................... .. 

Augusta, ..... ~ •.•• do;,,.~ ••.•• ~ .................. .. 

. ~?:!-~[ ::·~~.:~,:[::·:·.::·.::::.::,.::::· il 

September 4 ........ do., ........................... :. 

September 12 ....... do., ......... c ... , ...... · ......... . September 15 ..... : .d(l' ..... , ......................... . 

September IS ... ,: .. do ............ ;; ... ":: ........ ~ .. 

September 2l. •. J. :M. Giles .......................... . 

September29 .. E. R. Kerby: ...... :; .............. .. 

October 3 ........... do .............................. . 

Feet. 

5 

7 

9 

61 

29 

19 

54 

53 

18 

52 

33 

19 

15 

6 

13 

12 

12 

12 

12 

12 

5 

22 

18 

12 

12 

10 

7 

'7 ·. 

5.5 

5 

5 

3 

5.5. 

5.6 

3 

.1.6 

"11 

3 

OctoberS ........... do ..... ·.......................... 3 

October12 .......... do ............... ,................. 3 

October 15 ... : ... : .. do............................... ·3 

October21. ......... do .... : .......................... : 3 

:::::~;!! ~: :::::::::::::::::::::~:::::::::::~::::I: : 

November24 .... : .. do ... : ... : ...... c,.< .. c._ ....... ·•• 10 

fl'}'::re eet. 

I·· 

0.75 

2.5 

4 ·. 

746 

71 

18 

448 

364 

22 

409 

95 

'7 

5 

3.,7' 

4.6 

6.4 

5.4 

4.0 

4.0 

5 

2 •. 9 

14 

13.5 

5.1 

.5.2 

.2.9 

3.9 

"4.4. 

1. 7 

1.4 

2.1 

.6 

t.s 

1.1) 

.6 

.3. 

.6 

.6 

.6 

.a 

.6 

.6 

16 

15 

_6 

... , a :Float measurement . ., 

Feet per 8etJtJ'iW... 

Becofid. . .Feet. 

1.00. 1.00 

.so 

1.35 

.2.37 

1.86 

t.38 

2.97 

1.53 

1.84 

1.79 

1.36 

1.20. 

~86 

1.16 

1.20 

.91. 

1;00 

.86 

.76 

:76 

.82 

1.35 

1.41 

1.08 

1.12 

1;os 

,67 

.70 

1.05 

.94 

.28 

1.00 

.90 

" .87: 

1.00 

.65 

1.00 

1:oo 

1.00 

1.00 

1.0() 

. 1.00 

.81 

.so 

1.00· 

1.20 

1.20 

13.30 

3.30 

1.70 

11.00 

6.QO 

2.00 

7.40 

2.95 

1.20 1 .. · 

.1.20 

1.20 

1.25 

1.20 

1.25 

1.20 

1.15 

1.20 

1;15 

1.62 

1.50 

1.20. 

i;20 

1.16 

ld.O 

1.10 

1.10 

1.00 

1.0 

.95 

1.20 

·1.15 

1.10 

1.00 

1.00 

1.00 

1.00 

1.00 

1.00 

1.00 

1.60 

1.50 

1,40 

jeet.G 

0.75. 

2.o· 

5.4 

1,772. 

.133 

25 

1;332 

5Q6 

·39 

.732 

129 

·s 

4.3 

4;3 

. 6.4. 

5.0 

5.4 

.3.4 

3.0 

3:8 

2.4 

.19. 

19 

5.6 

. 5.8 

3.1 

2 .. 6 

3.1 

1;8 

1.3 

.6 

.6 

L4 

1;3 

a.6 

.2 

a.6 . 

a,& 

11,6 

.6 

a,6 

a.ll 

13. 

12 

6 
RED RIVER DRAINAGE BASIN. 85 

Daily gage height, in feet, of Otter Oreek near Mountain Park, Okla, for 1905. 

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

----------------------

1. ............. 0.9 1.1 1.1 5.2 1.6 3.0 1.4 1.1 1.0 1.0 1.1 1.2 

2 .............. .9 1.1 1.1 3.8 1.5 2.4 1.3 1.1 1.0 1.1 1.1 1.2 

a .............. .9 1.1 1.1 2.0 1.5 2.0 1.2 1.2 1.0 1.1 1.1 1.2 

4 •••.•••••••••• .9 1.1 1.1 1. 6 1.5 1.8 1.2 1.3 1.0 1.1 1.2 1.1 

5 .........•.... .9 1.1 1.1 1.5 1.4 1:7 1.2 L2 1.0 1.1 1.9 1.1 

6., ............ .9 1.1 1.1 1. 7 1.4 1.5 1.2 1.2 1.1 1.1 1.5 1.1 

7 .............. .9 1.1 1.3 1.5 1.4 1. 5 1.2 1.2 1.1 1.1 1.3 1.1 

8 .............. .9 1.1 1.3 1.3 1.4 1.5 1.2 1.2 1.1 1.1 1.3 1.1 

9 .............. 1.0 1.1 1.3 1. 3 1. 45 1.5 2.0 1.1 1.3 1.1 2.5 1.1 

10 .............. 1.0 1.2 1.2 1.2 1.5 1.5 1.5 1.1 1.2 1.1 2.5 1.1 

11 •.... : •••••••. 1.0 1.2 1.2 1.1 5.0 1.5 1.3 1.1 1.2 1.1 1.8 1.1 

12 .............. 1.0· 1.2 .1. 2 1.1 12.0 1.5 1.3 1.1 1.2 1.1 1.4 1.1 

13 .............. 1.0 1.1 "1.1 1.1 13.1 1.5 1.3 2.9 1.2 1.0 1.3 1.4 

14 .............. 1.0 1.1 1.1 1.Q 4.1 1.4 1.2 1.8 1.2 1.0 1.3 1.3 

15 .............. 1.-Q 1.1 1.8 1.0 2.4 1.4 1.2 1.5 1.2 1.0 1.2 1.3 

16 .............. 1.0 1.1 2.15 1.0 1.9 1.4 1.2 1.3 1.2· 1.0 1.2 1.3 

17 .............. 1.1 1.2 2.45 1.0 1:7 1. 4 1.2 1.2 1.1 1.0 1.2 1.3 

18 .............. 1.2 1.3 2.6 1.2 1.6 1.4 1.2 1.2 1.1 1.0 1.2 1.2 

19 .............. 1.1 1.3 1. 7 1.2 1.6 1.3 1.2 1.1 1.1 1."0 1.1 1.2 

20 .............. 1.1 1.3 1.4 1.2 8.4 1.3 1.2 1.1 1.1 1.0 1.2 1.2 

2.1. ............. 1.1 1.2 1.2 1.1 4.8 1.3 1.1 1.1 1.1 1.0 1.2 1.2 

22 .............. 1.1 1.2 1. 2 1.1 5.9 1.3 2.4 1.1 1.0 1.0 1.2 1.2 

23 .............. 1.0 1.2 1.1 2. 7 3.0 1.3 1.5 1.1 1.0 1.0 1.2 1.2 

24 .............. 1.0 1.3 1.1 7.8 2.3 1.3 1.5 1.1 1.0 1.1 1. 3 1:2 

25 .............. 1.0 1.2 1.1 14.0 2.3 1.3 1.3 1.0 1.0 1.1 1.3 1.2 

26 .............. 1.0 1.2 p 5.0 2.6 1.3 1. 3 1.0 1.0 1.1 1.2 1.2 

27 .. : ........... 1.0 1.1 1.1 2.8 19.3 1.3 1.!l 1.0 1.0 1.1 1.2 1.2 

28 .............. 1.0 1.1 1.1 2.1 6.0 1.2 1. 2 1.0 1.0 1.1 1.2 1.2 

29 .............. 1.0 . ~ .. -.. 1.2 1.8 3.2 1.2 1,1 1.0 1.0 1.1 1.2 1.2 

30 .............. 1.0 ····-·· 1.1 1.7 8;3 1.2 1.1 1.0 1.0 1.1 1.2 1.2 

31. ............. 1.1 ------- 1.1 ------- 6.5 ------- 1.1 1.0 ------- 1.1 ------- 1.2 
86 STR.EAM MEASUREMENTS IN 1905, PART IX. 

Daily disc!Uirge in secpnd-jeet, of Otter Oreilc near Mountain Park, Okla. ,for 1905. 

Day. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

--------1---------------------------

1. .........•... ··•·•··•·•·•· 

2 ••.•..••.•••••••••••••••••• 

3 ...........•.•............. 

4 .........•.........•....... 

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

6 ......•.....•..•...... ~--·· 

7 ...•••..•.•.•..•.•....•...• 

8 ............•.•...•........ 

9 ••••••••••••••••••••••••••• 

10 .•.••••.•.••••.•....•.•.•.. 

11 .•...•..•.•.•..•....•.•••.. 

12 .•..••.••.•.••......•.•.•.. 

13 .•.•...••.•................. 

14------------------·---····-

15. ·- ..•.... ··--·--- -- -· ·- --. 

16 .••••••••••••••••••••• : •••• 17 .•. _______________________ _ 

18 .•.•..•.•.. :: •..•.•.••••... 19 .• ________________________ _ 

20-----------------------·-·-

21. .•.. -·--- ---·- ··-·-·-. ·- ---

22 .............•............. 

23 __________________________ _ 

24c ••••.•••••••••••••••••••••. 

25 .....•....•................ 

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

27 ••••••••••••••••••••.•••••• 

28 .•.. ·-·--------------·-··--

29 ........................•.. 

30-----------------------.----

384 

208 

37 

28 

23 

33 

23 

13 

13 

9 

6 

6 

6 

3 

4 

3 

4 

'9 

9 

9 

6 

6 

90 

775 

1,900 

357 

100 

43 

36 

30 

31. ...•.........•.......•••.•. --------

24 

20 

19 

19 

13 

13 

13 

13 

15 

17 

357 

1,525 

1, 730 

243 

64 

36_ 

25 

20 

20 

880 

330 

480 

120 

56 

56 

80 

2,910 

495 

141 

860 

570 

120 

64 

. 37 

37 

32 

21 

21 

21 

21 

21 

21 

21 

21 

16' 

16 

16 

16 

16 

12 

12 

12 

12 

12 

12 

12 

12 

12 

8 

8 

14_ 

10 

5 

5 

4 

5 

6 

4 

37 

15 

7 

7 

8 

5 

4 

3 

4 

3 

4 

4 

.2 

64 

16 

19 

'9. 

9 

7 

6 

4 

3 

3 

3 

3 

4 

6 

4 

4 

4 

4 

3 

3. 

3 

3 

110 

28 

13 

6 

3 

3 

2 

2 

2 

2 

2 

2 

1 

1 

1 

.8 

.6 

.6 

.6 

0.6 

.6 

.6 

.6 

.6 

3 

2 

2 

1 

1 

2 

2 

2 

.6 

.6 

.6 

.6 

.6 

.3 

.4 

.5 

.5 

.6 

.6 

.6 

.6 

.6 

0.6 

1 

.6 

.6 

.6 

.6 

.6 

.6 

.6 

.6 

.6 

.6 

.6 

3 

30 

10 

4 

4 

72 

72 

24 

8 

5 

5 

3 

3 

3 

3 

1 

3 

2 

2 

2 

4 

4 

2 

2 

2 

2 

2 

2 

2 

2 

1 --

1 

1 

1 

1 

1 

1 

6 

4 

4 

4 

4 

2 

2 

2 

2 

2 

2 

2 

2 

2 

2 

2 

2 

-2 

2 

NoTE.-The daily discharge was obtained by indirect method. As no measurements were made 

prior to April! no estimates were made for that period. 

Estimated month!y discharge of Otter Creek near Mountain Park, Okla., for 1905. 

[Drainage area, .126 square miles.] 

Month. 

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

May .•••....•...•...•.•......•••. 

June •.................•.. -- ..... . 

July •.•...•..................•... 

August ••. , ..................... . 

September ............. _ .. _-.- ... . 

October ................. --- .... . 

November •............. ----- ... . 

December ...... ----.----------'-

Discharge in second-feet. 

Maximum. Minimum. 

1,900 

2,910 

120 . 

64 

110 

3 

72 

6 

3 

13 

7 

2 

.6 

.3 

.6 

Mean. 

139 

360 

22.3 

9.5 

7.2 

.95 

.85 

9.3 

2.1 

The period •..•.•......... "j" ........... 1 ...... ------ - .... - ----

Total in 

·acre-feet. 

8,271 

22,140 

1,327 

584. 

443 

5.7 

52 

553 

129 

33,560 

·Run-off. 

Second-feet Depth in 

per~a~~re inches. 

1.10 

2.86 

.177 

.075 

.057 

.0075 

.006i 

.074 

.017 

1.23 

·3.30 

.198 

.086 

.066 

.0084 

.0077 

.083 

.020 
RED RIVEI DRAINAGE BASIN. 87 

HORSE CR:IllEK NE1 R MOlJNTAIN PARK, OKLA. 

This station was established April 1 , 1905. It is located 5 miles north of Mountain 

Park, in the SE.l sec. 1, T. 3 N., R. 17 W., of the Indian meridian. 

The channel is straight for 50 feet ab ve and 200 feet below the station. The current is 

sluggiSh. Both banks are low, covere with grass and weeds, and subject to overflow 

during high water. The bed of the stre~m is compmi!ld of firm earth, covered with vegetation, and is fairly permanent. There il but one cha nel. . 

Discharge measurements are made -bv wading nel r the gage. At high water measure-. 

ments are made by means of a boat. 

The gage is a staff with an auxiliary ~ age 600 feet ownstream from the regular gage, for 

determining the slope of the stream. Inuring 1905 the gage was read once each day by 

JohnS. Cundiff, when the stream was owing. The bench mark is a nail driven into the 

elm tree to which the gage is faste1;1ed; levation, 5.6~ feet above the datum of the gage. 

DisCharge meattUrements of Hors Oreik near ilountain Park, Okla.1 in 1905. 

Date. Hydrographer. Wid lh Area of Mean Gage Dis- ~·· section. velocity. height. charge. 

------1----------+----1- ------------

Feet Square feet. 

Feet per second. 

April28 ....... Murphy and Giles................... 3.~ 1.33 0.54 

May14 ........ E.R.Kerby .................•....... 5 5.8 1.16 

May 20.: ...... J. M. Giles........................... 16 30 .86 

July6 ........ ~ E.R.Kerby .................................................... . 

November 24. ....... do............................... ........ .8 .67 

(G) J. M. Giles ............. ."..................... 90 2.30 

a Computed from slope neasurement u ing Kutter's formula. 

SecondFeet. feet. 

0.71 0.72 

1.60 6.7 

2.95 26.3 

.40 0 

.60 .54 

5.00 207 

Daily gage height, in feet, of Hor e Oreek near Mountain Park, Okla. for 1905. 

Day. Apr. May. June. July. Dec. )ay. Apr. May. June. July. Dec. 

-----1---------:1--+----1---------

1 ........................ 0.5 

2.· ............ ·..... ...... .5 

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

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

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

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

. 5 

.4 

. 4 

• 4 

7 •••............... ------ .4 

8 .................... ------ ------

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

10.................. ...... .6 

11 ........................ 2.9 

12 ........................ 5.5 

13.................. ...... 6.0 

14 ........................ 1.6 

15 ........................ 1.0 

16 .......................... 8 

1.3 0.7 ------ 1.0 ------ ------ .8 ------ ------ .7 ....... ------ .7 ------ ------ .7 ------ ------ .7 ------ ------ .. 7 ------ -----· .6 1.5 ------ .6 ------ ·------ . 7 ------ ------ .7 ------ ------ .5 ........... .. 

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

18 ................ 0.9 

19 .... . ........... 1.0 

20 .... . 

21.. .. . 

22 .... . 

.8 

.5 

.5 

·23..... ........... 6.0 

24 ................ 2.4 

25 ................ 3.0 

26..... ........... 1.3 

27..... ........... .8 

28 ...... _.......... .7 

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

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

.6 

.5 

31. ............... : ... .. 

0.7 

. 7 

.6 

5.4 

3.2 

3.0· 

1.3 

.9 

1.7 

1.2 

7.0 

2.1 

1.2 

4.8 

2.7 

------ ------ 0.4 

------ ------ .4 

......... ------ .4 

------ ------ .4 

------ ------ .4 

------ ------ .4 

------ ------ .4 

------ ------ .4 

------ ------ .4 

------ ------ .4 

------ ------ .4 

------ ............ .4 

------ ------ .4 

............ ------ .. 4 

------ ------ ------
88 !3TREAM MEASUREMENTS IN 19051 PART IX. 

DRY FORK OF OTTER CREEK NEAR MOUNTAIN PARK, OKLA. 

This station was established April 18, 1905. It is located about 4 miles northeast of 

Mountain Park, Okla., in sec. 15, T. 3 N., R. 16 W., of the Indian meridian. 

The channel is straight for 200 feet above and below the station. The current is swift. 

The left bank is high; the right is low. Both are wooded and subject to overflow. The 

bed is sand and gravel, free from vegetation and' slightly shifting. There is but one channel. 

Discharge measurements are made by wading near the gage. 

The gage is a staff with an auxiliary gage 500 feet upstream from the regular gage-for 

determining the slope. During 1905 the gage was read once each day by A._ B. Slaybaugh. 

The bench mark is a nail driven into a leaning cottonwood tree near a pump 35 feet upstream from the gage; elevation, 6.53 feet above the datum of' the gage. 

Discharge measurements of Dry Fork of Otter Oreelc near Mountain Parle, Okla., in.1905. 

Date. Hydrographer. . Area of Mean Gage Wtdth. section. velocity. height. 

Discharge. -----1-----------------· -------

Feet. 

Apri118 .....•• E.R.Kerby .• :...................... 8 

sr;:re Feet per Second· eet. second. Feet. feet. 

3 1.35 0.80 4 

April 28 • • • • • . • Murphy and· Giles ........... _....... 9 5 1.65 .90 8 

May 14........ E. R. Kerby .. ·-' ........... _.......... -14 14 2.04 1.50 28 

May 20 ........ J. M. Giles........................... 28 22 1.06 1.40 23 

June 12.. •.. . . . • E. R. Kerby......................... 9 4 1.17 . 70 4 

July13 ............. do............................... 4 1.2 .83 .40 1 

July 15... ... ... J. M. Giles........................... 6 2.2 .28 .45 .6 

August 8. • • • .. E. R. Kerby ........................ . .5 1.00 .40 .5 

November 24 ....... do ..................................... .. 2.6 .96 .80 2.5 

December 15 ........ do ........... , .......................... . 1.8 1.33 .60 2.4 

December 29 ........ do ...................................... . 1.5 1.20 •. 50 1.8 

(o} J. M. Giles .......................... _ ....... . 104 3.43 4.00 357 

(a) , .... do ..................................... .. 139 3.88 5.00 539 

(a) ..... do .............. ~................. 75 268 5.05 8.00 1,353 

a_Computed from slope ·measurements, using Kutter's formula. 
RED RIVER DRAINAGE BASIN. 89 

Daily 'P'I' /wight, in f<d, <if l>MJ F~k of Ott& 0""-'j- M '"ntain ~~k, 0/dn.,J~ J!io/;. 

Day. I Ap~. May. June. Jul . Aug. I Sept. Oct. Nov. Dec. 

!:::::::::::::::::::::::::~:::::::: ~ ~:~ ~~1:::::::::::::::: ~~ 

:::::::::::::::::::::::::::: ::::::::I :: :~ !!5 :: 1-....... 0:: :: :: 6........................... ........ .6 .L .4 .3 .6 .4 

7 ........ · .......................... . 

8 ........................... ········ 

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

~~::::::::::::::::::::::::::: ::::::::1 13 .................................. . 

14 ............................... · ... . 

15 ........................... ········ 

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

17 ........................... , ....... . 

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

19... ..... .. ........ ......... 0. 7 

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

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

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

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

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

25 ... ·················· ...... . 

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

21 ............ : ............. . 

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

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

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

. 6 

.6 

.5 

2.0 

1.4 

2.8 

1.4 

1.1 

.9 

.8 

.7 

31. .. ··-····-·-·--·-···-·· ··-- ··-· ·-· 

.5 

.5 

.5 

2.8 

2.2 

5.5 

8. 4 

1. 7 

1.4 

1.0 

.9 I 

.9 I .8 

2.5 

2.3 

1.9 

1.2 

1.1 

1.2 

3.0 

5.1 

1.3 

1.2 

1.4 

1.3 

. 7 

. 7 

. 7 

. 7 

.8 

. 7 

; 7 

. 7 

.6 

.6 

.6 

.6 

. 6 

.6 

. 6 

.6 

.6 

.5 

.5 

.5 

.5 

.5 

.5 

.5 

.5 

.5 

.7 

i! 

.5 

.4 

.4 

.5 

.5 

.4 

.4 

.4 

.4 

.5 

.5 

. 7 

.5 

.5 

.5 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.4 

.41 .4 

.9 

.7 

.5 

.4 

.4 

.4 

.4 

.4 

.4 

.3 

.3 

0.8 .3 

.5 . 3 

.5 .3 

.5 

.4 

. 4 

.3 

.3 

. 3 

.31·······- . 3 --·-·-·-

.3 ..... ·--

.3 

.3 

.3 

. 3 

.3 

.3 

.3 

.3 

.3 

.3 

.4 

.4 

. 4 

.3 

.3 

.3 

.3 

.4 

.6 

.6 

. 7 

·.6 

. 6 

.5 

.5 

.5 

.4 

.4 

.4 

.4 

. 4 

.4 

.4 

.4 

.5 

.8 

.6 

.5 

.5 

.5 

.5 

.5 

.4 

.4 

.4 

• 4 

.4 

.4 

.7 

.6 

.6 

.5 

. 5 

.5 

.4 

.4 

.4 

.5 

.4 

.4 

.4 

.4 

.4 

.4 

.3 

.4 

.4 

NoTE.-Creek dry August 23 to September 7, September 29 to October 2, and October 11-22, inclusive. 
90 STREAM MEASUREMENTS IN HJ05, PART IX. 

Station rating table for Dry Fork of Otter Creek near Mountain Park, Okla.,from April19 to 

October 10, 1905. 

Gage I · h II Gage Discharge. I Ga~e Discharge. Gage height. Disc arge. height. Discharge. heig t. height. ~---- ---- ---- i -----;:;: Second-feet.i 1---;_e~. 0.30 0.21 1.50 

Second-feet.: Feet. Second-feet. Feet. Second-feet. 

29 2. 70 157 3.90 343 

. 40 . 4 l.tlO 36 2. 80 171 4.00 300 

.50 1.0 1. 70 44 2.90 185 4. 20 394 

• GO 2.0 1. 80 53 3. 00 200 4. 40 429 

. 70 3. 5 1.90 63 I 3.10 215 4. GO 465 

.80 5. 4 2.00 73 3. 20 230 4.80 501 

.90 7.8 2.10 84 3. 30 245 5.00 539 

1.00 10 2.20 95 3. 40 261 5. 20 577 

1.10 13 2. 30 106 3. 50 277 5. 40 616 

1.20 16 2. 40 118 I 3.60 293 

1.30 20 I 2. 50 130 

II 

3. 70 309 I 

1. 40 24 

II 2. 60 143 3. 80 326 

---- ----

The above table is applicable only for open-channel conditions. It is based on eight discharge measurements made during the first part of 1905. It is well defined between:gage heights 0.4 foot and 1.5 feet. 

Above 1.5 feet the rating curve is based on computations from three slope measurements, using Kutter's formula. This extension should be considered only roughly approximate . Owing to shifting 

conditions a second table applies subsequent to October 10. 

Station rating table for Dry Fork of Otter Creek near Mountain Park, Okla.,from October 11 to 

December 31, 1905. 

Gage Discharge. I Gage Discharge. [ Gage Discharge. height. height. I height. 

---------

Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. 

0.30 0.1 0. 50 0.6 0. 70 1.6 

. 40 .3 . 60 1.0 .80 2.4 

The above table is applicable only for open-channel conditions. It is based on three discharge measurements made during the latter part of 1905. It is well defined. 

Estimated monthly discharge of Dry Fork of Otter Creek near Mountain Park, Okla. ,for 1905. 

Month. 

Discharge in second-feet. Total in 

Maximum. Minimum. Mean. acre-feet. 

A pril19-30. . . . ~ ~ ~ ... ~ ~ ........ ~ . ~ ..................... . 171 1.0 ?7. 5 654 

May . . . ... ~ .. ~. ~. ~ ~ ~ ~ ~ ~ .......... ~ .......... ~ ~ ~ . ~ ..... ~ . 1,500 1.0 119 7,317 

June ....... ~~··········~~···~·····~·~·~~~~~·····~~~·~·-~ 13 1.0 3.4 202 

July ........... ~ ... ~. ~ .... ~ ~ . ~. ~ ~ ~ ........ ~. ~ ....... ~ ~ .. . 3.5 .4 1.1 68 

August ...... _ ........................................ -.. 7.8 .0 .82 50 

Beptember .... ~ .... ~ ... ~. ~ ~ ~ . ~ ~ ~ ~ ~ .... ~. ~ ~ ~ ~ ~ ...... ~ ~ ~ ~ .. 5.4 .0 . 41 24 

October ...... ~ ~ ~ ~ ~. ~ ~ ~ ~ ... ~ ~ ~ ~ ~ ~ ~ ~ ......... . .3 .0 .11 6.8 

November .... ~ ~ ~ ~ ~ ~ .. ~ ~ ........... ~ . ~ ....... ~ ~ ~ ~ ~ ~ ~ ... ~ ~ 2. 4 .3 .66 40 

December ............... ~ ......... ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ..... ~ ~ . ~ ... 1 1.6 .1 .42 26 

--------- The period .. ~~~.~ ...... ~ .. ------ ------- ~~~·[~··~~···~· 8,388 
RED RIVER DRAIN .AGE BASIN. 91 

SALT FORK OF RED RIVER AT MANGUM, OKLA. 

This station wa~ established Aprilll, 1905. It is located at the highway bridge one-half 

mile south of Mangum, Okla. 

The channel is straight for 1,000 feet above and 2,000 feet below the station. The current 

is swift. Both banks are low, clean, and sandy, but do not overflow except under the 

bridge. The bed of the stream is composed of sand and is shifting. There is but one channel broken only by the pile ·supports of the bridge . 

. Discharge measurements are made by wading during low water, and from the bridge during high water. The bridge consists of ten 40-foot steel spans on piles, which catch drift 

during flood stages. The initial point for soundings is the north end of the bridge. 

A standard chain gage is fastened to the downstream railing of the bridge; length of chain, 

19.54 feet. During 1905 the gage was read once each day by C. 0. Bowles. Bench marks 

were established as follows: (1) An iron post driven flush with the surface on the west side 

of the road near a mesquite shrub just south of the cut for the highway and about 200 feet 

from the left bank of the stream; elevation, 12.46 feet. (2) A paint mark on the crossbeam plate on the same side of the bridge as the gage; elevation, 14.30 feet. Elevations 

refer to the datum of the gage. · 

Discharge measurements of Salt Fork of Red River at Mangum, Okla., in 1905. 

Date. Hydrographer. 'd h Area of Mean Gage Wl t · section. velocity. height. 

Discharge. 

-----1-------------------------------

Square Feet per 

Feet. teet. second. 

SecondFeet. feet. 

AprillL ...... E. R. Kerby ........................ . 43 20 .70 2.80 14 

April 26. . .. .. . Murphy and Kerby ............... .. 112 323 2.30 3.43 741 

May 23. .. .. .. . E. R. Kerby ........................ . 138 133 1. 67 3.00 222 

May 25. .. .. .. . J. M. Giles .......................... . 202 174 1. 62 3.18 281 

May25 ............. do ............................. .. 206 288 2.33 3.40 672 

May26 ............. do ............................... . 110 79 1.32 2.90 104 

May27 ............. do .............................. . 415 2,218 6.33 9.00 14,040 

June10 ........ E.R.Kerby ........................ . 83 78 1.71 1. 90 134 

July 11 ............. do .............................. . 148 88 1.58 2.10 139 

July 25. .. .. .. . J. M. Giles........................... 126 114 2.10 2.33 239 

.August24 ..... E.R.Kerby ................................................... .. 1.50 a1 

September24 .. J.M. Giles........................... 8 3 .60 1.3(} 2 

September 27 .. E R. Kerby .............. : ........ .. .5 1.00 1.30 .5 

November29 ....... do ..................................... .. 62 1.29 2.20 80 

December 5 ......... do ..................................... .. 63 1. 29 2.20 81 

December 19 ........ do ..................................... .. 56 1.16 2.50 66 

(b) J. M.' Giles ....................... · .......... .. 1,276 6. 78 7.50 8,590 

(b) ..... do ..................................... .. 833 5.05 6.00 4,210 

(a) Estimated. 

(b) Computed ~rom slope measurement using Kutter's formula. 
92 8TREAIII MEAbUH.J<;Ml:.l'.TG lN Dc5, PART IX. 

Daily gage height, in feet, of Salt Fork of Red Ri-rer at Mang4m, Okla., for 1905. 

Day. Apr. May. June. I July. Aug. Sept. Nov. 

-------------------1-~ 

!................................... ........ 2.5 2.4 ....... . 

2 ................ ··················· ........ . .. .. ... 2.4 ········ 

3 ........................................... ········ ............... . 

4 .. ··············· .......................... ······· ............... . 

5 ................................... ········ ........ ········ ········ 

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

7 ........................................... ········ 3.2 

8................................... ........ ........ 2.3 

9 ............................•...... ········ ....... . 

10 ...........................•....•.................. 

11 .............. ····················· 2.8 

12 .......... ·················· ....... 2.6 

13 .......................... ········· 2.5 

14................................... 2.4 

15 .............. ········ ............. ········ ....... . 

16 .... · · · · ·•• · · ··· ·· · · • · • · • · ·· · · · · · • · · ·· ·· ·· • · ·r · • · · • 

17 ................ -- ............•.................•.. 

18................................... 3.5 ········ 

19 ....................... ············ 3.5.'> ········ 

20 •...... ·•··•·········••············ ·•·•···. 3.2 

21. ............................ , ..... ········ 3.3 

22................................... ........ 3.3 

23 ...... ··················•····•·•·•· ........ 2.9 

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

3.2 

2.2 

2.2 

2.6 

2.2 

2.2 

2.0 

2.0 

2.0 

1.9 

1.9 

1.8 

1.7 

1.6 

2.4 

2.1 

2.0 

25 ..............•.•..•••....•.•...•.. 

26 •.••.............••.•.............. 

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

6.2 

3.3 

3.1 

2.8 

2.8 

2.6 

2.9 ········ 

·7.5 ········ 

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

29 •.••..................•.•.......... 

30................................... 2.5 

31. ...............................•.......... 

3.0 

2.9 

2,7 

2.5 

2.2 

2.0 

1.8 

2.5 

2.9 

2.5 

2.2 

2.5 

2.2 

2.2 

2.1 

2.0 

NOTE.-No jlow for missing gage heights; water standing in pools. 

2.0 

2.0 

2.35 

2.1 

2.0 

2.5 

1.9 

3.0 

2.0 

1.9 

1.8 

1.7 

3.8 

2. 7 

2.3 

2.1 

2.0 

1.8 

1.6 

2.3 

2.0 

2.0 

1.9 

1.7 

1.7 

1.7 

1.7 

1.6 

1.6 

1.5 

1.8 

1.9 

1.8 

1.7 

1.7 

17 

3.0 

2.6 

2.5. 

2.4 

2.4 

2.4 

2.3 

2.2 

2.2 

2.2 

2.2 

2.1 

2.1 

2.4 

3.9 

- 3.0 

2.4 

2. 4 

2.3 

2.2 

2.2· 

Dec. 

2.2 

2.2 

2.2 

2.2 

2.2 

2.2 

2.2 

2;2 

2.2 

2.2 

2.2 

2.2 

2.6 

2.6 

2.5 

2.5 

2.5 

2.4 

2.3 

2.2 

2.2 

2.5 

2. 7 

2.9 

2. 7 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 
RED RIVER DRAINAGE BASIN. 

Daily discharge, in second:feet, of Salt Forlc of Red River at Mangum, Olcla.,jor 1905. 

Day. 

I~ May. June. July. Aug. I Sept. Oct. Nov. Dec. 

-------,--- I ------

~::::::::::::::::::::::::::::::::J:: 5 360 0 115 0 0 0 82 

0 360 0 115 0 0 0 84 

0 0 25S 0 0 0 85 

4 ...•••. --- •. ·-····-· ·-···-· I 

-------- 0 0 150 0 0 5 85 

5 ... ----- .. -····· ...... ·-··· I 

-------- 0 0 115 0 0 10 85 

6 .•......................... I 

-------- 0 0 0 325 180 0 I 85 

I I 7 ..• ••··•·· .....• ······•···• -------- 0 725 0 80 110 0 2 85 

8 .......................... .1. ....... 0 315 0 620 110 0 2 85 

9 .................... : ..... .1. ....... 0 270 325 120 75. 0 2 85 

10 ...•..............•..•..... I 

----·-·· 0 270 185 80 30 0 475 85 

11. ...................•...... 18 0 420. 115 50 I 30 0 240 85-

12 ....... -.-.- ..... -•......•. 10 0 270 50 30 I 30 0 200 85 I 

13 ..•. ·-·--. ···-.- .....••.... 5 0 270 0 -1,240 30 0 160 1:201 

14 ..... : •.............•...... 0 175 0 440 10 0 160 111}1 

15 •. ·················-······· 0 0 17.1 0 230 10 0 160 80• 

16 ........................... 0 0 175 0 150 0 120 75 

17 .....•......... -•...•...•.. 0 0 135 0 115 0 0 85 70 

18 ........................... 825 0 135 0 50 0 0 85 40 

19 ........................... 880 0 100 0 10 0 0 85 30 

zo ........................... 0 450 70 0 0 0 0 85 20 

21. .......................... 0 b20 so 0 0 0 0 60 20 

22 ... ····- ······-············ 0 620 270 0 0 0 0 60 70 

23 ........................... 0 110 220 325 0 0 0 150 160 

24 .... , ...................... 4,900 100 175 555 0 0 0 1,250 26C 

~!:::::::::::::::::::::::::::1 620 450 0 325 0 0 0 475 160 

330 110 0 185 0 0 0 160 70 

27 .......... -- ............... 20 8,600 0 325 0 0 0 150 70 

28 ......................•.... 20 600 185 0 0 0 110 70 

29 ......... _. ________________ 10 725 0 185 0 0 0 80 70 

30 ........................... o70 0 150 0 0 0 80 70 

31. ·····--·--·····-·········· ·····--- 540 ~-------- 115 0 0 70 

NOTE.-On account of shifting conditions the low-water discharge was computed from several rating 

tables, each covering a short period. The high-water discharge was computed from one current-meter 

and two slope. measurements. 

Estimated monthly discharge of Salt Forlc of Red River at Mangum, Olcl<J,.,for 1905. 

Month. 

-------------------

April 11--30 ......................... _ ................... . 

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

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

July .................. ._ ..................... ~-----------

IRR 173-06-7 

Discharge in second-feet. 

Maximum. i Minimum. Mean. 

t. !)00 0 382 

8,6.00 0 439 

725 0 165 

555 0 97.6 

1,240 0 138 

• 180 0 20.5 

Total in 

acre-feet.· 

15,150 

26,990 

9,818 

6,001 
94 STREAM MEASUREMENTS IN 19051 PART IX. 

TURKEY CREEK NEAR OL:USTEE, OKLA. 

This station was established April 20, 1905. It is located about 200 feet d~wnstream 

from William Fullerton's irrigation dam, 6 miles northwest of Olustee, Okla. 

The channel ili·straight for 200 feefabove and below the station:·- The current is-swift. 

Both banks are high and wooded, but subject to overflow during floqds. The bed of the 

stream is sandy. 

Low-water measurements are made by wading at ·the gage. High-water measurements 

are made·from the highway bridge 1 mile east of the gage. 

A staff gage in three sections is fastened to the right bank and trees on the same. An 

auxiliary gage is located 245 feet below the regular gage, for determinations of slope. During 1905 the gage was read once each day by James R. .Craig. Bench marks were established as follows: (1) A group of three nails driven into the root of. an "elm tree on the right 

bank, 40 feet above the gage; elevation, 11.65 feet. (2) A point, marked with paint 

'U. S. R. S. B. M. 16.29," on a rock 20 feet from the gage; elevation 16.29 feet. Elevations refer to the datum of the gage. 

Discharge measurements of Turkey Greek near Olustee, Okla., in 1905. 

Date. Hydrographer. 'd h Area of Mean Gage W1 t · section. velocity. ·height. 

Discharge. -----1------------1-----------· -------· --

April20 ....... E. R. Kerby ........................ . 

June5 .. · ............ do .............................. . 

;:~~:-_·_::::: ::::::::::::::::::::::::::::::::::::::11 

J"uly22 .............• do .............................. .' 

J"uly 30 .•. ·:· .....•.• do .. , ....................... '· .. . 

July 31: ....... J. M. Giles .......................... . 

'July31.: ...... E.•R.Kerby ........................ . 

August 7 ........... do ............................. .'. 

Feet. 

15 

15 

11 

10 

10 

16 

16 

16· 

11 

August 10 .......... do ...................................... . 

August 11 •... _. 1 ..... do ... ···················--·······j 15 !::::: :! :·.:~ :r ::::::::::::::::::::::::::::::::::::: ..... ~~' August 21 ....•..... do ............................. --j 11 I .. August 2'2 • ••••••••• do............................... 11 

Septm.nber 9 ... l ••••. do .. _ ..... _ ...... _ ........ _ .. _. _ ........ . 

September9 ...... · .. do._, .. __ , ... _· ___ ................ 27 

September 20 .. J. M. Giles.............. ............ 16 

September 20 ..••••• do............................... 16 

October 7 ........... do ............................... , 

November 2 ........ do ...................................... . 

December 9 ... , ..... do ..................................... .. 

·Decetilber 30 ..•.•.• .'1~ .............................. + ..... . 

Squiire 

feet. 

9 

10 

9 

7 

13.5 

6 

13.5 

8 

5.4 

11 

9 

8 

10 

10 

37 

39 

9 

10 

14 

4.4 

4.8 

Feet per Secondsecond. Feet. feet. 

1.67 2.40 15 

1.9!! 2. 70 "20 

1.29 2.50 11 

1.64 2.47 11 

1.58 2.47 10 

.81 2.42 11 

1.12 2.39 i 

.83 2.40 11 

1.50 2.40 12 

1.68 2.40 . 9 

• 75 2.30 8 

1.21 2.30 11 

. 1.80 2.50. 15 

1.12 2.40 11 

1.15 2.40 12 

1.891 3. 70 71 

1.90 3. 70 74 

1.14 2.32 10 

1.14 2.33 10 

2:00 2.50 21 

1.43 2.50 20 

3.13" 2.30 14 

2. !10 2.30 14 
RED RIVER DRAINAGE BASIN. 95 

Daily gage height, in feet, of Turkey Greek n'ear Olustee, Okla. ,for 1905. 

______ D_a_Y_· ______ 1_A_p_r_. May. June. ~ Aug. Sept.~~ Dec • 

!. ......................................... .. 2.2 

2.2 ~ . ., ____________________________________ --------

3 ........................................... . 2.2 

4 ........................................... . 2.2 

5 ............................................ . 2.2 2.7 

6 .................. : ................. ....... . 2.2 2.6 

'··----------------------------······ -------- 2.1 12.2 

8 ........................................... . 2.2 10.0 

9 ............................................ . 2.2 2.9 

10 ........................................... . 2.2 2.7 

11. .......................................... . 2.4 2.7 

12 ......................... c ................. . 2.5 2.6 

13 .....................................•.•.... 6.2 2.7 

2.5 2.4 

2.5 2.4 

2.5 2.5 

2.5 2.5 

2.6 2.4 

2.6 2.3 

2.6 2.4 

2.6 2.3 

2:6 2.3 

2.5 2.3 

2.5 2.3 

2.5 2.3 

2.5 2.4 

. 2.2 

2.2 

2.1 

2.1 

2.5 

2.5 

3.6 2.4 

. 4.7 ........ 1 

5.6 

2.7 

2.3 

2.2 

2.3 

2.3 

2.3 

2.2 

2.2 

2.3 

2.3 

2.3 

2.3 

2.3 

2.3 

14.~ ..................... · .................... . 2.6 2.6 2.5 2.5 2.5 ................ . 

"15 .......................................... .. 

16 ............................. : ............. . 

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

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

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

20 ••••••••••••..•.•.••••.•••.•••.•.••. 

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

22 ••••••.•• ." ••••.•.•..•...•••.•..••... 

23.· ..........................•........ 

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

25 .•••••..•.•.•...•.•.•..•••.•••.•.•.• 

2.4 

2.2 

2.2 

2.7 

6.6 

2.6 

26.................................... 2.6 

27..................................... 2.4 

28..................................... 2.3 

2.3 2.6 

2.3 2.6 

2.3 2.5 

2.2 2.6 

2.2 2.6 

7.1 2.6 

9.1 2.5 

13.6 2.5 

2. 7 2.6 

2.5 2.5 

2.5 2.5 

3.1 2.5 

2.5 

2.5 

29 .............................. -..... 2.2 2.5 

30 ... ;................................ 2.2 2.5 

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

I I 

2.5 2.5 

2.5 2.5 

2.5 2.5 

2.5 2.5 

2.4 2.5 

2.4 2.5 

2.5 2.5 

2.5 2.5 

2.5 2.3 

2.5 2.4 

2.6 2.3 

2.5 

2.4 

2.4 

2.4 

ri 2.5 

2.5 

2.5 

2.4 

2.5 

2.4 

2.3 

2.2 

. 2.1 

I 

2.3 ........ 

2._2 

3.5 

2.4 ........ 3.4 ........ 

::! j:::::::: .... ~:~. :::::::: 

2.3 

2.f! 

2.3 

2.3 

. 2.3 

2.3 

2.3 

2,2 

2.3 

2.3 

2.2 

2.2 

2.2 

.2.~ 

2.4 

NOTE.-Gage out May 27 to June 4; creek dry September 24, an1 October 5-6 and·ll-21. ,;·No readings 

October 22 to November 23, November 26-30, and December 14-16. · 

WASHITA RIVER AT ANADARKO, OKLA. 

This station, established October 25, 1902, by W. G. Russell, is located at the highway 

bridge one-half mile north of the Anadarko railroad dep()lo. .. 

The channel both above and below the station is straight for 200 feet~ The right pank 

is high and the left bank is low. Both banks are liable to overflow. The bed of the stream_ 

is sandy and constant. . 

Discharge measurements are made from the bridge. The initial point for soundings is 

the right-bank end of the bridge, downstream side. 

A .standard chain gage is fastened to the hand rail of the bridge; length of chain, 28.17 

feet. During 1905 the gage was read once each day .by James H. Dunlap. Bench marks 

were established as follows: (1) A cross cut on the northeast corner of the capstone of the 

pier on the right bank; elevation, 22.00 feet. (2) A nail in a large cottonwood tree at the 

south end of the bridge, east of the road; elevation, 24.54 feet. Elevations refer to the 

datum of the gage. 
96 STREAM MEASUREMENTS I.N 1905, PART IX. 

Information in regard to this station is contained in the following Water-Supply Papers of 

the United States Geological Survey: 

Description: 84, p 139; 99, p 315; 131, p 187. 

Discharge: 84, p 139; 99, p 315; 131, p 188. 

Discharge, monthly, 131, p 189. 

Gage heights: 84, p 140; 99, p 316; 131, p 188. 

Discharge measurements of Washita Ri11er at Anadarko, Olcla. 

Date. Hydrographer.· Width . Area of Mean I Ga~e I Dis- 1 

----~--'-!-------------- ~ section. velocity. heig t. charge. 

Square Feet per I I SecondFeet. feet. second. Feet. feet. 

January28 .... E. R. Kerby ....................... .. 60 94 1. 47 2. 8 138 

April2 ............. do ............................. .. 67 171 1.34 3.20 229 

April ~4 ....... J. M. Giles .......................... . 

April24 ............ do .............................. . 

April 25 ....... Murphy and Kerby ................ . 

~~~~~~::::::: 1- ;.;_· :. ~e~~; :::::::::::::::::::::: :·:: June 5 ......... J. M. Giles ......................... .. 

June 8 ......... E. R. Kerby ........................ . 

June 21. ............ do ........................ -------1 

~~gL 1 L{:;;, •••••••.•• •••• ••••• 

August 28 .......... do .............................. . 

66 

66 

70 

70 

70 

70 

70 

70 

69 

68 

70 

67 

67 

September6 ....... do ..................................... .. 

September25 .. J .. M. Giles ........................... --------~ 

September 26 ....... do.......................... . .... .. 

September 26. . E. R. Kerby.................... .. .... . 

~~:r:~~::~~: :i:::: :~:::: :::::::::::::::::::::::::0 0 October 24 .... _I_ .... do ....... ~ .................... .. 

November 4 .. J .... do ......... ,. ................. . 

November 17. _I_ .... do ....................... : .. .. 

~::::~:~ ~ ::1:::: :~:::: ::::::::::::::::::::::::::0 November 30 .. 1

1 

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

~:::::~ ;~::: :::: :~:::: ::::::::::::::::::::::::::: Decem her 20 .. -1---- .do.............................. .. ..... 1 

150 

153 

21!1 

219 

322 

360 

279 

1831 

132 

157 

286 

138 

138 

119 

134 

128 

130 

130 

94 

93 

92 

92 

137 

129 

222 

219 

185 

154 

142 

139 

1.47 

1. 43 

1.85 

1. 93 

2.55 

2.25 

2. 77 

2.20 

1.54 

1. 45 

1. 70 

1.63 

1.64 

1.39 

1.40 

1.33 

1.44 

1.43 

1.43 

1.08 

1.16 

1.13 

1.28 

1.26 

1.66 

1.60 

1.44 

1.35 

1.20 

1. 24 

3.30 

3.30 

4.11 

4.20 

6.35 

6.50 

6.30 

4.1>0 

3. 70 

3.50 

4.90 

3.30 

3.30 

2.90 

3.10 I 3.00 

3.00 

3.00 

2.00 

2.50 

2.50 

2.50 

2.80 

2.70 

3.80 

3. 70 

3.20 

3.051 2.90 

2.8.5 

220 

219 

405 

424 

822 

812 

774 

402 

203 

2:Jl 

486 

225 

226 

166 

187 

171 

187 

186 

134 

100 

107 

104 

175 

163 

368 

350 

267 

208 

171 

173 
RED RIVER DRAINAGE BASIN. 97 

Daily gage height, in feet, of Washita River at Anadarko, Okla.,jor 1905. 

Day. 

I 

Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

------------------------

]. ............. I 2.55 2.7 3.3 ------- 4.3 18.7 3.9 3.1 3.0 2.6 2.5 3.6 

2 .............. i 2.5.5 2.7 3;1 3.2 4.2 14.8 3.8 4.3 2.9 2.6 2.1i 3.4 

3 .... , ......... ' 2.55 2.8 3.1 3.3 4.0 12.7 3. 7 3.6· 2.8 2.6 2.5 3.3 

4 .............. ' 2.55 2.8 3.0 5.3 3.9 9.4 3. 7 3.2 2.8 2.6 2.5. 3.2 

5 .............. 1 2.55 2.8 3.0 4.4 3.8 6.6 3.5 3.1 2. 7 2.6 2.7 3.1 

6 .............. 1 2.55 2.8 3.1 4.1 3.6 6.0 3.5 3.1 2.8 2.6 3. 7 3.0 

7 .............. I 2.55 2.8 3.3 3.8 3.5 5.8 3.4 3.0 3.0 2.6 3.9 3.0 

8 .............. : 2.55 2.9 3.5 3.8 3.4 5.9 3.4 2.9 3.2 2.5 3.5 3.0 

9 .............. : 2.55 2.9 3.8 3. 7 3,3 6.8 3.5 2.8 4.7 2.5 3.4 2.9 

10 .............. I 2.5 2.9 4.3 3. 7 3.4 7.4 3.5 2.8 7. 7 2.5 3.2 2.8 

11 .............. ' 2.5 2.9 3.8 7.3 3.6 9.6 3.4 2. 7 8.4 2.4 3.0 2.8 . 

12 .............. 1 2.5 2.9 3.5 8.2 3.8 7.2 3. 7 2. 7 8.6 2.4 3.2 2.8 

13.. ............ ' 2.5 I 2.9 3.3 6.3 5.2 5.8 3.4 2.9 5.9 2.5 3.5 2.9 

14 .............. ', 2.5 2.9 3.1 4.5 8.2 5.5 3.4 3.1 7.1 I 2.4 3.2 2.9 

15 .............. 1, 2.5 2.8 3.1 3. 7 10.1 5.1 3.4 4.2 4.81 2.5 2.9 2.9 

16 .............. , . 2.5 2.8 3.0 3. 7 7. 7 5.2 3.3 9.1 4.2 2.6 2.9 2.9 

17 .............. 1 2.65 2.8 3.5 3. 7 6.2 5.3 3.2 9.4 3.9 2.5 2.9 2.9 

18 .............. 2.65 2.8 4;0 3. 7 5. 7 5.0 3.3 9.6 3. 7 2.5 2. 7 2.9 

19 .... : ......... , 2.65 2.9 4.3 3.4 4.3 4.8 3.4 6.4 3.6 2.4 2. 7 2.8 

20 .............. 1 2.65 2.9 4. 'j' 3.4 4.0 4. 7 3.6 6.4 3 3 2.4 2. 7 2.8 

I 2.65 3.0 5.1 3.3 3.3 . 6.:1 3.2 2.5 2.6 2.8 

~::::::::::::::: 5.8 4.5 

2.6 3.2 6.0 3.2 6.5 4.3 3.4 4.6 3.2 2.5 2.6 2.8 

2.6 3.5 5.0 3.2 6.4 4.3 5.2 4.1 3.4 2.5 2.6 2.8 I 

~:::::::::::::::1 2.~ 3. 7 3.9 3.2 6.2' 4.2 5.2 3.9 3.3 2.5 2.6 2.8 2.6 4.0 3.6 4.1 5.4 4.1 4.5 3. 7 3.2 . 2.5 2.6 2.8 

26 .............. I 2.6 4.2 3.5 6.0 5.2 4.0 4.3 3.5 3.0 2.5 2.6 2.8 

27 .............. 2.6 3. 7 3.5 10.8 12.6 4.0 4.1 3.4 2.9 3.5 2.6 2.8 

28 .............. 2.6 3.5 3.6 11.0 14.9 4.1 3.6 3.3 2.8 2.5 6.6· 2.8 

29 .............. 2. 7 ------- 4.6 6.2 17.0 3.9 3.4 3.2 2. 7 2.5 5.0 2.8 

30 .............. 2. 7 ------- ------- 5.1 18.3 3.8 3.3 3.2 2. 7 2.5 4.2 2.8 

31. ............. 2. 7 ------· ------- . -.--. ~ 18.8 ------- 3.2 3.1 ------- 2.5 --·---- 2.8 

NoTE.-Ice conditions January 10-16 and February 3-14; gag.e heights to top of ice. Gage heights 

estimated J nne 3-4 and December 31. 
98 STREAM MEASUREMENTS IN 19051 'PART IX. 

Daily discharge, in Becond-feet, of WaBhita River. near Anadarko, Okla.,for 1905. . . . ~ 

Day. Jan. Feb. Mar. Apr. May. June. · Jll)y. Aug. Sept. Oct. Nov. Dec, 

·-----1------------. -------.-----------· --:' 

1. .. .. .• ... •• . . 10.~ 144 

2. .•••••.••. ..• 105 144 

3 •••••• c....... 105 

4 ••••••••••• :.:. 105 

5 •...• :........ 105 

6.............. 105 

7.............. 105 

8 .•. .'. .. . .. •• . . '10.~ 

9.............. 105 

10 •......... : •....•........... 11 .•.•••••••••.•.••.•..••••••• 

12 ••••••••••••••.••.•.•.•••••• 

13 .••••.••••••...••.•••.••...• 

14 •••••••••••••••••••••••••••• 

15.-••••.••••.••• ••.····. 160 

16 •••.••••••.••• •·•·•·.· 100 

17.............. 136 160 

18.............. 136 160 

240 

207 

'JJYl 

lilt 

191 

207 

240 

273 

325 

413 

325 

2i3 

240 

207 

207· 

191 

213 

36o 

19 ••.••. · •••••..• 

20 ••......•••... 

136 

136 

136 

130 

130 

1,30 

130 

130 

130 

130 

144 

175 ' 413 

175 '486 

~!. ..... : ...... . 

22 •••••••••••••• 

23, ........•.•.. 

24 •••••••••••••• 

211. ••••••••••••• 

26 ••.••••••.••••• 

27 .••.•.•.....•.. 

28 •••••••••••••• 

29 .••••••••••••• 

30............... '144 

191 560 

22'4 730 

273 542 

308 342 

360 290 

395 273 

308 273 

273 290 

470 

455 

229 435 

24o -100 

600 380 

430 '363 

378 327 

325 310 

325 ' 290 

29/i 274 

295 28b 

990 320 

354 

775 ' .. 13 

440 

295 

295 

284 795 

284 698 

234 436 

234 382 

220 718 

202 853 

202 835 

20"l 795 

405 641 

780 603 

820 ••••••• 

603 .•••••• 

254 .178 177 134 105 

227 382 162 134 105 

203 262 148 134 104 

218 194 148 134 104 

832 llW 178 ' 135 134 136 

715 ' 198 183 1{i0 134 300 

676 1!.0 167 182 134 342 

696 197 152 213 ' 105 :m 

870 214 137 4.74 105 256 

990 228 137 105 22'4. 

213 ' 120 90 196 

950 262 120 90 2:l0 

677 213 152 693 100 285 

t120 213 ' 183 925 85 234 

544 213 369 48! 100 190 

563 203 373 115 190 

581 186 323 100 190 

525 203 288 100 .157 

480 

470 

432 

390 

383 

360 

334 

310 

300 

310 

268 

250 

272 85 157 

157 

l42 

142 

142 

138 

138 

141 

148 

880 

580 

436 

222 85 

206 107 

208 107 

237 107 

222 107 

206 ' 107 

181 107 

175 106 

160 106 

144 106 

144 

31. •.••••••••• ,. 144 ••••••• ••••••••••••••••••••• ••••••• 

220 

252 

203 

224 

544 

544 

412 

377 

341 

255 

227 

210 

196 

790 

790 

790 

450 

357 

324 

2&9 

258 

242 

226 

208 

208 

194 

105 

105 

3:l3 

300 

282 

267 

230. 

199 

199 

199 

175 

158 

158 

158 

175 

175 

175 

171 

171 

171 

162 

162 

16;! 

162 

162 

162 

162 

162 

162 

162 

162 

162 

162 

----~-~-~-~~~~-~-~-~--·----------

NoTE.-The dally discharge:was obtained by indirect method. No estimates for ice conditions. No 

estimate was made for gage helghts above 7.5 feet owfug to lack of measurements. 

Esti'1110J.8d monthly diBchargtJ of WaBhita River at Anadarko, Okla., for 1905. 

Month. 

January 1-'9, 17-31. ••••••..•.• r ................. ·: .•..... 

February 1-2, 10-28 •.••••••..•. : .......................... . 

March 1-29 •••••••••••••••••••••••••••••••••••••••••••••• 

April (26 days) ........................................ ' . 

May (23 days) ••••••..•••................................ 

June (25days) •••••••••••...... ,: .................... : .. 

July •••••..••••..•.••..•......................••......... 

August (28 days) ••.•..•.....•....•... _. .....••......•.... 

SQ{ltember (27 days) •••••.................... : ......... . 

October ••••••••••••••.•..••••........................... 

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

December •••••••••••..•..••. '·'········· .............•.. 

Discharge in second-feet. 

Maximum. Minimum. Mean. 

144 

395 

730 

105 

144 

191 

202 

274 

250 

180 

120 

1311 

85 

104 

158 

124 

226 

319 

399 

503 

541 

252 

287 

268 

109 

227 

187 

Thepertod: ••••.••..•...•......•................... : ............................... . 

i,. Discharge beyond limits of rating table. 

Total in 

acre-feet. 

5,903 

7,172 

i8,350 

20,580 

22,950 

26,&'l0 

15,500 

15,940 

14,350 

6,702 

13,510 . 

11,500 

179,300 
RED RIVER DRAINAGE BASIN. 99 

OUACHITA RIVER NEAR MALVERN, ARK. 

This station was established March 3, 1903, at the Rockport Bridge, 1i miles northwest of 

Malvern, Ark., and was discontinued April30, 1905. The gage was read by A. M. Baker. 

Informatiol')inregard to this station is contained in the following vyater-Supply Papers 

of the United States Geological Survey: 

Description: 99, pp 313-314; 131, p 190. 

Discparge: 99, p 314; 131, p 190. 

Discharge, monthly: 131, p 193. 

Gage heights: 99, pp 314-315; 131, p 191. 

Rating table: 1~1, p 192. 

Daily gage height, in feet, q_(Ouachita River near Malvern, Ark.,jor 1905. 

---------·- -------------

Day. Jan. Feb. I Mar. Apr. I 

Day. i Jan. Feb. Mar. Apr. 

--------- !------------

!. ............... 0.4 3.0 3.8 6.4 17 ................ 5.0 3. 7 3.9 6. 7 

2 ................ .3 3.9 3. 7 5.4 18 .... -- ---------- 3.5 3.5 4.0 li.6 

3 ................ 1.3 3.2 3.2 6.1 19 .. -------------- 3.8 4.0 4.0 5.4 

4 ................ 1.3 2.8 

I 3.0 12.0 20 .. -----.-------. 3.8 3.7 4.0 6.5 

5 _______ --------- 1.2 2.6 2.9 7.9 21.., .... ---- ... -- 3.6 3. 7 3.9 7. 7 I 

6 .. ----.------.-- 1.2 2.4 2.7 6.1 22 ... ---- ...... --. 3.2 4.2 3. 7 7.4 

7 ......... : ...... 1.2 2.4 2.7 5.2 23.----------.-- .. 3.0 5.0 3.5 6.0 

8.--------------. 1.0 3.0 4.6 4. 7 24.. -- -- -- -- " -- --I 2.9 5.6 3.5 5.3 

9 .. --.----------- 1.3 3. 7 12.5 4.2 25 ... --------.---- 2. 7 5.7 3.1 7.5 

10 ................ 2.0 4.5 15.8 3.8 26 .. ------------- -I 2.5 5.4 3.0 8.3 

11 ................ 1.9 4.9 11.2 7.5 27 .... ------------ 2.1 4.9 3.0 7.1 

12.--------.------ 11.2 5.8 8.1 7.9 28.--------------. 2.0 4.2. 2.9 6.0 

13 .. --------.----. 10.9 6.0 6.5 6.3 :::::::::::::::::1 2.4 4.5 5.4 

14 .. ----.--------. 7.5 5.0 5.5 6. 7 2 .. 5 8.4 4.6 

15 .. ---------.---- 5.2 4. 7 4.8 8.6 31.--------------- ·I 2.7 8.9 

16 .. -------------. 5.1 4.0 4.2 8.5 

OUACHITA RIVER AT ARKADELPHIA, ARK. 

This station was established August 1, 190.'5, by T. U. Taylor. It is located at the bridge 

of the St. Louis, Iron Mountain and Southern Railway at Arkadelphia, Ark. 

The channel is straight for 500 feet above and 1,200 feet below the station. The current 

is sluggish at low water. During floods the water spreads out over both banks, but the railroad embankment on the west side forces it through the main channel unless the flood is 

high enough to flow over the railroad tracks near the passenger depot, one-fourth mile west 

of the bridge. On the east bank the flood water flows under 73 trestle bents of 12 feet clear 

space each. The highest water on record occurred in 1882, gage height 27.00 feet. 

Discharge measurements are made from the three-span railway bridge. The initial points 

for soundings are the east faces of the east abutment and each pier, each span being treated 

as a separate channel. 

A standard chain gage is located on the upstream side of the bridge near the middle of the 

first span from the right bank. During 1905the gage was read once each day by J. W. Wilson. 

Bench marks were established as follows: (1) The top of the tie at the gage box; elevation, 

35.27 feet. (2) The bridge seat on the north side of the west abutment; elevation, 31.22 

feet. (3) A spike in the easternmost of three gum trees about one-eighth mile from the 

bridge directly across the track from the pumping station of the city waterworks; elevation, 

27.00 feet. (4) United States Geological Survey bench mark in the northwest corner of the 

court-house, marked" 246.00;" elevation, 124.57 feet. Elevations refer to the datum of the 

gage. Bench mark No.4 is 246.00 feet above sea level. 
100 STREAM MEASUREMENTS IN 1905, PART IX. 

Daily gage height, in feet. of Ouachita River at Arkadelphia, Ark.,jor 1905. 

Day. Aug. Sept. Oct. Nov. Dec. Day. Aug. sept. Oct. Nov. I D~ --------

!. ................. 5.7 2.9 2.9 4.6 7.1 17 ... ------- -·------ 2.8 3.4 2.9 5.5 ' 5.2 

2.--.----.--------- 3.8 2.9 2.9 4.3 3.4 18.-- -------- ----- 1.9 3.2 2.9 5.2 ! 5.0 i 

3.---.-.-.--.--.--- 2.8 3.0 3.0 4.1 15.1 19 .. --------------- 1.8 3.2 3.1 4.9 5.1 

4 .. -.-.------- .. -.- 2.6 2.8 3.6 4.0 10.3 20 .. ------------ .. - 2.2 S.2. 4. 7 4. 7 7.4 

5 .... -------------- ~.3 2.8 3.9 5.1 8.3 21..-.--.------.--- 2.2 3.4 4.7 4.5 10.3 

6.----.---.--.--.-. 2.2 2.7 4.0 9.2 7.2 2'2 .. -------- .'.-- ... 2.1. 3,7 4.5 4.3 10.5 

7------------------ 2.0 2.7 3.9 8.3 6.6 23 .. ------------ .. - 1.8 4.0 4:2 4.2 12.7 

8 .. ---------------- 1.9 2.9 3. 7 7.2 6.1 24 .. -----.--------- 1.5 3.3 4.2 4.4 10.4 

9.------------.---- 1.7 3.5 3.5 6.6 5. 7 25 .. ------ -- ------- 1.4 3.2 6.3 4.3 8.6 

10 ..... ·····------·- 1.6 3.5 3.4 11.0 5.4 26 .. --------------. 1.4 3.1 9.5 4.6 7.5 

11.----------------- 1.5 3.3· 3.3 11.7 5.1 27 _________________ 2.4 3.0 8.7 4.9 6.8 

12.:------· __ -------- 1.4 4.1 3.1 8.1 5.0 28 .. --------------- 3.1 3.0 G.9 4.8 8.0 

13 .. -.-------------- 1.3 4.6 3.0 8.2 4.9 29 .. --------------- 3.0 3.0 5.8 10.7 7.7 

14.----------------- 1.6 4.3 3.0 7.0 5.2 30 .. --------------- 3.0 3.0 5.2 9.5 7.6 

15 .. -.----.--------- 2.3 3.8 2.9 6.8 5.4 31 ... __________ . ___ 

1 

2.9 4.9 7.2 

16 .. ------- ·---- ---- 2.0 3.6 2.9 6.8 5.3 
INDEX. 

Page. Arkansas River Iiear- Page. 

Acknowledgments.......................... 12 Dodge, Kans.: 

Acre-foot, definition of .................... . description .... ·. . .. .. .. .. .. .. .. . .. .. 30 

Alfalfa, Colo., discharge ........... , .. .. .. .. .. . .. .. . 30 

Purgatory River near: discharge, montJ1Iy ... , ......... ,... 32 

description ...•..................... 41-42 gage heights ................ :.. .. .. . 31 

discharge........................... ~2 rating tables ......................... 31,~2 

discharge, monthly................. 44 Hutchinson, Kans.: 

gage heights.. .. .. .. .. . .. .. .. .. .. .. . 43 description ...................... ·... 32 

rating table......................... 44 discharge........................... 33 

Alva, Okla., discharge, monthly................. 34 

Salt Fork of Arkansas. River near: gage heights ... , .. .. . .. .. .. .. .. .. .. . 83 

description ......................... 36-37 rating table ............... :......... 34 

discharge ............... :........... 37 Pueblo, Colo.: 

gage heights........................ 37 

Anadarko, Okla., · 

description ......................... 24-25 

discharge .......................... , 26 

Washita River near: discharge, monthly................. 27 

description .................... : .. .. 95-96 gage heights.. . . . . . . . . . . . . . . . . . . . . . . 26 

discharge.... .. .. .. .. .. .. .. .. .. .. .. . 96 rating tables........................ 27 

di~~Charge, druly..................... 98 Syracuse, Kans.: 

discharge, monthly.. .. .. .. .. .. .. .. . 98 description......................... 28 

gage heights.. .. .. .. .. .. .. .. .. .. . .. . 97 discharge.... .. .. . .. .. .. . .. .. .. .. .. . 28 

Arkadelphia, Ark., discharge, monthly .. ·............... 30 

Ouachita River at: gage heights........................ 29 

description.. .. . .. .. .. .. .. .. .. .. .. .. 99 • rating table......................... 29 

gage heights ................. ·....... 100 Arkansas River, Salt Fork, nearArkalon, Kans., Alva, Okla.: 

Cimarron River near: description ......................... 36-37 

descriptitm ......................... 48-49 discharge........................... 37 

discharge.......................... 49 gageheights........................ 37 

gage heights........................ 49 Tonkawa, Okla.: 

Arkansas, district bydrographeF for... . . . . 12 descriptio}\......................... 38 

Arkansas City, Kans., discharge. .. . • .. .. .. .. .. .. .. .. .. .. .. 38 

.Arkansas River near: gage heights........................ 39 

description •... , ............. , ...... 34-35 Arthur City, Tex., 

discharge........................... 35 Red River at: 

discharge, monthly.. .. .. .. .. .. .. .. . 36 description... . . . . . . . . .. .. .. .. .. .. .. 72 

gage heights ........................ · 35 discharge........................... 72 

rating table......................... 36 gage heights........................ 73 

Arkansas River basin: Baer, J. J., acknowledgment to............ 12 

description ............................. 19-21 Beaver Creek atArkansas River near- Beaver, Okla.: 

Arkansas City, Kans: description.... .. .. . .. .. .. .. .. .. .. .. 66 

description ......................... 34-35 discharge........................... 66 

discharge. . .. .. .. .. .. .. .. .. .. .. .. .. . 35 gageheigbts........................ 67 

discharge, monthly................. 36 Bees0n, Melvin, aid by..................... t2 

gage heights........................ 35 

rating table......................... 86 

Big Cypress Creek, Tex.: 

description ............ : ......... :....... 72 

Canyon, Colo.: Brennan, M.S., aid by..................... 12 

description .. ·:~ ... :: ................ 21-22 Brick, Thomas E., aid by.................. 12 

discharge. .. .. .. .. .. .. .. .. .. . .. .. .. . 22 Cable station, figure showing............... 7 

discharge, monthly................. 24 

gage heights . .' ........... :.......... 23 

Calvin, Ind. T., 

Canadian River at: 

rating tables ........................ 23,24 description......................... 58 

101 
102 "INDEX. 

Calvin, Ind. T.,-Continued. ?age. 

Canadian River at: 1 · 

dillCha,rge. • • . • . . . • . . . . . . . . . . . . . . . • . • 58 

··dlscharge; .. montbly................. 60 

gage' heiglit~ ... ·:.................... 59 

rating table... . • • • • .. • . . . • . . . . • • • . • . • ·59 

Canadian River basin: 

description ... · .••••• :................... 58 

Canadian River atCalvin, Ind. T.: 

dellCrlption......................... 58 

dillCharge........................... 58 

discharge, monthly................. 60 

gage heights. • • • • • . . . . . . . . . . . . . . . . . • 59 

rating table......................... 59 

Logan, N. Mex.: · 

description..... • • . . . . • . . • . . . . . . . . . 60 

discharge.. • . • . . . . . . . . . . . . . . . . . . . . . • · 60 

gage heights. • • • • • . • . • . • . . . . • . • . • . . . 60 

Canadian River, North Fork, near..:. 

El Reno, Okla.: 

description......................... 69 

dlllCharge...... ..................... 69 

dillCharge, monthly .......... ,...... 71 

gage heights........................ 70 

rating table .................... .'.... 71 

Woodward, Okla.: 

descrlptlon.......................... 67 

discharge.... .. .. .. . • . • . .. .. .. . .. .• . 68 

. gage heights.......... .. .. . .. .. .. . 68 

Canyon; Colo., 

Arkansas River near: 

description ......................... 21-22 

discharge ........................ ,.. 22 

discharge, monthly ............. :... 24 

gage heights. : • . • . . . . . . • . . . . . . . . . . . . 23 

rating tables ........................ 23,24 

Catoosa, Incl. T ., 

Verdigris River near: . 

· dellCription ......................... 62-oa 

dillCbarge ....................... ,.... 53 

g~ heights ... , ................ ,... 53 

Cimarron River basin: 

dellCriptlon ................... : ......... 44-4.5. 

Cimarron River near- · 

Arkalon, Kans.: 

description ....................... ,. 48-49 

'dillCbarge ..... , ............ ,........ 49 

gage heights........................ 49 

Gaffett;-okla. ·. · 

deScription ........................ . 46 

Courtois Creek·a~ Page. 

Scotia, Mo.-Continued. 

:.;~:ih~~~::::::::::::::~........ . ~: Current meters;claiil!es of.................. 8 

methods ofusing ..................... c. 8--10 

Dodge, Kans., 

Arkansas River near: . 

deScription ............. ·............ 30 

discharge............................ 30 

discharge, monthly.. . .. .. . .. .. .. .. . 32 

gage heights.,...................... 31 

rating tables ......... : .............. 31, 32 

Drainage basins, list of ....... :............. 2-3 

Elk Greek nearHobart, okla:: 

description ............... ·.......... 81! 

discharge .......... ,................ 82 

gage heights ........ :............... 83 

Elm Fork of Red River: 

description............................. 72 

near M,mgwn, Okla.: · · 

description .... ·..................... 79 

discharge.... .. .. .. .. .. .. . .. ..... .. .. 79 

discharge, daily .. .. .. . .. .. .. .. . . .. . 81 

discharge, monthly .... .';.·.......... 81 

gageheights ............ ·............ 80 

El Reno,- Okla .• 

North Fork of Canadian River near: 

description ............................. 69 

discharge.· ......... ,.·............... 69 

dlllCharge, monthly. . . . . . . . . . . . . . . ... 71 

gage heights........................ 70 

rating table .................... .'.... 71 

Equivalents, table of........................ H 

Eureka, Mo., 

Meramec River near; 

description: •• : ..................... 14-15 

dillCbarge .. · ................ • .. . • . . . .. 15 

dillCharge, monthly.. . . . . . . . . . . . . . . • 16 

gage heights........................ 15 

rating. table......................... 16 

"Fall River at.,- · 

Fall River, Kans.: 

description ........•...•••.....•.•.. 

discharge •..•..•.•.•......•..• ~- •.•.. 

54 

.54 

gageheights ..................... .'.. 55 

Floats, use of, ln measuring discharge ...•. · 8 

Fort Gibson, ~nd. T., 

Noosho Rivet at: 

discharge ........... : .............. . 

description': ........................ 56-57 

47 discharge ........................ :.. 57 

dillCharge, monthly .. · ............... . 48 gage heights .......... , ....... , .... ,. 57 

gage heights ...................... .. 47 ·Gaging stations, equipment of............. 8 

48 Garrett, Okla., · . ' 

. ' 

. rat;ng table ............... ,, .......... , 

Kenton, Okla.: 

dellCription ........................ . 

:::hi;~~::::::::::::::~::::::: Waynoka, Okla.: 

45 

45 

46 

, dellCription......................... ·50 

discharge........................... 50 

gage heights........................ 51 

Computation, methods of .................... 10-11 

rules for ........... · ..................... . 

Courtois Creek 8.~ 

Scotia, Mo.: 

dellCriptlon ............. , .......... . 18· 

·Cimarron River near: 

description ............... ,., .... , .. 

dlllCharge ......... + ~------ ....... , .. . 

discharge, monthly ................ . 

gage heights ...................... .. 

rating table, ..••...•. : .•. , ..•. , •.... 

Giles, J. M., field covered by •..•••.. ; ..... . 

Graham, H. G., aid by ................ , .. .. 

Granite, Okla., . 

North Fork of Red River near: 

dellCriptlon· ......................... . 

discharge .......................... . 

gage heights• ...................... . 

46 

47 

48 

47 

48 

12 

12 

73 

74 

75 
INDEX. 103 

l'age. 

Hanna, F. W., field covered by............. 12 

Headrick,Okia., 

North Forkof Red River near: 

description......................... 76 

discharge........................... 77 

discharge, daily..................... 78 

discharge, monthly................. 78 

gage heights........................ 78 

Hinderlider, M. C., field covered by......... 12 

Hobart, Okla., 

Elk Creek near: 

description......................... 82 

discharge........................... 82 

gage heights........................ 83 

Horse Creek nearMountain Park, Okla.: 

description......................... 87 

discharge........................... 87 

ga!(e heights ......... ·............... 87 

Hutchinson, Kans., 

Arkansas River at: 

description......................... 32 

discharge........................... 33 

discharge, monthly................. 34 

gage heights........................ 33 

rating table......................... 34 

Hydrographers, list of...................... 12 

Hydrographic surveys, annual appropriations for ............................. . 

organization and scope of.............. 1-3 

Ice-covered streams, method of measuring 

flow of.................................... 10 

Independence, Kans., 

Verdigris River near: 

description......................... 52 

discharge........................... 52 

Kenton, Okla., 

Cimarron River near: 

description......................... 45 

discharge. . . . . . . . . . . . . . . . . . . . . . . . . . 45 

gage heights........................ 46 

La Cueva, N.Mex., 

Mora River at: 

description. . . . . . . . . . . . . . . . . . . . . . . . . 60-61 

discharge........................... 61 

discharge, monthly................. 63 

gage heights........................ 62 

rating table......................... 62 

Logan, N.Mex., 

Canadian River near: 

description......................... ~0 

discharge........................... 60 

gage heights........................ 60 

Ute Creek near: 

description ......................... 64-65 

discharge........................... 65 

gage heights........................ 65 

Los Alamos, N.Mex., 

Sapello River at: 

description......................... 63 

discharge........................... 63 

gage heights........................ 64 

Malvern, Ark., 

Ouachita River near: 

description......................... 99 

gage heights .. .. . . .. . . . . .• .. .. . . ... 99 

Mangnm, Okla., Page. 

Elm Fork of Red River near: 

description......................... 79 

discharge........................... 7~ 

disohargo, daily . . . . . . . . . . . . . . . .. . .. 81 

discharge, monthly....... 81 

gage heights........................ 80 

Salt Fork of Red River near: 

description......................... 91 

discharge........................... 91 

discharge, daily..................... 93 

discharge, monthly................ 93 

gage heights........................ 92 

Meeker, F. L., aid by....................... 12 

Meeker, R.I., work in charge of............ 12 

Meramec, Mo., 

MeramecRiverandMeramecSpringnear: 

See entries below. 

Meramec River basin: 

description ................. ·............ 12 

drainage areas.-- ............ --.---.-.--

Meramec River nearEureka, Mo.: 

description ....... _ ................ . 

discharge .......................... . 

discharge, monthly ................ . 

gage heights ....................... . 

rating table ........................ . 

Meramec, Mo.: 

description ........................ . 

discharge .......................... . 

gage heights ....................... . 

Meramec Spring nearMeramec, Mo.: 

description ........................ . 

discharge .......................... . 

gage heights ....................... . 

Methods of computing run-off ............. . 

Methods of measuring stream flow ........ . 

Miner's incb, de.:::.nition of. ................ . 

Missouri, hydrographers in ............. ,. .. 

Mora l;tiv_er atLa Cueva, N.Mex.: 

description ........................ . 

discharge .......................... . 

discharge, monthly ................ . 

gage heights ....................... . 

rating table ........................ . 

Mountain_ Park,_Qkla .. 

Horse Creek near: 

12 

14-15 

15 

16 

15 

16 

13 

13 

14 

17 

17 

18 

10-11 

6-1() 

3 

12 

60-61 

61 

63 

62 

62 

des~ription ,- _____ .......... __ ----.-. 87 

discharge ... :....................... 87 

gage heights........................ 87 

Dry Fork of Otter Creek near: 

description.......................... 88 

discharge ............ , ......... :.... 88 

discharge, monthly................. 90 

gage heights........................ 89 

rating tables........................ 90 

Otter Creek near: 

description ......................... 83-84 

discharge........................... 84 

discharge, daily..................... 86 

discharge, monthly................. 86 

gage heights........................ 85 

Multiple-point method of measuring discharge, description of..................... 9 
·J04 IN.DEX. 

Neosho River basin: . Page. 

description .....••••.••.••••••..••...••• ·55-li6 

Neosho River atFort Gibson, Ind. T.: 

description ......•••...•••. ,., ••.••. -56-07 

discharge........................... 57 

· gageheights ......•.••••.••• :....... 57 

·olustree, Okla.;· 

Turkey Creek near: 

description. ····•-·---------------- 94 discharge........................... 94 

gage heights •.•.••...••• :........... 95 

Otter Creek nearMountal!i. Park, Okla.: 

description .•..••....••••...•.•...•. 83-84 

discharge........................... 84 

dischal-ge, dally..................... 86. 

discharge, monthly . -. -.... -· .•. -. -. - 86 

gage heights •.••..•.••.•.. ·.......... 85 

Otter Creek, Dry Fork, near- · 

Mountain Park, Okla.: 

description ......................... · 88 

discharge .• :......................... 88 

discharge, monthly................. 90 

gageheights........................ 89 

ratingtables........................ oo· 

Ouachita River at- · 

· Arkadelphia, Ark.: 

description ..•..•••••••..•.•• ~...... 99 

gage heights .• ,..................... 100 

·Malvern, Ark.: 

·description......................... 99 

gage !!eights ••. ;..................... GO 

:Pueblo, Colo., 

Ar~Fanaas River a.t: 

description ..•..•.••..•......•...••• 24-25 

discharge ......................... ,~ 26 

dlscha.rge, mctnthly·................. • 27 

gage heights........................ 26 

rating tables......................... 27 

Purgatory River basin: · · 

description ............................. 39-40 

Purgatoey River nearAlfalfa., Cele.: 

description ......................... 41-42 

discharge ........................... · 42 

discharge, monthly ................ .' 44 

gage heighis........................ 43 

rating tabhi .......................... · 44 

Trinidad, Colo.: · 

description • .. . .. ..... .. • • • .. .. .. .. . • .40 

dlseharge ............ ; ..... ·......... 40 

disCharge, monthly, ...• ~ ......... ·.• 41 

gage heighte ................. ; . ... .. 41 . 

rating tabhi..., .......... ,.......... 41 

Rating curves, methods of construction 

of ................. · ......................... 10-11 

Rating tables, methods . of const.ructlon . 

of ...•• : ............................. : ..... 10,11 

Red .River. basin: 

description ..................... ;....... 72 

·lted River at- · 

· Arthur City, Tex.: 

desCription .......... ·............... 72 

dlilcharge .............. :............ 72 

gag!lheights .................... ,; .• · 73 

Red River, Elm Fork: 

description............................. 72 . 1·, 

Red River, Elm Fork-Continued. Page. 

· near MangulJl, Okla.: 

description. • . . .... . . .. ..... .. .. ....... . 711 

discharge ........................ , . . 79 

discharge, daily ........ ,............ . 81 

discharge, monthly ......... ,....... 81 

g&ge heights.: ........ , ........... :. 80 

Red River, North Fork: · 

description ................ ~............ 72 

·near Granite, Okla.: 

description ............ ;............ 73 

discharge ••• ,....................... ·74 

gage heights, .... ~ ............... :... 75 

·near Headrick; Okla.: 

description ............... :. .... .. . . . 76 

discharge ..... , .................. :... · 77 

dlschal'gll, dally." .... ;............. 78 

·discharge, incinthly ................ ; 78 

gage heights ................ ;....... -78 

near Snyder, Okla.: 

descri.ptlon .................. :...... 75· 

d,ischarge ...................... ;.,... 76. 

gagehelghts ........ c............... 76 

Red River, Salt Fork: 

description ..................... ; ....... · 72 

near Mangum, Okla.:: 

description......................... 91 

discharge ... ·........................ 91 

discharge, daily ..................... · 93 

disCharge, monthly................. 93 

gage heights........................ ·92 

Red Rlver,Sulphur Fork: 

description .................... ; .. . . • .. • 72 

Rules ·for computation, fundamental and 

spoolal ................... , . . . ..... .. ... .. •. .. ·4-5 

Run:.Oft In Inches, definition of. • • • • . . . • . • • • 4 

Rusilell; W. G., fteld covered by............ 12 

Salt· Fork of Arkansas River nearAlva; Okla.: 

descrlptiOD .......................... 36--37 

discharge........................... 37 

gage heights ............. ~........... 37 

Tonkawa.; OJ[Ia.: · 

descrlptton ............ ; ..... ,... • .... 38 

discharge........................... 38 

gage helght_s • • .. .. .. .. .. .. .. . . • .. ... 39 

Salt Fork of Rec!. River: 

description ........... ; ..... ;........... 72 

near-Mangum, Okla.: 

·desCription,........................ 91 

discharge .............. :: .. ~.:...... 91 

-discharge, dally...................... 93 

discharge, monthly ................. 1 93 

gage heights ........ ,............... 92 

Sapello River at- · 

Los Alamas, N. Hex.: 

description........................... 63. · 

discharge .... ,...................... 63. 

gage heights .................... ,... . 64 

Scoila, Mo., 

Courtois Creek at: 

deseription •••••• ;.................. 18 

discharge........................... 19 

gage heights ............. , ........... · 19 

Second-feet per squa:re mile, definition cit.. • 3 

Second-foot, definition of ................ ,.. 3 

.Single-point method of measurtDg discharge, 

·descrlptlonof.:--·----·-------,'·--·····--· 7 
INDEX. 105 

Page. 

Slope method of measuring discharge, use 

and value of ............................. . 

Snyder, Okla., 

North Fork of Red River near: 

description ................ , ....... . 

discharge ...•........................ 

gage heights ......................•. 

S'!lring J;tiver, Mo.-Kans.-Ind. 'J:'.: 

6 

75 

76 

76 

description. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 56 

Stream flow, field methods of measuring... ll-10 

office methods of computing .• : ......... .1~11 · 

Sulphur Fork of Red River: 

description ............................ . 

Syracuse, Kans., 

Arkansas River near: 

description ........................ . 

discharge ............... : .......... . 

discharge, monthly ................ . 

gage heights ....................... . 

rating table ........................ . 

Tables, explanation of ..................... . 

Taylor, Thomas U., field covered by ...... . 

Texas, hydrographer in ................... . 

Timmerman, b. H., work in charge of ..... . 

Tonkawa, Okla., 

Salt Fork of Arkansas River near: 

72 

28 

28 

30 

29 

29. 

4 

12 

12 

12 

Ute Creek near- Page. 

Logan, N.Mex.: 

description ......................... ~5 

discharge. . . . . . . . . . . . . . . . . . • . . . . . . . . 65 

gli.ge heights ............. ,.......... 65 

Velocity methods of measuring discharge, 

description of............................. 7-10 

Verdigris River basin: 

description ............................. 51~52 

Verdigris River nearCatoosa, Ind. T.: 

~;:::::~.--·--.~~~::::::::::::::::::: 5~ gageh~ights ............ , ...... ~···· 53 

Independence, Kans.: 

description ........................ . 

discharge ..........•................ 

Vertical velocity-curve method of measure 

ing discharge, de.'!Cription of ............. . 

Washita River, Tex.-Okla.: 

description ............. ., ........•..... 

at Anad&rko, Okla.: 

52 

52 

72 

description. . . . . . . . . . . . . . . . . . . . . . . . . 90-96 

discharge. • . . . . . . . . . . . . . . . . . . . . . . . . . 96 

discharge, dally. . . . . . . . . . • . . . . . . . . . . 98 

discharge, monthly ................ ,. 98 

gage heights ...•..................• : 97 

description· ...... ., ..........•...... 38 . Waynoka, Okla., · 

discharge ................•.......... 

gage heights ............ .' .......... . 

Trinidad, Colo., 

P~¥Jcy atv;er ji.t: 

· · d.iiac'rij}tion ...................•....• 

discharge ......................•..... 

discharge, monthly ... , ............ ·. · 

gage heights ...................... :. 

rating table ...........•............. 

Turkey Creek nearO!ustree, Okla.: 

description ......•.................. 

discharge .......................... . 

gage heights .............•.......... 

38 Cimarron River near: 

39 

40 

40 

41 

41 

41 

94 

94 

95 

description ..•.•.................... 

discharge ..•........................ 

gage heights ......... ; ............. . 

'Weiland;A. A:.; a,id'by, •.................... 

Weir methods of measuring discharge, requirements of ......................•...... 

Woodwar<t, Okla., 

North Fork of Canadian River near: 

description ......•.................. 

discharge ..............•............ · 

gage heights •••................•.... 

50 

51} 

51 

12 

6-7 

67 

68 

68 

CLASSIFICATION OF THE PUBLICATIONS OF THE UNITED STATES GEOLOGICAL 

SURVEY. 

[Water-Supply Paper No. 173.] 

The publications of the United States Geological Survey consist of ( 1) Annual 

Reports; (2) Monographs; (3) Professional Papers; (4) Built-tins; (5) Mineral 

Resources; (6) Water-Supply and Irrigation Papers; (7) Topographic Atlas of 

United States, folios and separate sheets thereof; (8) Geologic Atlas of United 

States, folios thereof. The classes numbered 2, 7, and 8 are sold at cost of publication; the others are distributed free. A circular giving complete lists may be had 

, on application. 

M osLofJhe above p~;~.bli<;ations may be obtained or consnlted in the following ways: 

1. A limited·number are d~livered to the Director of the Survey, from whom they 

may be obtained, free of charge (except classes 2, 7, andS), on application. 

2. A certain number are delivered to Senators and Representatives in Congress, 

for distribution. 

3. Other copies are deposited with the Superintendent of Documents, Vv ashington, 

D. C., from whom they may be had at practically cost. 

4. Copies of all Government publications are furnished to the principal public 

libraries in the large cities throughout the United States, where they may be 

consulted by those interested. 

The Professional Papers, Bulletins, and 'Vater-Supply Papers treat of a variety of 

subjects, and the total number issued is large. They .have therefore been classified 

into the following series: A, Economic geology; B, Descriptive geology; C, Systematic geology and paleontology; D, Petrography and mineralog,·; E, Chemistry and 

physics; F, Geography; G, Miscellaneous; H, F~restry; I, Irrigation; J, Water 

storage; K, Pumping water; L, Quality of water; M, General hydrographic investigations; N, 'Vater power; 0, Underground waters; P, Hydrographic progress reports. 

Series P.-The hydrographic progress reports contain the results of stream measurements. A 

report is issued for every calendar year, containing the results of data collected during that year. 

These reports were first published as a part of the Director's annual report or as a bulletin; they are, 

now published as water-supply and irrigation papers. The following i3 a list, by years, of the publications containing the progress reports of stream measurements. A detailed index of these reports 

(1888-1903) is published as Water-Supply Paper No. 119. 

1888. Tenth Annual Report, Part II. 

1889. Eleventh Annual Report, Part II. 

1890. Twelfth Annual Report, Part II. 

1891. Thirteenth Annual Report, Part III. 

189'2. Fourteenth Annual Report, Part II. 

1893. BulletiR No. 131. 

1894. Bulletin No. 131; Sixteenth Annual Report, Part II. 

1895. Bulletin No. 140. 

1896. Water-Supply Paper No. 11; Eighteenth Annual Report, Part IV. 

1897. Water-Supply Papers Nos. 15 and 16; Nineteenth Annual Report.· Part IV. 

1898. Water-Supply-Papers Nos. 27 and 28; Twentieth Annual Report, Part IV. 

1899. Water-Supply Papers Nos. 35, SG, 37, 38, and 39; Twenty-first Annual Report, Part IV. 

1900. Water-Supply Papers Nos. 47, 48, 49, 50, 51, and 52; Twenty-second Annual Report, Part IV. 

1901. East of Mississippi River, Water-Supply Papers Nos. 65 and 75. 

West of Mississippi River, Water-Supply Papers Nos. 66 and 75. 

1902. East of Mississippi River, Wat~r-Supply Papers Nos. 82 and 83. 

West of Mississippi River, Wat,er-Supply Paper•. Nos. 84 _and 85. 
II SERIES LIST. 

1903. East of Mississippi River, Water-Supply Pnpers Nos. 97 and 98. 

West of Mississippi River, Water-Supply P11pers Nos. 99 and 100. 

1904. East of Mississippi River, Water-Supply Papers Nos. 124, 125, 126, 127, 128, and 129. 

West of Mississippi River, Water-Supply Papers Nos. 130, 131, 132, 133, 134, and 135. 

1905. Enst of Mississippi River, Nos. 165, 166, 167, 168, 169, 170, and 171. 

West of Mississippi River, Nos. 171, 172, 173, 174, 175, 176, !77, and 17K 

The Geological Survey and the Reclamation Service have suboffices in different parts of the UnitQd 

Stntes, from whieh hydrographic and reclamation work in the respective localities is carried on and 

where datil may be obtained on application. These offices are located as follows: 

Boston, Mass., 6 Beacon street; Utica, N.Y., 75 Arcade; Atlanta, Ga., 409 Temple court; Austin, 

Tex., University of Texas; Chicago, Ill., 876 Federal Building; Belle Fourche, S.Dak.; Cody, Wyo.; 

Denver, Colo., Chamber of Commerce Building; Salt Lake, Utah; Los Angeles, Cal., 1108 Braly Build-. 

ing; San Francisco, Cal., 432 Merchants' Exchange Building; Phoenix, Ariz.; Carlsbad, N.Mex.; El 

Paso, Tex.; Billings, Mont.; Great Falls, Mont.; Hazen, Nev.; Boise, Idaho; Spokane, Wash., 424 

Peyton Block; Pendleton, Oreg. 

Correspondence should be addressed to 

THE DIRECTOR, 

UNITED STATES GEOLOGICAL SuRVEY, 

W ASHINQTON, D. C. 

JULY, 1906. 

0