Water-Supply and Irrigation Paper No. 205 Series P, Hy ^rapMc Progress Reports, 59 

DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

CHARLES 1). \VALOOTT, DIRECTOR

SURFACE WATER SUPPLY

OF

OHIO AND LOWER EASTERN MISSISSIPPI RIVER 

DRAINAGES, 1906 n . Water Resources BrancH, 

Geological Survey, 

 Box 3 106, Capitol Static*

M. R. HALL, N. C. GROVER, and A. H. HORTON

DISTRICT HYDROGRAPHKRS.

WASHINGTON

GOVERNMENT PRINTING OFFICE

1907
CONTENTS.

Page.

Introduction.__........--..--._-..-_-...--_..--.._........___....._.._.__ 7

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

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

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

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

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

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

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

Ohio River drainages..................................................... 23

Ohio River drainage basin ............................................ 23

Description of basin .............................................. 23

Ohio River at Wheeling, W. Ya................................... 25

Allegheny River drainage basin....................................... 27

Description of basin .............................................. 27

Allegheny River at Redhouse, N. Y............................... 28

Allegheny River at Kittanning, Pa ............... ................ 30

Blacklick Creek at Blacklick, Pa ............ ..................... 32

Monongahela River drainage basin .................................... 33

Description of basin .............................................. 33

Youghiogheny River near Confluence, Pa..................... .... 34

Casselman River at Confluence, Pa ................................ 35

Laurel Hill Creek at Confluence, Pa............................... 37

Beaver River drainage basin .......................................... 39

Description of basin .............................................. 39

Mahoning River at Youngstown, Ohio......................:...... 39

Muskingum River drainage basin...................................... 41

Description of basin -.........-......--...----.---.-...-......-... 41

Muskingum River at Zanesville, Ohio............................... 41

Licking River at Pleasant Valley, Ohio ............................ 43

Kanawha River drainage basin........................................ 45

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

New River at Radford, Ya ......................................... 46

Greenbrier River at Alderson, W. Ya.............................. 47

Scioto River drainage basin ..........^^.................... .......... 49

Description of basin .............................................. 49

Scioto River near Columbus, Ohio................................. 49

Olentangy River near Columbus, Ohio............................. 50

Little Miami River drainage basin..................................... 51

Description of basin.............................................. 51

Little Miami River at Loveland, Ohio..-........--.....-.....-....- 51

Mad River near Springfield, Ohio.................................. 52

3
4 CONTENTS.

Ohio River drainages Continued. Page.

Miami River drainage basin........................................... 54

Description of basin .............................................. 54

Miami River at Dayton, Ohio ..................................... 55

Kentucky River drainage basin ....................................... 57

Description of basin .............................................. 57

Kentucky River at Frankfort, Ky................................. 57

Salt River drainage basin ............................................. 58

Description of basin .............................................. 58

Rolling Fork of Salt River at New Haven, Ky...................... 58

Wabash River drainage basin ......................................... 59

Description of basin .............................................. 59

Wabash River at Logansport, Ind ................................. 60

Wabash River at Terre Haute, Ind ................................ 62

Tippecanoe River near Delphi, Ind................................ 64

West Branch of White River at Indianapolis, Ind .................. 66

Eel River at Cataract, Ind ........................................ 68

East Branch of White River at Shoals, Ind......................... 68

Tennessee River drainage basin ....................................... 70

Description of basin .............................................. 70

French Broad River at Horseshoe, N. C............................ 70

French Broad River near Asheville, N. C .......................... 72

Tennessee River near Knoxville, Teiin............................. 73

Tennessee River at Chattanooga, Tenn............................. .75

Davidsons River near Davidsons River, N. C....................... 77

North Fork Mills River at Pinkbed, N. C .......................... 79

South Fork Mills River near Sitton, N. C ........................... 81

Nolichucky River near Greeneville, Tenn.......................... 83

South Fork Holston River at Bluff City, Tenn...................... 85

Holston River at Austins Mills, Tenn.............................. 87

Watauga River near Elizabethton, Tenn ........................... 89

Little Tennessee River at Judson, N. C ............................ 91

Little Tennessee River at McGhee, Tenn........................... 93

Tuckasegee River at Bryson, N. C................................. 95

Hiwassee River at Murphy, N. C.................................. 97

Hiwassee River at Reliance, Tenn ................................. 99

Valley River at Tomotla, N. C .................................... 101

Okoee River at McCays, Tenn..................................... 104

Elk River near Elkmont, Ala ..................................... 105

Duck River at Columbia, Tenn.................................... 107

Miscellaneous measurements ...................................... 110

Lower Eastern Mississippi River drainages ................................. 112

Yazoo River drainage basin........................................... 112

Description of basin .............................................. 112

Tallahatchie River at Batesville, Miss ............................. 113

Yalobusha River at Grenada, Miss................................. 113

HomochittoRiver drainage basin. ..................................... 114

Description of basin .............................................. 114

Homochitto River at Rosetta, Miss ................................ 115

Index................................................................... 117
ILLUSTRATIONS.

Page.

PLATE I. Map of United States showing location of principal river stations

maintained during 1906......._. ..............._.......-...... 7

II. A, Current-meter rating station at Los Angeles, Cal.; J5, Price current meters._--..-..-..--....-............--.....--.--.-.-.... 16

III. Okoee "River near Ducktown, Tenn............................... 104

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

2. Discharge, area, and mean-velocity curves for Ohio River at Wheeling, W. Va ................................................... 21

5
SURFACE WATER SUPPLY OF THE OHIO AND LOWER EASTERN 

MISSISSIPPI RIVER DRAINAGES, 1906.°

M. R. HALL, N. C. GROVER, and A. H. HORTON,

District IIydrograpJiers.b

SCOPE OF WORK.

The water supply of the United States is of more importance to the 

life and pursuits of the people than is any other natural resource. In 

the arid States the limit of agricultural development is determined by 

the amount of water available for irrigation, while in all parts of the 

country the increase in the population of cities and towns makes 

necessary additional water supplies for domestic and industrial 

uses, in procuring which both the quantity and the quality of the water 

that may be obtained must be considered. The location of manufacturing plants may depend largely on the water-power facilities and 

on the character of the water. The notable advances made in the 

electric transmission of power have led to the utilization of water 

powers for the operation of manufacturing establishments, railroads, 

and municipal lighting plants, manj^ of which are at some distance 

from the places at which the power is developed.

The intelligent establishment and maintenance of enterprises or 

industries that depend on the use of water demands a thorough 

knowledge of the flow of the streams and an understanding of the 

conditions affecting that flow. This knowledge should be based on 

data showing both the total flow and the distribution of the flow 

throughout the year, in order that normal fluctuations may be provided for. As the flow of a stream is variable from year to year, 

estimates of future flow can be made only from a study of observations covering several years. The rapid increase in the development

a This report contains information similar to that published in previous years under the title 

" Report on Progress of Stream Measurements."

6The data presented in this paper have been collected as follows: Tennessee River drainage and 

lower eastern Mississippi River drainage by M. R. Hall, district hydrographer, assisted by W. E. Hall, 

O. P. Hall, and F. A. Murray; Ohio River drainage from the north by A. II. Horton, district hydrographer, assisted by M. S. Brennan and E. F. Kriegsman; Ohio River drainage from the south by N. C. 

. Grover, district hydrographer.

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

Robert Follansbee, F. F. Henshaw, J. E. fetewart, and H. D. Padgett.

7
8 SURFACE WATER SUPPLY IN 1906.

of the water resources of the United States has caused a great demand 

by engineers for information in regard to the flow of streams, as it is 

now geas^ally realized that the failure of many large power, irrigation, and other projects has been due to the fact that the plans were 

made without sufficient trustworthy information in respect to the 

water supply.

Owing to the broad scope of these hydrographic investigations and 

the length of time they should cover in order that the records may 

be of greatest value, it is, in general, impossible for private individuals to collect the necessary data, and as many of the streams traverse more than one State this work does not properly fall within the 

province of the State authorities. The United States Geological 

Survey has therefore, by means of specific appropriations by Congress, for several years systematically made records of stream flow, 

with the view to ultimately determining all the important features 

governing the flow of the principal streams of the country. In carrying out this plan stations are established on the streams and maintained for a period long enough to show their regimen or general 

behavior. When a record that is sufficient for this purpose has been 

obtained for any stream, the work on that stream is discontinued. 

The order in which the streams are measured is determined by the 

degree of their importance.

During 1906 the regimen of flow was studied at about 700 stations 

distributed along the various rivers throughout the United States, 

as shown on PI. I. In addition to these records, data in regard to 

precipitation, evaporation, water power, and river profiles were 

obtained in many sections of the country.

These data have been assembled by drainage areas and are published in a series of fourteen Water-Supply and Irrigation Papers, Nos. 

201 to 214, inclusive, each of which pertains to the surface-water 

resources of a group of adjacent areas. In these papers are embodied not only the data collected in the field, but also the results of computations based on these data, and other information that has a 

direct bearing on the subject, such as descriptions of basins and the 

streams draining them, utility of the water resources, etc. The list 

follows:

Water-Supply and Irrigation Papers on Surface Water Supply, 1906.

201. Surface water supply of New England, 1906. (Atlantic coast of New England 

drainage.)

202. Surface water supply of the Hudson, Passaic, Earitan, and Delaware river drainages, 1906.

203. Surface water supply of the Middle Atlantic States, 1906. (Susquehanna, Gunpowder, Patapsco, Potomac, James, Roanoke, and Yadkin river drainages.)

204. Surface water supply of the Southern Atlantic and Eastern Gulf States, 1906*. 

(Santee, Savannah, Ogeechee, and Altamaha rivers, and eastern Gulf of Mexico
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 205 PL. I

127° 125° 123° 121° 119° U78 115° 113 111° 109 107 105 103° 101° 99° 97° 95° 93° 91 87° 85° 83° 81° 79° 77° 75° 73° 71° 69° 67

C. J. Peters & Son Co., Engrs,, Boston

117° 115" 113 105° 103° 101° 99

MAP OF UNITED STATES SHOWING LOCATION OF PRINCIPAL RIVER STATIONS MAINTAINED DURING 1906.
INTRODUCTION. 9

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

1906.

206. Surface water supply of the Great Lakes and St. Lawrence River drainages, 1906.

207. Surface water supply of the upper Mississippi River and Hudson Bay drainages, 

1906.

208. Surface water supply of the Missouri River drainage, 1906.

209. Surface water supply of the lower western Mississippi River drainage, 1906.

210. Surface water supply of the western Gulf of Mexico and Rio Grande drainages, 

1906.

211. Surface water supply of the Colorado River drainage above Yuma, 1906.

212. Surface water supply of the Great Basin drainage, 1906.

213. Surface water supply of California, 1906. (The Great Basin and Pacific Ocean 

drainages in California, and Colorado River drainage below Yuma.)

214. Surface water supply of the North Pacific Coast drainage, 1906.

Ttie records at most of the stations discussed in these reports 

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

records up to and including 1903 has been published in Water-Supply 

Paper No. 119. The following table gives, by years and primary drainage basins, the numbers of the papers on surface water supply, 

published from 1901 to 1906.

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

Hudson, Passaic, Raritan, and Delaware river drainages ........ 

Susquehanna, Gunpowder, Patapsco, Potomac, James, Roanoke,

Santee, Savannah, Ogeechee, and Altamaha rivers, and eastern

Hudson Bay and upper eastern and western Mississippi River

Meramec, Arkansas, Red, and lower western Mississippi river

The Great Basin and Pacific Ocean drainages in California, and

1901.

No. 

( 65

\ 75

{ f- \ 7o

J 65 

I 75

f 65

f 65

I 7o 

65

f 65 

\ 66

1 75 

j 66

I 7o 

66

75

66

75 

66

I 66

I 75 

/ 66

f 66

I V5

1902.

No.

} 82

j- 82

82 

83

} 83

1 L 83QQ

83

83 

84

85 

I 84 f *4 

} 84

| 84

V QC r 85

I /foSn

| 85

( } 85

1903.

No. 

97

' 97

97

98

98

98

97

98 

99

Qq

99

QQ

100

100

100

100

1904.

^Vo. 

124

125 

I 126

127

128

129

1 128 

j' 130

/ 130

\ 131 

131

132

133

133

134

1905.

No. 

165

166 

167

168

169

170

}'»

| 172

173

174

175

176

177

178

1906.

No. 

201

202 

203

204

205

206

207

208

209

210

211

212

213

214

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

DEFINITIONS.

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

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

into two groups: (1) Those which represent a rate of flow, as secondfeet, gallons per minute, miner's inches, and run-off in second-feet per
10 SURFACE WATER SUPPLY IN 1906.

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

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

denned as follows:

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

the quantity of water flowing in a stream 1 foot wide, 1 foot deep, 

at a rate of 1 foot per second. It is general!}7 used as a fundamental 

unit from which others are computed.

"Gallons per minute" is general!}7 used in connection with pumping and city water supply.

The "miner's inch" is the quantity of water that passes through 

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

been commonly used by miners and irrigators throughout the West 

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

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

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

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

regards time and area.

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

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

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

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

in inches.

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

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

used in connection with storage for irrigation work. There is a 

convenient relation between the second-foot and the acre-foot: One 

second-foot flowing for twenty-four hours will deliver 86,400 cubic 

feet, or approximately 2 acre-feet.

EXPLANATION AND USE OF TABLES.

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

following data:

1. Description of station.

2. List of discharge measurements.

3. Gage-height table.

4. Eating table.

5. Table of monthly and yearly discharges and run-off.

6. Tables showing discharge and horsepower and the number of days during the 

year when the same are available.

The descriptions of stations give such general information about 

the locality and equipment as would enable the reader to find and 

use the station, and they also give, as far as possible, a complete 

history of all the changes that have occurred since the establishment 

of the station that would be factors in using the data collected.
INTRODUCTION. 11

The discharge-measurement table gives the results of the discharge 

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

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

discharge in second-feet.

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

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

each day. The gage height given in the table represents the elevation of the surface of the water above the zero of the gage. At most 

stations the gage is read in the morning and in the evening.

The discharge measurements and gage heights are the base data 

from which the other tables are computed. In cases of extensive 

development it is expected that engineers will use these original 

data in making their calculations, as the computations made by the 

Survey are based on the data available at the time they are made 

and should be reviewed and, if necessary, revised when additional 

data are available.

The rating table gives the discharge in second-feet corresponding 

to various stages of the river as given by the gage heights. It is 

published to enable engineers to determine the daily discharge in 

case this information is desired.

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

gives the mean flow for the day when the mean gage height was 

highest, and it is the flow as given in the rating table for that mean 

gage height. As the gage height is the mean for the day, there 

might have been short periods when the water was higher and the 

corresponding discharge larger than given in this column. Likewise 

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

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

headed "Mean" is the average flow for each second during the 

month. Upon this the computations for the remaining columns, 

which are defined on page 10, are based.

The values in the table of monthly discharge are intended to give 

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

not expected that they will be used for other than preliminary 

estimates.

In most work where data in regard to flow are used the regimen 

of flow is of primary importance. Therefore for the principal stations 

tables have been prepared showing the horsepower that can be 

developed at various rates of flow, and the length of time that these 

rates of flow and the corresponding horsepower are available. These 

tables have been prepared on a basis of 80 per cent efficiency on the 

turbines, and the horsepower per foot of fall is given in order that 

the reader can determine the horsepower for any fall.

In the computations, sufficient significent figures have been used 

so that the percentage of error in the tables will not in general exceed
12 SURFACE WATER SUPPLY IN 1906.

1 per cent. Therefore, most of the values in the tables are given to 

only three significant figures. In making the various computations, 

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

been generally used.

In order to give engineers an idea of the relative value of the various 

data, notes in regard to accuracy are given as far as possible. This 

accuracy depends on the general local conditions at the gaging stations and the amount of data collected. Every effort possible is made 

to so locate the stations that the data collected will give a high degree 

of accuracy. This is not always possible, but it is considered better to 

publish rough values with explanatory notes rather than no data.

In the accuracy notes the following terms have been used, indicating 

the probable accuracy, in per cent, of the mean monthly flow. As 

these values are mean values, the error in the value for the flow of any 

individual day may be much larger.

Excellent indicates that the mean monthly flow is probably accurate to within 5 per cent; good, to within 10 per cent; fair, to within 

15 per cent; approximate, to within 25 per cent.

CONVENIENT EQUIVALENTS.

Following is a table of convenient equivalents for use in hydraulic 

computations:

1 second-foot equals 40 California miner's inches (law of March 23, 19C1). 

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

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

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

minute; equals 646,272 gallons for one day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

100 United States gallons per minute equal 0.223 second-foot.
INTRODUCTION. 13

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

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

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

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

1 acre-foot equals 325,850 gallons.

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

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

1 foot equals 0.3048 meter.

1 mile equals 1.60935 kilometers.

1 mile equals 5,280 feet.

1 acre equals 0.4047 hectare.

1 acre equals 43,560 square feet.

1 acre equals 209 feet square, nearly.

1 square mile equals 2.59 square kilometers.

1 cubic foot equals 0.0283 cubic meter.

1 cubic foot equals 7.48 gallons.

1 cubic foot of water weighs 62.5 pounds.

1 cubic meter per minute equals 0.5886 second-foot.

1 horsepower equals 550 foot-pounds per second.

1 horsepower equals 76.0 kilogram-meters per second.

1 horsepower equals 746 watts.

1 horsepower equals 1 second-foot falling 8:80 feet.

1J horsepower equal about 1 kilowatt.

m i , * * -11 Sec.-ft. X fall in feet To calculate water power quickly: J--T- =net horsepower on water wheel, realizing 80 per cent of theoretical power. 

*

FIELD METHODS OF MEASURING STREAM FLOW.

The methods used in collecting these data and in preparing them 

for publication are given in detail in Water-Supply Papers No. 94 

(Hydrographic Manual, U. S. Geological Survey) and No. 95 (Accuracy of Stream Measurements). In order that persons using this 

report may readily become acquainted with the general methods 

employed, the following brief descriptions are given:

Streams may be divided, with respect to their physical conditions, 

into three classes: (1) Those with permanent beds; (2) those with 

beds which change only during extreme low or high water; (3) those 

with constantly shifting beds. In determining the daily flow special 

methods are necessary for each class.- The data upon which the 

determinations are based and the methods of collecting them are, 

however, in general the same.

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

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

(3) by measurements of the velocity of the current and of the area of 

the cross section. The method chosen for any case depends upon the 

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

available, and the length of time that the record is to be continued.
14 SUKFACE WATER SUPPLY IN 1906.

Slope method. Much information has been collected relative to the 

coefficients to be used in the Chezy formula, v=c«jR s. This has been 

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

results obtained b}r 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 measurements of flow. The conditions necessary to insure good results may 

be divided into two classes: (1) Those relating to the physical characteristics of the dam itself and (2) those relating to the diversion 

and use of water around and through the dam.

The physical requirements are as follows: (a) Sufficient height of 

dam, so that backwater will not interfere with free fall over it; (6) 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 5 P, 

or some similar standard weir formula, are known (see Water-Supply 

Papers Nos. 180 and 200°); (/) either no flash boards or exceptional 

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

Preferably, there should be no diversion of water through or 

around the dam. Generally, however, a dam is built for purposes 

of power or navigation, and part or all of the water flowing past it is 

diverted for such uses. This water is measured and added to that 

passing over the dam. To insure accuracy in such determinations 

of flow the amount of water diverted should be reasonably constant. 

Furthermore, it should be so diverted that it can be measured either 

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

are of standard make, or which have been rated as meters under 

working conditions and so installed that the gate openings, the heads 

under which they work, and their angular velocities may be accurately 

observed.

The combination of physical conditions and uses of the water 

should be such that the determinations of flow will not involve, for a 

critical stage of considerable duration, the use of a head on a broad-

<* Water-Supply Paper No. 200 replaces No. 150, the edition of which has been exhausted.
INTEODUCTION. 15

crested dam of less than 6 inches. Moreover, when all other conditions are good, the cooperation of the owners or operators of the 

plant is still essential if reliable results are to be obtained.

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

continuity of record through the period of ice and floods, and the 

disadvantages of uncertainty of coefficient to be used in the weir 

formula and of complications in the diversion and use of the water.

Velocity method. The determination of the quantity of water 

flowing past a certain section of a stream at a given time is termed 

a discharge measurement. This quantity is the product of two 

factors the mean velocity and the area of the cross section. The 

mean velocity is a function of surface slope, wetted perimeter, roughness of bed, and the channel conditions at, above, and below the 

gaging section. The area depends upon the contour of the bed and 

the fluctuations of the water surface. The two principal ways of 

measuring the velocity of a stream are by floats and current meters.

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

that the data may have the required degree of accuracy. Their 

essential requirements are practically the same, whether the velocity 

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

where the channel is straight both above and below the gaging section; where there are no cross currents, backwater, or boils; where 

the bed of the stream is reasonably free from large projections of a 

permanent character, and where the banks are high and subject to 

overflow only at flood stages. The station must be so far removed 

from the effects of tributary streams and of dams or other artificial 

obstructions that the gage height shall be an index of the discharge.

Certain permanent or semipermanent structures, usually referred 

to as "equipment," are generally pertinent to a gaging station. 

These are a gage for determining the fluctuations of the water surface, 

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

marks on a bridge or a tagged line indicating the points of measurement, and, where the current is swift, some appliance (generally a 

secondary cable) to hold the meter in position in the water. As a 

rule, the stations are located at bridges if the channel conditions are 

satisfactory, as from them the observations can more readily be made 

and the cost of the equipment is small.

The floats in common use are the surface, subsurface, and tube 

or rod floats. A corked bottle with a flag in the top and weighted 

at the bottom makes one of the most satisfactory surface floats, as 

it is affected but little by wind. In case of flood measurements, 

good results can be obtained by observing the velocity of floating 

cakes of ice or debris. In case of all surface-float measurements 

coefficients must be used to reduce the observed velocity to the mean
16 SURFACE WATER SUPPLY IN 1906.

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 measurements is the mean of the areas at 

the two ends of the run and at several intermediate sections.

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

type, so constructed that the impact of flowing water causes it to 

revolve, and a device for recording or indicating the number of revolutions. The relation between the velocity of the moving water 

and the revolutions of the wheel is determined for each meter. This 

rating is done by drawing the meter through still water for a given 

distance at different speeds, and noting the number of revolutions 

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

gives the velocity per second for any number of revolutions.

Many kinds of current meters have been constructed. They may, 

however, be classed in two general types those in which the wheel 

is made up of a series of cups, as the Price, and thpse having a screwpropeller wheel, as the Haskell. Each meter has been developed 

for use under some special condition. In the case of the small Price 

meter, shown in PI. II, B, which has been largely developed and extensively used by the United States Geological Survey, an attempt has 

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

all conditions.

Current-meter measurements may 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 number of points are 

laid off on a line perpendicular to the thread of the stream. The 

points at which the velocity and depth are observed are known as 

measuring points and are usually fixed at regular intervals, varying 

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

Perpendiculars dropped from the measuring points divide the gaging
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 205 PL. II

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

B. PRICE CURRENT METERS.
INTRODUCTION. 17

section into strips. For each strip or pair of strips the mean velocity, 

area, and discharge are determined independently, so that conditions 

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

they do not apply.

Three classes of methods of measuring velocity with current meters 

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

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

vertical velocity-curve; 0.2 and 0.8 depth; and top, bottom, and mid 

depth.

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

0.5 to 1 foot apart. By plotting these velocities as abscissas and 

their depths as ordinates, and drawing a smooth curve among the resulting points, the vertical velocity-curve is developed. This curve 

shows graphically the magnitude and changes in velocity from the 

surface to the bottom of the stream. The mean velocity in the verFIG. 1. Cable station, showing section of river, car, gage, etc.

tical 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 the mean of the velocities at these 

two points is taken as the mean velocity for that vertical. On the 

assumption that the vertical velocity-curve is a common parabola 

with horizontal axis, the mean of the velocities at 0.22 and 0.79 of 

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

observations under a wide range of conditions show that this second 

multiple-point method gives the mean velocity very closely for openwater conditions, and, moreover, the indications are that it holds 

nearly as well for ice-covered rivers.

. In the third multiple-point method the meter is held at mid depth, 

IBR 205 07 2
18 SURFACE WATER SUPPLY IN 1906.

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, four times the mid-depth velocity, and the bottom velocity. 

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

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

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

for which the coefficient for reducing to mean velocity has been 

determined.

Extensive experiments by vertical velocity-curves show that the 

thread of mean velocity generally occurs at from 0.5 to 0.7 of the 

total depth. In general practice the thread of mean velocity is considered to be at 0.6 depth, at which point the meter is held in the 

majority of measurements. A large number of vertical velocitycurve measurements, taken on many streams and under varying conditions, show that the average coefficient for reducing the velocity 

obtained at 0.6 depth to mean velocity is practical^ 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 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 especially 

adapted for flood measurements or when the velocity is so great 

that the meter can not be kept at 0.6 depth.

The vertical integration method consists in moving the meter at a 

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

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

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

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

check on the point methods.

The area, which is the other factor in the velocity method of determining the discharge of a stream, depends on the stage of the river, 

which is observed on the gage, and on the general contour of the bed 

of the stream, which is determined by soundings. The soundings 

are usually taken at each measuring point at the time of the discharge 

measurement, either by using the meter and cable, or by a special 

sounding line or rod. For streams with, permanent beds standard 

cross sections are usually taken during low water. These sections 

serve to check the soundings which are taken at the time of the 

measurements, and from them any change which may have taken 

place in the bed of the stream can be detected. They are also of 

value in obtaining the area for use in computations of high-water 

measurements, as accurate soundings are hard to obtain at high 

stages.
INTRODUCTION. 19

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 the lack of definite information in regard to the 

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

make frequent discharge measurements during the frozen periods by 

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

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

character of the ice, etc.

From these data an approximate estimate of the daily flow can be 

made by constructing a rating curve (really a series of curves) similar to that used for open channels, but considering, in addition to 

gage heights and discharge, the varying thickness of ice.

For information in regard to flow under ice cover see Water-Supply 

Paper No. 187.

OFFICE METHODS OF COMPUTING RUN-OFF.

There are two principal methods of determining run-off, depending 

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

For stations on streams with permanent beds the first step in computing the run-off is the construction of the rating table, which shows 

the discharge corresponding to any stage of the stream. This rating 

table is applied to the record of stage to determine the amount of 

water flowing. The construction of the rating table depends on the 

method used in measuring flow.

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

standard weir formula. The coefficients to be used in its application depend on the type of 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 of stage of the river at the time of measurement, the area of the cross section, the mean velocity of the current, 

and the quantity of water flowing. A thorough knowledge of the 

conditions at and in the vicinity of the station is also necessary.
20 SURFACE WATEE SUPPLY IN 1906.

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 the conditions at or near the gaging station remain 

constant; (2) the discharge 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 the 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 velocity, any change in either factor will produce a corresponding change in the discharge. Their curves are therefore constructed 

in order to study each independently of the other.

The area curve can be definitely determined from accurate soundings extending to the limits of high water. It is always concave 

toward the horizontal axis or on a stra ht line, unless the banks of 

the stream are overhanging.

The form of the mean-velocity curve depends chiefly upon 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 change 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. This 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.
INTRODUCTION. 21

Gage height m feet
22 SURFACE WATEE SUPPLY IN 1906.

The determination of daily discharge of streams with changeable 

beds is a difficult problem. In case there is a weir or dam available, 

a condition which seldom exists on streams of this class, the discharge 

can be determined by its use. In case of velocity-area stations frequent discharge measurements must be made if the determinations of 

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

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

rating tables can be prepared for periods between such changes and 

satisfactory results obtained with a limited number of measurements, 

provided that some of them are taken soon after the change occurs. 

For streams with continually shifting beds, such as the Colorado and 

Rio Grande, discharge measurements should be made every two or 

three days and the discharges for intervening days obtained either 

by interpolation modified by gage height or by Professor Stout's 

method, which has been described in full in the Nineteenth Annual 

Report United States Geological Surve}^, Part IV, page 323, and in 

the Engineering News of April 21, 1904. This method, or a graphical application of it, is also much used in determining the flow at 

stations where the bed shifts but slowly.

COOPERATION AND ACKNOWLEDGMENTS.

x

Assistance has been rendered or records furnished by the following, to whom special acknowledgment is due: Officers and employees 

of the United States Weather Bureau; officers and employees of the 

Corps of Engineers, United States Army; and the Illinois Central 

Railroad.
OHIO RIVER DRAINAGES.

OHIO RIVER DRAIXAGK BASIN.

DESCRIPTION OF BASIN.

Ohio River, which is formed by the junction of Allegheny and 

Monongahela rivers at Pittsburg, flows in a southwesterly direction, 

forming the boundaries between and draining the States of Ohio, 

Indiana, and Illinois on the north and West Virginia and Kentucky 

on the south. Its tributaries also drain portions of New York, Pennsylvania, Maryland, Virginia, North Carolina, Georgia, Alabama, and 

Mississippi.

The length of the stream, as surveyed by the United States Army 

engineers, from Pittsburg to Cairo is 967 miles."

The river presents an interesting series of shoals and riffles, separated by pools in which the water is deeper and the fall very low. 

The summary of the profile made by the army engineers shows 187 

pools with over 7 feet depth at low water. These occupy 632.5 miles 

and have an average length of 3.47 miles. Of these, 127 pools above 

Louisville, Ky., average 2.8 miles, with a total length of 363 miles; 

and 60 pools below Louisville, with a total length of 266 miles, have 

an average length of 4.4 miles.

On the borders of Ohio the riffles (103 in number) cover a combined length of 137 miles and have a total fall of 170 feet. The pools, 

with a combined length of 309 miles, have a fall of 64 feet, or but 2.5 

inches per mile. The greatest fall noted for a single mile on the 

border of this State is at Letart Falls, Meigs County, where a descent 

of 3.2 feet is made. There are 11 riffles, with a descent exceeding 2 

feet per mile. The least fall reported is in a pool 8 to 15 miles below 

Cincinnati. This pool, with a length of 7 miles, has a fall of but 3.5 

inches. Another pool with about as low a fall is found 23 to 30 miles 

above Cincinnati. These are the most conspicuous pools in this 

section of the Ohio.

On the borders of Indiana there are 55 riffles aside from the Louisville rapids. These show a total fall of 80.28 feet in a combined distance of 134.5 miles. At the Louisville rapids there is a fall of 23.09 

feet in 2.25 miles. There is left but 18.13 feet for the fall of the stream 

in about 215 miles embraced in the pools, or only 1 inch per mile.

« Ex. Doc. No. 72, House of Representatives, Forty-first Congress, third session, January, 1871, 

pp. 139-153.

23
24 SURFACE WATER SUPPLY IN 1906.

In general the rock floor of the valley is 30 to 50 feet below the 

level of the stream at low water. It rarely reaches a lower level than 

75 feet below the stream. Its level is 65 or 75 feet below the stream 

between Evansville, Ind. ; and Shawneetown, 111. It is thought that 

no place occurs in the whole length of the valley where a rock barrier 

crosses its entire width at a level as high as the bed of the present 

stream. In several places rock shelves extend out part way across 

the river bed, leaving a channel deep enough for the passage of boats 

along the opposite bank. At Let art Falls the rock is stated to extend 

across the entire breadth of the stream, but it dips toward the east 

bank sufficiently to allow the passage of boats when the rock of the 

western part of the stream bed is above the water surface. Well 

data indicate that this descent continues eastward beneath the bottom lands to a level as low as in the neighboring parts of the channel. 

Near Ravenswood, W. Va., rocky reefs are exposed at low water fully 

halfway across the stream bed, but wells on the bottom lands near the 

village show the rock floor to be at least 25 feet below the stream at 

low water. At Louisville it is found by wells and bridge soundings 

that a channel 25 feet or more lower than the present surface at the 

head of the rapids leads southwestward from near the south end of 

the Jeffersonville bridge a short distance and then turns westward, 

passing through the midst of the city. a Thus at the side of each of the 

three most conspicuous rock reefs touched by the stream a buried 

channel apparently occurs.

Notwithstanding the great number of riffles and shoals, the Ohio 

is generally navigable throughout the entire season for small boats 

drawing less than 3 feet of water. It is navigable for vessels drawing 6 feet of water during a few months of the early part of the season, 

but there is usually little traffic with such boats after the month of 

July. The canal at Louisville affords opportunity for passing around 

the rapids during low water. During high-water stages the boats are 

able to pass over the rapids.

The valley of Ohio River along the southern boundary of Ohio and 

Indiana is very narrow except for a few miles near Louisville, where it 

has expanded itself in the Devonian shales, and for a similar widening 

in the southwestern portion of Indiana in the Coal Measures. Its 

narrowness has been a subject of remark from the early days of settlement. There are very few places between Pittsburg and Louisville 

where its width exceeds 2 miles, and usually it is scarcely more than 1 

mile wide. In the vicinity of Louisville, where it crosses the low tract 

formed in the Devonian shales, it has a width of perhaps 4 miles", but 

on entering the Knobstone escarpment below the mouth of Salt River 

it narrows abruptly to a width of about 1 mile and remains narrow

« Data on this subject were furnished by Maj. William J. Davis, of the Louisville school board, and 

by Messrs. John Ryan and John C. Oestrich, of the Louisville Pump Works.
OHIO RIVER DRAINAGE BASIN. 25

for nearly 100 miles in its passage through the hard beds of Lower 

Carboniferous age. It then enters the Coal Measures and soon 

attains a width of 6 or 8 miles, which it maintains for much of its 

course to Cairo. The only exception is found at the point where it 

passes the elevated ridge below Shawneetown, where its width is 

reduced to about 2^ miles. The depth of the valley ranges from 

about 600 feet down to scarcely 100 feet, being greatest on the border 

of the " panhandle" of West Virginia and least in the lower portion of 

its course. Its depth seldom falls below 300 feet in the portion above 

Louisville and probably averages 450 feet. The narrow portion 

below Louisville is about 300 feet deep. The broad portions at Louisville and in the lower parts of its course are but 100 to 150 feet in 

depth. The work done by the river in excavating a narrow valley 

through the elevated districts is apparently commensurate with that 

accomplished in eroding a wide valley in the low districts.

The entire work of the stream, however, is less than should have 

been accomplished by a drainage line of this size in the time since the 

beginning of development of drainage lines. It is far less in proportion to its size than the work accomplished by the small tributaries 

which enter it from southern Indiana. The explanation of this meager amount of work is found in the enlargement of the river in recent 

times. Investigations now in progress indicate that several independent drainage lines which formerly led northward from the Appalachian Mountains across southwestern New York, northwestern 

Pennsylvania, and Ohio into the Lake Erie basin have been united to 

form the present Ohio. The full extent of these changes is not yet 

determined, nor are all of the outlets for the old river systems satisfactorily traced; but enough is known to justify the statement that 

the small size of the valley of the Ohio is attributable to the recent 

union of the several independent drainage systems.

OHIO RIVER AT WHEELING, W. VA.

The United States Weather Bureau has made observations of the 

stage of Ohio River at Wheeling, W. Va., since 1882. In 1905 measurements of the flow were begun by the United States Geological Survey. Gage heights are furnished by the United States Weather 

Bureau. The conditions at this station and the bench marks are 

described in Water-Supply Paper No. 169, page 20.
26 SURFACE WATER SUPPLY IN 1906.

The following discharge measurement was made May 22, 1906:

Width, 1,220 feet; area, 9,880 square feet; gage height, 5.70 feet; discharge, 17,400 

second-feet.

Daily gage height, in feet, of Ohio Rirer, at Wheeling, W. Va.,for 1906.

Day.

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

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

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

4. .........

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

O

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

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

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

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

13.. . .. .....

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

13.0

11.3 

12.0

15.6

19.3

16. 1 

13.3

11.0

9.4

8.2

7.0

7.0

7.1

8 2

10.0

12.3

11.9

11.9

11.9

11.9

11. 1

11.4 

16.2

24.3

21.3

16.9

12.3

10.3 

9.9

Fel).

8.3

7.8 

6.9

6.3

5.6

5.4 

5. 1

4.8

4.2 

4.3

4.5

4.8

4.7

4.7

48

4.8

4.8

4.9

4.9 

5.1

5.3

5. 6 

G. 9

8.0

8.6

8.3

8. 1

Mar.

7 2

6.8

6.1 

6.5

8.0

10.9

10.9 

9.9

8.9

8.6

0 0

8.0

7.8

7.7

7.8

7.8

13.3

13.7

10.8

9.8 

12.3

14.3

11.9 

9.9

8.4

7 9

10.0

17.6

24.4

25.6

Apr.

26. 3

21.8 

21.3

14.7

13.0

13.9 

15.7

14. 1

13. 5 

16. 'A

19. 3

18.0

15.9

14.0

13.7

17.0

16. 4

13.6

11.8 

10.4

9.3

8.9 

8.5

8.3

8.3

8.3

16.3

15.0

10.9

May.

7.5 

7.8

8. 1

9.0

9.6 

9.0

8.6

7.9

7.3

7.2

6.9

6.6

6.4

6. 1

6.3

6.2

5.9 

5.9

5.8

5.2 

4.9

4.4

4.7

4.3

4.5

4.4

5. 1 

5.9

June.

5.7

5.3 

5.3

7.2

7.0

6. 4 

6.6

16. 4

12.0 

9.0

7.7

6.6

6.1

5.4

4.9

4.6

4.5

4.5

4.6 

4. 1

4.4

5.8 

7.6

7.8

6.5

5.6

5. 1

4.8

5.0

July.

4 9

4.4

4.0 

3.4

3.9

3.6

3.1 

;J 1

3. 4

3. 5 

2.9

2.5

2.4

2.3

2.1

2.5

3.2

5.2

6.6

5.9 

4.6

3.9

4.2

5.8

4.2

4.5

4.2

3.9

3.9

5.5 

4.8

Aug.

A q

4.0

3.9 

3.3

2.8

3.4

3.1 

3.5

6.3

10.5 

13.7

15.3

13.0

9.9

7.9

6.9

6.3

5.6

5.6

5.6 

9. 1

12.6

10.0 

9.6

8.1

7.6

6.9

5.9

6.0

5.4 

5.0

Sept.

4.7

4.0

3.9 

3.9

3.9

4.0

4. 1 

4.1

3.6

3.3 

2.9

2.8

2.7

2.9

3.0

3.0

3.1

3.2

3.0

2.9 

3.2

4.5

4.0 

3.7

3.2

3.4

3.1

3.0

3.0

2.9

Oct.

9 Q

3.9

4.1

4.5

5.0

5.1

5.0

6.0

7.0

8. 3 

8.8

8.3

7.9

7.9

7.8

7.2

7.0

6.9

6.3

6.2 

7.2

7.9

9.0

8.2

7.3

6.9

6.3

6 9

7.2

7.1

Nov.

Q A

8.2

8.0

7.5

6 9

5.9

5, 1 

4.9

4.5

4.8

4.6

4.8

5.3

5.9

5.9

7.1

9.3

18.0

16.6 

13.9

11.6

9 9

7 9

7.0

6.9

Dec.

6.3

6.0 

6.0

9.0

14.8

17.4

15.2 

14.0

1O7

22.9

18 9

14 9

1 O £

19.8

12.3

10.9 

10.1

9.2

7.8

7.0

6 9

7 9

10.8

Rating table for Ohio Hirer at Wheeling, W. Va.Jrom 1882 to 1906.

Gage

height.

Feet. 

2.10

2.20

2.30

2.40

2.50

Dis- ' Gage

charge.

Sec. -ft. 

4, 980

5,200

height.

Feet. 

4.10

4.20

5,430 ' 4.30

5,660 ! 4.40 5,900 !; 4.50

2.60 6,150

2.70 6,400

2.80 6,680

4.60

4.70

4.80

2.90 6,930 ii 4.90

3.00

3.10

3.20

3.30

3.40

7,200 5.00

7,480 ' 5.10

7,760 5.20

8,050 !' 5.30

8,340

3.50 8,640

3.60 8,940

3.70 j 9,250

3.80 9,570

3.90 9,890

4.00 10,220

5.40

5.50

5.60

5.70

5.80

5.90

6.00

Discharge.

Sec. -ft. 

10, 560

10,900

11,250

11, 600

11, 960

12, 330

12, 710

13,100

13,500

13,900

14,310

Gage

 height.

Feet. 

6.20

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

8.20

14,740 8.40

15,190 8.60

15,660

16,150

16,650

17, 170

17,700

18, 250

18, 810

8.80

9.00

9.20

9.40

9.60

9.80

10.00

Discharge.

Sec.-ft. 

19,990

21, 230

22, 520

23, 850

25, 220

26, 630

28, 080

29, 540

31,020

32, 500

34, 000

35, 500

37,000

38,500

40,000

41.500

43,000

44,500

46,000

47,500

Gage

height.

Feet. 

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

Discharge.

Sec.-ft. 

55,100

62,800

70,600

78,500

86,500

94,600

102, 830

111,200

119, 700

128, 330

137, 100

146, 040

155, 140

164,440

173, 900

183, 530

193, 300

NOTE. The above table is applicable only for open-channel conditions. It is based on 24 discharge 

measurements made during 1905, one in 1906, one prior to 1893, and one low-water measurement computed from five measurements made by the United States Army engineers aboT. ; and below Wheeling 

in 1892.

It is well defined above gage height 5 feet. Below 5 feet it is based on one measurement at 1.1 feet, 

computed from the army engineers' measurements, and the extension of the area and velocity curves, 

and can be considered accurate within a few per cent.
ALLEGHENY RIVER DRAINAGE BASIN.

Monthly discharge of Ohio Rirer at Wheeling, W. Va.,for 1906. 

[Drainage area, 23.SOO square miles.]

27

Month.

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

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

Julv. ........ .................................

N oveml^e r

DNcha 

Maximum.

167,000 

37, GCO 

180,000 

189,000 

44, 500 

. 97, 900

22, 5CO

12,700 

40, OCO 

111,000 

154,000

rgc in secoiK 

MinimiiTii.

25, 2CO 

10,900 

19, 400 

34, SCO 

11,200 

10, 600 

4,980 

0, 660 

6,400 

(5, 930 

12,000 

18, 800

4,980

Meet. 

Moan.

08, 300 

19, SCO 

39, 6CO 

85, 500 

23,900 

23, ICO 

10, 500 

29,2(0 

8, 530 

24, 400 

33,500 

6ii, 100

36,000

RunSec.-ft. per 

sq. mile.

2.87 

.832 

1.66 

3.59 

1.00 

.971 

.441 

1.23 

.358 

1.03 

1.41 

2.78

1.51

off.

Depth in 

inches.

3.31 

.87 

1.91 

4.00 

1.15 

1.08 

.51 

1.42 

.40 

1.19 

1.57 

3.20

20.61

NOTE. Values for 1906 are excellent.

ALLEGHENY RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN.

Allegheny River, which, with the Monongahela, forms the Ohio at 

Pittsburg, rises in northern Pennsylvania, flows north into the State 

of New York, then south through western Pennsylvania. The headwaters have an elevation of about 2,500 feet and join those of Genesee 

River on the north and of the Susquehanna on the east. The total 

length from the source to the mouth at Pittsburg is about 300 miles, 

47 of which are in the State of New York. The principal facts concerning this river have been given in a report by George Lehman, 

assistant engineer, contained in House Document No. 72, Fifty-fifth 

Congress, third session. Although this river drains a large area, 

much of which is of an elevated and even mountainous character, 

yet it is of comparatively small value for water power. The total 

fall in 255 miles between Olean, N. Y., and the mouth is only 725 feet, 

or an average of less than 3 feet per mile. This descent is accomplished without abrupt pitches, and even with few rapids ha\ring a 

fall of much consequence. The drainage basin of Allegheny River 

above Redhouse is comparatively rugged and precipitous. It is 

mostly covered with brush and light forest. A considerable amount 

of snow accumulates in the winter and feeds the stream until late in 

spring. The basin is underlain by shales of the Chemung formation, 

and the depth of soil is usually small, excepting in stream valleys. 

There are no lakes and no artificial storage tributary to the stream. 

The Cuba reservoir, which feeds the Erie Canal through Genesee 

River, lies on the divide between the Allegheny and Genesee drainage 

basins. A part of the overflow from this reservoir passes into the 

Allegheny; the rest passes into Genesee River. During about half
28 SURFACE WATER SUPPLY TN 1906.

of the year the river is navigable for small steamers to Franklin, 123 

miles above Pittsburg.

The drainage areas of the river and its chief tributaries are given 

in the following table:

Drainage areas, in square miles, of Allegheny River and tributaries.

Stream.

Do...............................

Do... .............................

Do................................

Do. ...............................

Do................................

Do................................

Do................................

Locality.

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

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

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

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

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

Blacklick ............................................

Drainage 

area.

11,100

8,690

5,950

5,670

3,050

1,560

1,100

220

935

458

1,180

1,180

526

397

1,850

1,770

403

ALLEGHENY RIVER AT REDHOITSE, N. T.

This station was established September 4, 1903. It is located at 

the Redhouse Bridge, near the stations of the Erie and Pennsylvania 

railroads and about 5 miles below Salamanca, N. Y., about 13 miles 

above the point where the river leaves New York State. The conditions at this station and the bench marks are described in WaterSupply Paper No. 169, page 25, where are given also references to 

publications that contain data for previous years.
ALLEGHENY RIVEK DRAINAGE BASIN. 29

The following discharge measurement was made April 16, 1906:

Width, 370 feet; area, 2,250 square feet; gage height, 6.59 feet; discharge, 7,820 

second-feet.

Daily gage height, in feet, of Allegheny Riv<r at Rcdhouse, X. Y.,for 1906.

Day.

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

2 3'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

26 

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

29

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

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

Jan.

6.2

5.8 

5.25

5.7 

6.05

5.5

C 0

4.8

4.55

4.3

4.55 

4.35 

4.3

4.2

4.15

4.55 

4. 15 

4.7 

4.6

4.6 

6. 5

8.1 

8.25 

7. 6

7.0 

6.5

5.85

c q

4.95

Feb.

4.55

4.35 

4.15

4.2 

4.0

3.9

3.8

3.85

3.8

3.75 

3.8 

3.65

3.7

3.75

3.75 

3.65 

3.5 

3.5

3.5

3.6 

3.9

3.8 

3.8 

3.7

3.75 

3.6

3.5

.......

.......

Mar.

3.6

3.6 

3.65

4.75 

4.75

4.25

4.2

4.1

4.0

3.85

3.8 

3.8 

3.7

3.6

3.6

3.6 

3.5 

3.5 

3.4

3.2 

3.2

3.1 

3.0 

3.3

3.4 

5.25

8.4

6.9

Apr.

7.15

6.8 

6.25

6.1 

6.65

6. 75

6.25

5.95

6.65

7.1

6.4 

6.6

6.3

6.45 

6.35 

6.0 

5.55

5.35

i.

5.1

4.7 

5.3 

5.2

4.85

4.8

4.7

4.5

4.4

.......

May.

4.25

4.3 

5.5

5.25

5.3

4.75

4.6

4.8

4.8 

4.7

4. 65

4.75

4.5 

5. 45 

5.35 

4.9

4.6

4.25 

4.05

3. 95 

4.0 

4.85

4.6

5.3

K OX

5.05

5.2

June.

4.75

4.45 

4.25

4.05 

3.85

4.15

3.8

3.7

3.65 

3. 55

3.3

3.3

3.3 

3.3 

3.3 

3.6

3.45

3.4 

3.3

3.3 

3.35 

3.2

3.2 

3.2

3.1

3.1

3.0

July.

3.0

3.0 

3.1

3.1 

3.05

3.1

3.0

2.9

2.9

2.9 

2.9 

2.85

2.8

9 fi

2.8 

2.8 

2.8 

2.8

2.85

2.9 

2.85

2.8 

2.8 

2.8

2.8 

2 7

2.7

9 £

2.8

3.0

Aug.

3.0

2.95 

2.9

2.9 

3.55

3.3

3.6

3.7

3.8 

4.0

3.5

3.4

3.3 

3.15 

3.0 

3.1

3.1

3.9 

4.05

3.8 

3.6 

3.55

3.35 

3.2

3.2

q 9

3.1

Sept.

3.0

3.0

3.4 

3.45

3.3

*l

2.8

2.8 

2.7 

2.8

3.0

3.0

3.0 

2.9 

2.8 

2.8

2.8

3.0 

4.0

3.75 

3.45 

3.3

3.15

0 1

3.0

3.0

Oct.

4.1

3.75 

3.5

3.5 

3.5

5.85

5.5

5.25

5.1 

5.0 

5.0

5.4

5.15

4.85 

4.55 

4.3 

4.2

5.0 

5.1

4.65 

4.5

4.8

5.05

4.5

4 95

4.5

c o

Nov.

4.95 

4 9

4.9

4.8

4.15

4.0

4.1

4.2 

4.35

4.2

4.1

4.0 

4.05

4.75 

5.75

5.5

6.25 

6.55

5.8 

5.35 

5.0

4.75 

4.5

4.6

A cc

4.4

Dec.

4.2

4.3

4.0 

4.05

5.6

8.6

6.45

6.15

6.9 

6.4

6.65

8.8

8.8 

6.2 

6.65 

6.65

6.45

6.45 

6.45

6.45 

6.1

NOTE. Discharge affected slightly by ice conditions during February and March; the channel was 

not entirely closed.

Rating table for Allegheny River at Redhouse, X. }'., for 1903 to 1906.

Gage 

height.

Feet.

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

Discharge.

Sec.-ft.

195

260

328

400

478

564

658

759

866

978

1,095

1,?16

1,341

Gage 

height.

Feet.

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

Discharge.

Sec.-ft.

1,471

1,605

1,745

1,891

2,043

2,200

2, 365

2,540

2, 725

2,920

3,130

3,350

3,580

Gage 

height.

Feet.

5. 30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.20

6.40

6.60

6.80

7.00

Discharge.

Sec.-ft.

3,820

4,065

4, 315

4,570

4,830

5,100

5,375

5,660

6,245

6,845

7,460

8,090

8,740

Gage 

height.

Feet.

7.20

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

9.00

Discharge.

Sec.-ft.

9,400

10, 080

10,790

11,530

12,300

13, 120

13, 960

14,800

15. 660

16, 540

NOTE. The above table is applicable only for open-channel conditions. It is based on 20 discharge 

measurements made during 1903-1906. It is very well defined between gage heights 3.1 feet and 10 feet.
30 SUKFACE WATER SUPPLY I1ST 1906.

Monthly discharge of Allegheny River at Redhouse, N. Y.,for 1906. 

[Drainage area, 1,640 square miles.]

Month.

Discharge in second-feet.

Maximum.

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

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

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

2,280 

14,000 

9, 240 

4,320 

2,030 

478 

1,540 

1,470 

5,660 

7,300 

15,700

15,700

Minimum. ! Mean.

1,680 

866 

400 

2,040 

1,410 

400 

195 

328 

195 

866 

1,470 

1,470

195

4,780 

1,240 

2,460 

5,570 

2,800 

1.000 

322 

777 

505 

2,740 

2,860 

5,930

2, 580

Run-off.

Sec.-ft. per 

sq. mile.

2.91 

.756 

1.50 

3.40 

1.71 

.610 

.196 

.474 

.308 

1.67 

1.74 

3.62

1.57

Depth in 

inches.

3.36 

.79 

1.73 

3.79 

1.97 

.68 

.23 

.55 

.34 

1.92 

1.94 

4.17

21.47

a No correction on account of ice conditions was made in values for February and March, and they 

may be a few per cent too High.

b Daily discharge, December 25-31, determined, approximately, by comparison of flow at this station 

with the flow at Kittanning, Pa.

NOTE. Values for 1906 are excellent, except those for February, March, and July, which are good. 

ALLEGHENY KIVER AT KITTANNING, PA.

This station, established August 18, 1904, is located at Market 

Street Bridge. The conditions at this station and the bench marks 

are described in Water-Supply Paper No. 169, page 28, where are 

given also references to publications that contain data for previous 

years.
ALLEGHENY RIVER DRAINAGE BASIN. 31

The following discharge measurement was made May 23, 1906:

Width, 719 feet; area, 4,030 square feet; gage height, 4.40 feet; discharge, 6,700 

second-feet.

Daily gage height, in feet, of Allegheny River at Rittanning, Pa., for 1906.

Day.

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

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

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

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

g

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

19

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

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

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

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

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

19

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

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

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

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

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

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

27

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

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

30

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

Jan.

9.7

8.8

8.9

9.1

10.2

9.8

8.6

7.3

6.7

5.4

6.0

5.7

6.4

5.7

5.5

6.1

7.3

7.5

8.0

199

11.2

9.6

Q O

Feb.

6.3

5.8

5.1

4.4

4.5

4.4

4.3

4.2

4.1

4 4.0n

3.9

3.9

3.9

4.0

4.0

4.1

4.1

4.1

4.1

4.1

4 9

4 4

4.6

4 7

5.8

5.2

4.9

Mar.

4.5

4.8

5.5

5.9

6.2

6.9

6.2

5.9

5.7

5.5

5.4

5. 1

4.8

4.7

4.6

4.4

4.3

4.1

3.8

4 0

4.1

3 9

14.0

13.6

Apr.

13.2

11.8

10.0

9 4

8.6

9.5

10.2

9.5

8.8

11.2

13.2

12 2

10.3

9.5

9.9

9 7

9.3-

8.8

7 9

7.2

5.7

5.6

5.3

4.9

May.

4.7

4.8

4.8

6.3

6.7

6.7

7. 1

5.6

5.7

5.6

54

5.4

5.4

5.4

5.4

5.3

5.4

5.3

5.3

.......

4. 1

4.0

4.6

4.8

4.9

5.0

June.

4.8

4.6

4.5

3.9

3.7

9.3

7.35

5.6

5.1

4. 7

4.1

3.8

3.6

3.3

3.1

3.0

3.3

3.2

3.2

3.3

3.4

3.3

2.9

2.8

2.7

2.8

July.

2.5

2.3

2.3

2.4

2.4

2.4

2.4

2. 4

2.4

2.3

2.3

2.3

2.2

2.1

2.0

1.9

2.2

2.4

2.4

2.4

2.2

2. 1

2.0

1 9

2 3

2.2

2.2

2.1

Aug.

2.2

2.3

2.1

2.1

2.0

2.0

2.1

3.7

4.9

4.1

5.5

4.8

3.9

3.5

3.2

2.9

2.5

8.0

7.0

5.2

4.8

4.2

4 S

4.2

3.8

3.6

3.3

3.1

2.9

9 7

Sept.

2.6

3.5

3.5

3.6

3.2

2.9

2.6

2. 4

2.2

2.5

2.4

2.9

2.3

2.1

2.0

2.4

2. 7

30

q n

2.8

2.9

2.3

2.5

Oct.

2.5

q Q

3.8

3.2

3.4

6.0

7.2

6.9

6.9

7.2

6.9

6.8

6.8

6.9

6. 1

5.8

5.8

6.8

6.8

6.9

7 9

Nov.

5.8

5.6

5.4

5.1

4.8

4.6

4.5

4.5

4.6

5.1

5.2

5.2

5.1

5.4

8.6

9.4

9.8

10. 1

8.6

6.8

6.0

5.2

5.7

Dec.

5.6

5.2

5.1

5.0

5.3

5.8

13.8

13.0

11.6

7.9

10.5

10. 1

8.9

8.3

12.0

11.9

11.9

9. 2

8.2

7.2

6.8

6.3

5.6

5.7

5.1

5.3

6.5

5.9

5.5

NOTE. Discharge probably unaffected by ice conditions.

Rating table for Allegheny River at Kittanmng, Pa., for 1904 to 1906.

Gage

height.

Feet. 

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

Discharge.

Sec.-ft. 

1,650

1,740

1,840

1,960

2,095

2,245

2,410

2, 590

2,785

2,990

3,205

3,430

3,665

3,910

Gage

height.

Feet. 

3.30

3.40

3.50

Discharge.

Gage

height.

Sec.-ft. " Feet. 

4, 165 4. 70

4, 425 ' 4. 80

4, 690 4. 90

3.60 4,960

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

5,235

5,515

5,805

6,105

6,415

6,735

7,065

7,400

7,740

8,085

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

Discharge.

Sec.-ft. 

8,435

8,795

Gage Disheight. charge.

Feet. 

7.20

7.40

9,165 i 7.60

9,545

10,320

11,130

11,970

12,830

13.720

14. 620

15, 540

16, 470

17, 430

18, 410

7.80

8.00

9.00

10.00

11.00

12.00

13.00

Sec.-ft. 

19,390

20, 400

21,420

22, 470

23, 540

29,030

34,730

40, 700

47,150

54,280

14. 00 62, 110
32 SJRFACE WATER SUPPLY IN 1906.

Monthly discharge of Allegheny River at Kittanning, Pa., for 1906. 

[Drainage area, 8,690 square miles.]

Month.

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

Discharge in second-feet.

Maximum.

54, 300 

15, 100 

62, 100 

55, 800 

18,900 

30, 700 

2,410 

23, 500 

4,960 

23, 000 

35,300 

60, 500

62, 100

Minimum.

11, 100 

5,800 

5,520 

9,160 

6,100 

2,780 

1,650 

1,740 

1,740 

2,410 

7,740 

9,540

1,650

Mean.

25,000 

7,940 

16,000 

27,800 

10,600 

6,600 

2,070 

6,200 

2,890 

13, 600 

16, 400 

24, 900

13, 300

Run-off.

Sec. -ft. per 

sq. mile.

2.88 

.914 

1.84 

3.20 

1.22 

.760 

.238 

.713 

.333 

1.57 

1.89 

2.87

1.54

Depth in 

inches.

3.32 

.95 

2.12 

3.57 

1.41 

.85 

.27 

.82 

.37 

1.81 

2.11 

3.31

20.91

»Discharge interpolated May 21, 22, and 24 and June 4. 

NOTE. Values for 1906 are excellent.

BLACKLICK CREEK AT BLACKLICK, PA.

This station was established August 16, 1904, and was discontinued 

July 15, 1906. It was located at the covered wooden highway bridge 

one-fourth mile from the railway station at Blacklick, Pa. During 

September, 1905, this bridge was torn down and replaced. The gage 

was read once each day by Mark Maynard until April 17, after which 

D. J. Walling was the observer. The conditions at this station and 

the bench marks are described in Water-Supply Paper No. 169, page 

32, where are given also references to publications that contain data 

for previous years.

The following discharge measurement was made from the new 

bridge May 23, 1906:

Width, 210 feet; area, 373 square feet; gage height, 2.40 feet; discharge, 118 secondfeet.

Daily gage height, in feet, of Blacklick Creek at Blacklick, Pa., for 1906.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

3.8 

4.0

6.2 

5.0

4.6 

4.0

3 Q

3.5

3.4

3.6

3.6 

3.8 

3.4

3.4

3.9

Feb.

3.3

"i's"

Mar.

3.3

4.2 

5.4

4.2 

3.5

3.1 

3.4

 ? q

3.5

3.4

3.3

3.2 

3.1 

3.3

3.2

3.2

Apr.

7.3 

4.6

4.2 

4.6

5.4 

5.3

6.2

7.6

4.2

3.7 

4.6

4.7

May.

3.7 

4.1

3.6 

3.2

3.0 

2.9

2.7

2.7

2.7

2.5 

2.5 

2.5

2.5

2.4

June.

9 O

1.9 

1.88

1.85

2.15 

3.4

O Q

2.4

2.3

o 7£

2.4 

2.15 

2.08

2.1

2.0

Day.

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

' 19...........

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

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

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

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

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

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

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

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

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

Jan.

 ? Q

4.1

4.6

4.1 

4.2

4.3

6.2

C 0

0 0

3.7 

3.6

3 4

Feb.

0 Q

3.7

3.2

0 1

3.3

3.4

3 4

3.3

Mar.

'> o

3.2 

3.3

3.1

O 1

3.0

2.7

2 7

2 9

7 1

7.2 

5.1 

6.2

Apr.

3.6 

3.4

3.2 

3 2

3.1

2.9

o o

2.7

2.6

0 C

2.5 

2.4 

o o

May.

2 4

2.3

2.1

2.0 

2.0

2.0 

1.9 1 9

1.8

1.8

O K

2.8 

2.5

2.0

June.

1.98

2.0 

1 95

1.82 

4.2 3 5

3 0

2.8

2.3 

2.15 

2.02

NOTE. Creek frozen February 2to 20; ice attained a thickness of about 0.5 foot; see footnote to 

monthly discharge table.
MONONGAHELA KIVEK DRAINAGE BASIN.

Rating table for Blacklick Creek at Blacklick, Pa., for 1904 to 1906.

Gage Disheight. charge.

Feet. Sec.-ft.

1. 80 21 . 1. 90 35

2.00 , 51 '

2.10

2.20

2.30

2.40

2.50

69

89

112

138

167

2.60 199

2. 70 233

2.80 270

2. 90 310

Gage, Disheight.

Feet.

3.00

3. 10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

400

charge.

Sec.-ft.

354

403

400

525

597

676

759

846

930

1,029

1,125

4.10 1,224

Gage Disheight. charge.

Feet. Sec.-ft.

420 1,327

4 30 1, 432

4.40 1 1,540

4.50 1,650

4.60 1,765

4.70 1,880

4 80 2, 000

4 90 2, 120

5. 00 2, 245

5. 20 2, 500

5. 40 2, 765

5.00 3.035

Gage

height.

Feet.

5.80

6.00

0.20

6. 40

6.60

0.80

7.00

7.20

7.40

7.60

7.80

Discharge.

Sec.-ft.

3,310

3,590

3, 870

4, 100

4,450

4,740

5,040

5,340

5,050

5,970

0,290

NOTE. The above table is applicable only for open-channel conditions. It is based on 11 discharge 

measurements made during 1C04-6. It is fairly well defined between gage heights 1.8 feet anc' 5.0 feeo. 

The table may be somewhat in excess of the true values, owing to a change in the conditions of flow 

during the erection of the new bridge in the latter part of 1905. Two measurements made, at the new 

bridge give values that are nearly 15 per cent lower than the rating.

Monthly discharge of Blacklick Creek at Blacklick, Pa., for 1906. 

[Drainage area, 403 square miles.]

Month.

February 21-28. ..............................

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

Discharge in second-feet.

Maximum.

3,870 

846 

0,290 

5,970 

1,220 

1,330

Minimum.

597 

270 

233 

89 

21 

21

Mean.

1,310 

528 

1,300 

1,640 

227 

178

Run-off.

Sec.-ft. per 

sq. mile.

3.25 

1.31 

3.23 

4.07 

.563 

.442

Depth in 

inches.

3.75 

.39 

3.72 

4.54 

.65 

.49

NOTE. Values for January, February, and March, good; from February 2 to 20 the flow probably 

varied from about 200 to 400 sec .-ft.; values for April, May, and June are probably considerably too low, 

owing to inexperience of new observer, who was appointed April 12.

MONONGAHEJLA RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN.

Monongahela River is formed near Fairmont, Marion County, in 

the northern part of West Virginia, by the union of its West Fork 

with Tygarts Valley River. The headwaters of the latter stream lie 

on the slopes and in the valleys of the Appalachian Mountains near 

the eastern boundary of West Virginia; thence they flow northward, 

draining a hilly and mountainous country. West Fork has its headwaters west of those of Tygarts Valley River, in the central part of 

West Virginia; thence they flow northward, draining a hilly country.

The principal tributaries of Monongahela River below Fairmont 

are Cheat and Youghiogheny rivers, both entering from the east. 

Cheat River drains a rugged, mountainous district in northern West 

Virginia and flows into Monongahela River near Point Marion, Pa. 

Youghiogheny River drains a mountainous district of Maryland and 

Pennsylvania and enters the Monongahela about 15 miles above 

IRK 205 07 3
34 SURFACE WATER SUPPLY IN 1906.

Pittsburg. The basins of all these tributary rivers have steep slopes 

and collect and discharge their waters quickly, with the result that 

the Monongahela is liable to the excessive freshets for which it is noted. 

The whole basin was once heavily timbered, but has been thoroughly 

cleared except about the upper waters of the principal streams.. Little 

water power is used in the basin. Navigation extends to Fairmont.

YOUGHIOGHENY RIVER NEAR CONFLUENCE, PA.

This station was established September 15, 1904. It is located at 

the highwa}7 bridge about one-half mile from the railway station at 

Confluence, Pa. The conditions at this station and the bench marks 

are described in Water-Supply Paper No. 169, page 40, where are given 

also references to publications that contain data for previous years.

The following discharge measurement was made May 25, 1906:

Width, 188 feet; area, 163 square feet; gage height, 1.86 feet; discharge, 200 secondfeet.

Daily gage height, in feet, of Youghiogheny River near Confluence, Pa., for 1906.

Day.

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

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

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

9

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

i *}

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

15....--...--.--.

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

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

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

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

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

28.---..----..--.

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

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

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

Jan.

2.6

2.5

2.85 

5.35

4.4 

3.7

3.3 

3.2

2.7

2.5

2.7

3.3

2.7

2 7

2.75

2.85

3.8

4.35

3.8

3.8

3.85

10.0 

6. 4

4.8

4.0 

3.5

3.3

3.1

2 9

2.8

Feb.

2.6

2.5

2.45 

2.4

2.35

9 9\

2.15 

1.9 

1 Q

1.95

2.0

2.15

2 1

2.05 

2.05

2.0

2.05

 2. 1

2.2

2.2

2.4

2.65 

2.6

2.3

2.3

Mar.

2.5

2.5

2.5 

2.75

3.4 

3.2

3.0

2.85 

2.75

2.75

2.8

2.75

9 7

2. 75 

2.75

2.7

2.6

2.5

2.8

q A

2.7

8.0

8.6

Apr.

6. 1

5.1

4.8 

4.8

5.2 

7.0

5.5 

4.5 

4.4

4.8

3.8

3.6

5.2

3.4

3.1

3.1

3.35 

3.4

3.4

3.9

3.5

May.

3.1

3.3

3.2 

3.0

2.9

2.7 

2. 6 

2.6

2.6

2. 55

2.4

2.25 

2.2

2.15

2.0

2.0

1.95

1.85

2 3

9 ^

2.4

June.

2.45

2.5

2.35 

2.25

2.2 

4.4

5.2 

3.9 

1 Q^

2 9

2.7

2.6

9 c:

2.4

2.35 

2.25

2.15

2.3

q 1

O Q

2.8 

2.8

2.6

2.5 

2.5

2 45

2.75

July.

2.45

2.4

2.2

2.15

2.0 

1.95 

1 9

1 9

1.85

1 CA

1 ft

1 D

1. 75

1 7K

1 75

1 a

1.7

1 7

1 ft

2.8

2.0

1.75

1.7

9 ^

2.3

Aug.

2.2

2.1

2.4 

2.1

2.0 

1.9

1.9 

4.4

7 4

8.2

3 9

3.4

q A

2.8 

2.55

2 55

2 5

2.7

3.6

4 0

3

1 ^

2.7

2.35 

2 35

9 9^

2 15

2.1

2.0

Sept.

1.9

1 9

1.8

1.75

1.7 

1.65

1.8

1.65

1.8

i QC;

1.9

1 9

i ftp;

1 8^

1.85

1 S

1 D

1.75

1.75

1.7

1 C

Oct.

1.8

1.75 

1.85

2.1

2.35 

2.25 

2 1

2 05

2.0

2.0

1 Q^

1 95

L9 

1 9

1

OC

1 S^

1 S^

2.0

2 3

2.3

OIK

1.95 

1 95

1 9

1 95

2 05

2.1

Nov.

2.1

2.2

1.95

1 O

1.8

1 DC

1.8 

1.75 

1.75

1 S

1.8

1 fif;

1 ft

-I O

1.85 

1 9

3 0

q K

4.0

2.9

2.55

2.45

2 OK

2 3

2 25

2 2

Dec.

2.3

O q

2.65 

2 5

2.35

0 q

4.1 

3.5

0 1

6 4

8.1

C ££

4 4

q Qfr

3. 65

3 9

3

<?

3.25 

3.0

2

O

2.8

0 QK.

3 5

4 9

c qe

7.5

NOTE. Discharge probably unaffected by ice conditions.
MONONGAHELA RIVER DRAINAGE BASIN.

Rating table for Youghiogheny River near Confluence, Pa., for 1904 to 1906.

35

Gag" Disheight. charge.

Feet.

1.60

1.70

Gage 

height.

Sec.-ft. ' Feet.

118 2.90

156 3. 00

1.80 199 | 3.10

Discharge.

Sec.-ft.

896

974

1,055

1.90 247 ' 3.20 1,139

2. 00 299

2. 10 354

2.20

2.30

2.40

2.50

2.60

2.70

2.80

412

473

537

604

674

746

820

3.30 1,226

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

Gage 

height.

Feet.

4.20

4.30

4.40

4.50

4.60

1,316 4.70

1,407 4.80

1,501 4.90

1,598 5.00

1,698 . 5.20

1,801 5.40

1,907 5.60

2,015 ' 5.80

Discharge.

Sec.-ft.

2,125

2,237

2,351

2,467

2,585

2,605

2,727

2,851

3,077

3,337

3,604

3,880

4,166

! Gage 

height.

Feet.

Discharge.

Sec.-ft.

6. 00 4, 460

6. 20 ! 4, 7CO

6.40 : 5,070

6. 60 5, 390

6.80

l 7.00

! 7.20

I 7.40

7.60

7.80

5,710

6,040

6,375

6,715

7, 065

7,420

8. 00 7, 780

9. 00 9, 620

10.00 11,510

NOTE. The above table is applicable only for open-channel conditions. It is based on 12 discharge 

measurements made during 1904-1906. It is well defined between gage heights 1.3 feet and 7.0 feet. 

Above gage height 4.0 feet the discharge values in this table may occasionally be too great on account 

of backwater from Casselman River.

Monthly discharge of Youghiogheny River near Confluence, Pa., for 1906. 

[Drainage area, 435 square miles.]

Month.

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

December ».

Discharge in second-feet.

Maximum.

11,500 

710 

8,880 

6,040 

1,230 

3,340 

820 

8,140 

299 

537 

2.350 

7,960

11,500

Minimum.

604 

247 

604 

1,060 

199 

326 

156 

247 

118 

178 

178 

473

118

Mean.

1,800 

436 

1,720 

2,320 

554 

822 

310 

1,270 

193 

313 

553 

2,250

1,050

Run-ofl.

Sec.-ft. per 

sq. mile.

4.14 

1.00 

3.95 

5.33 

1.-27 

1.89 

.713 

2.92 

.444 

.720 

1.27 

5.17

2.40

Depth in 

inches.

4.77 

1.04 

4.55 

5. 95 

1.46 

2.11 

.82 

3.37 

.50 

.83 

1.42 

5.96

32.78

NOTF. Values for 1906 are excellent. Above gage height 4.0 feet there is occasionally backwater 

from Casselman River. With the data at hand it has been impossible to detect the time of occurrence 

of this condition, hence the rating for free flow has been used for all stages.

CASSELMAN RIVER AT CONFLUENCE, PA.

This station was established September 15, 1904. It is located at 

the highway bridge in Confluence, Pa., about 500 yards from the 

railroad station. The conditions at this station and the bench 

marks are described in Water-Supply Paper No. 169, page 43, where 

are given also references to publications that contain data for previous years.
36 SURFACE WATER SUPPLY IN 1906.

The following discharge measurement was made May 25, 1906:

Width, 212 feet: area, 166 square feet; gage height, 1.87 feet; discharge, 175 secondfeet.

Daily gage height, in feet, of Casselinan Hirer at Confluence, Pa., for 1906.

Day.

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

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

5...-.......--..

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

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

9

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

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

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

15...------..--.-

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

17...--.......-..

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

9 f^

4 55

3.05

2.65 

2.8

2.25

2.6

2.6

2.45

2.65

2.9

3.3

3.85

3.2

3.3

9 9

4.1

3.2

3.05

2.9

2.7

Feb.

2.5

2.35

2.45

2.3

2.45

2.3

2.2 

2.1

2.0

2.05

2.05

2.1

2.15

2.0

2.1

2.1

2.05

2.0

2.1

2.2

2.7

2.3

2.2

2.25

2. 25

2.2

2.15

Mar.

2.15

2.35

2.9

2.7

2.5

2.6 

2.55

2.5

2.7

2.6

2.6

2.45

2.5

2.45

2.35

2.4

2.35

2.3

2.35

2.3

4.8

7.4

Apr.

t; 9

4.4

4.9

6.5

4.7

3.85

3.9

5.05

4.2

3.6

3.3

3.1

4.7

4.0

3.2

3.0

2.8

3.1

2.15

3.25

3.1

2.9

3.2

3.2

2.8

2.85

May.

2.5

2.7

2.75

2.6

2.6

2.45

2.5 

2.4

2.3

2.45

2.35

2.2

2.25

2.25

2.1

2.15

2.15

2.0

2.1

2.05

1.95

2.0

1.8

1.85

1.8

2.1

2.15

2.1

2.1

June.

2.1

2.05

2.05

2.0

4.1

4.9 

3.35

2.7

2.4

2.25

2.2

2.15

2.1

2.1

2.05

2.05

2.0

2.0

2.1

2.4

2.2

2.25

2.15

2.05

2.0

1.95

1.9

1.9

July.

1.8

1.9

1.8

1.85

1.8

1.75

1. 75 

1.7

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

].7

1.6

2.6

2.15

1.9

1.7

1 9

2.0

Aug.

9 n

1.95

3.85

2.8

2.4

2.15

2.5 

4.65

7.8

8.8

4.9

3.65

3.2

2.8

2.6

2.45

2.45

2.4

3.6

4.0

4.1

3.3

2.95

2.7

2.9

2.6

2.55

2.4

2.2

Sept.

2.15

2.1

2.0

1.95

1 9

1.85 

1.8

2.0

2.0

1.8

1.85

2.0

2.0

1.9

1.9

1.8.^

1.8

1.8

1.75

1.75

1.7

1.75

1.8

Oct.

1 9

2.0

1.95

1.9

2.1

2.1

2.2 

2.1

1.9

1 9

1.85

1.85

1.85

1.8

1.8

1.8

2.45

9 1 £

9 ft

2.0

2.0

9 ft

2.0

Nov.

2.0

1.9

1.8

1.8

1.75 

1.75

1.75

1.8

1.85

1.85

1.9

1 Q

1 Qf^

2 9

9 A

2.4

9 **^

9 1

9 9^

2.2

o i =

2.1

Dec.

9 9

2.3

2.2

2.2

3.35

3.6

2.85

2.7

7.1 4 <;

3.65

3.2

3.8

C AC

5.1

3.4

3.2

Q A

2 75

2.6 9 p;

9 £»

2.6

2.9

4.0

4.7

7.5

NOTE. Discharge probably unaffected by ice conditions during 1906.

Rating table for Casselman River at Confluence, Pa., for 1904 to 1906.

Gage Disheight.

Feet.

1.60

1.70

1.80

1.90

2.00

2.10

2.20

charge.

Sec.-ft.

58

95

141

196

260

331

408

Gage Disheight.

Feet.

2.30

2.40

2.50

2.60

2.70

2.80

2.90

charge.

Sec.-ft.

491 i 579 '

671

767

866

967

1,070

heis

lage 

eight.

Feet. 

3.00

3.10

3.20

3.30

3.40

3.50

3.60

Discharge.

Sec.-ft.

1,175

1,281

1,388

1,496

1,605

1,715

1. 825

Gage 

height.

Feet. 

3.70

3.80

3.90

4.00

Discharge.

Sec.-ft. 

1,935

2,045

2,155

2,265

NOTE. The above table is applicable o_nly for open-channel conditions. It is based on 12 discharge 

measurements made during 1904-1906. It is well defined between gage heights 1.5 feet and 4 feet. Owing 

to frequent backwater from Youghiogheny River the discharge values for higher gage heights are liable 

to be in considerable error.
MONONGAHELA RIVER DRAINAGE BASIN. 37

Monthly discharge of Casselman Rirer at Confluence, Pa., for 1906. 

[Drainage area, 450 square miles.]

Month.

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

December

Discharge in second-feet.

Maximum. Minimum.

10,000 

866 

6,500 

5, 200

916

3,:>oo

767 

9,500 

370 

767 

1,440 

7,600

10,000

450 

260 

260 

370 

141 

141 

58 

228 

95 

141 

118 

370

58

Mean.

1,510 

417 

1,270 

1,970 

435 

560 

139 

1,650 

186 

282 

395 

1,890

892

Run-o 11.

Sec.-ft. per 

sq. mile.

3.36 

.927 

2.82 

4.38 

.967 

1.24 

.309 

3.67 

.413 

.627 

.878 

4.20

1. 98

Depth in 

inches.

3.87 

.97 

3.25 

4.89 

1.11 

1.38 

.36 

4.23 

.46 

.72 

.98 

4.84

27.06

NOTE. Values are rated as follows: Monthly means, excellent; discharge above gage height 5.0 

feet, fair.

Above gage height 4.0 feet there is frequently backwater at this station from the Youghiogheny 

River. No rating table has been used for these stages, and the daily discharge values are based on 

the study of the relative gage heights on Casselman and Youghiogheny rivers. This study shows that 

there is sometimes free flow at the Casselman station, but more often backwater.

LAUREL HILL CREEK AT CONFLUENCE, PA.

This station was established September 15, 1904. It is located at 

the highway bridge near the tannery, about one-fourth mile from the 

railroad station at Confluence, Pa. The conditions at this station 

and the bench marks are described in Water-Supply Paper No. 169, 

page 45, where are given also references to publications that contain 

data for previous years.
38 SURFACE WATER SUPPLY IN 1906.

The following discharge measurement was made May 26, 1906 :

Width, 82 feet; area,. 116 square feet; gage height, 1.96 feet; discharge. 53 second-feet.

Daily gage height, in feet, of Laurel Hill Creek at Confluence. Pa., for 1906.

Day.

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

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

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

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

^..... ..........

(>...............

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

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

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

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

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

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

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

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

]7..... .........

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

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

22

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

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

28...-.-......-.. 

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

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

Jan.

2.55 

2.45

2.7

4.0

3.2

2.85

2.65

2.7 

2.5 

2.3

2 25

2 4

2 35

2,3

2. 35 

2. 45

2. 55

2 9

3.05

2.9 

2.9

3.75

3.15

2.85

9 7

2.6 

2.5 

2.45

2.4

Feb.

2.3 

2.25

2.25

2.3

2.3

2.25

2.25

2.2 

2.2 

2.25

2.2

2.15

2.15

2.15

2. 1

2.1

2. 1

2.05

2.05

2.05

2.3

2.75

2.6

2.5

2.45

2.4

2.35

2.3

Mar.

2.5 

2.5

2.5

2.6

2.5

2.5

2.5

2.5 

2.5 

2.4

2.5

2.6

2.5

2.5

2.5 

2.45

2.45

2.4

2. 4

2.35

2.35 

2.4

2.35

9 'i

2.3

2.45

3.6

5.0 

3.8 

4.7

5.4

Apr.

3.6 

3.3

3. 4

3.5

3.8

4.6

3. 5

3. 15 

3.3 

3. 75

3.3

3 0

2.45

2. 1

3.6 

2 9

2.75

2. 5

2.6 

2. 65

2.8

2.75

2.7

2.7

2.6

2.5 

2.4 

2.4

May.

2.3 

2.5

2.6

2.4

2.35

2.3

2.3

2.25 

2.35 

2.4

2.3

2.3

2.25

2.2

2 9

 ) 9

2.15

2.05 

2.0

2.0

1 95

1.95

2.05

2.7 

2.35 

2.25

2. 15

June.

2.1 

2.05

1.85

1 8

q 9

3.5

3.0 

2.5 

2. 4

2.25

2.2

2.2

2.2

2.15 

2.1

2.05

2.0

2.0

9 1

2.3

2.25

2.1

2.0

2.05

2.0 

2?0 

1.95

July.

1.95 

1.9

1.85

1.9

1.8

1.8 

1.8 

1.8

1.75

1.75

1.7

1.7

1.75

1.75

1.7

1 9

2.0

1.85

1.7 

1 9

9 *}^

2.1

2.0

1.95

1.9 

1.9 

2.0

1 9

Aug.

1.85 

1.85

2 0

2.0

1 9

1.8

4.0

3.8 

4.8 

5.9

3.6

2.95

2.7

2.45

2.35 

2.25

2.25

3.45

3.3

3.25

2.75

26

2.5

9 o

2.25 

2.2 2*15

2.1

Sept.

2.05 

2.05

2.1

2.0

1 9

1.9

1.85

1.8

1.8 

2.15

2.0

1.8

1.8

2.0

1.85

1 I'T7C5

1.8

1.75

1.75

1.75

1.8 

1.75 

1.8

Oct.

1.95 

2.1

9 0

1.9

2.0

2.3

2.1 

1.95 

1.95

1 Q

1.9

1.85

1.85

1.8 

1.8

1 fi

1.8

1 Q

1 Q i

2.1 

1 9

1 S^

1 ST

1.8

1.75

1.85 

1.85

1.8

Nov.

1.8 

1.8

1.8

1.8

1.8

1.75 

1.75 '-'.

1C

1 Q

1.8

I

D

1.8 

1.9

3.0

2.75

9 *i^

9 'i

o 9£

2.2 

2.15 

2.1

Dec.

2.3 

2.3

2.4

2.35

3. 65

2.9

2.7 

5. 5

5.1

3.1

3.0

2.9 

2.85

3.2

9 8

2.7 

2.6

o F;^

o c

0 AK.

3.1 

3.05

NOTK. Discharge probably unaffected by ice conditions during 1900.

Rating table for Laurel Hill Creek at Confluence, Pa., for 1904 to 1906.

Gage 

height.

Feet.

1.60

1.70

1.80

1.90

2.00

Discharge.

Sec.-ft.

7

13

24

41

64

Gage 

height.

Feet.

2.10

2. 20

2.30

2.40

Discharge.

Sec.-ft.

93

128

169

215

Gage 

height.

Feet.

2.50

2.60

2.70

2.80

Discharge.

Sec.-ft.

266

321

379

440

Gage 

height.

 

Feet.

2.90

3.00

3.10

3.20

Discharge.

Sec.-ft.

503

568

634

701
BEAVER RIVER DRAINAGE BASIN. 39

Monthly discharge of Laurel Hill Creek at Confluence, Pa., for 1906. 

[Drainage area, 118 square miles.]

Month.

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

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

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

Discharj

Maximum.

2,800 

410 

2.000 

l.COO 

379 

950 

379 

2,000 

110 

169 

8<iO 

2,000

jo in second-feet.

Minimum.

148

78 

169 

93 

52 

24 

13 

24 

10 

18 

13 

169

Mean.

467 

159 

446 

582 

153 

170 

51.8 

445 

35.3 

47. 4 

142 

G13

Run-off.

Sec.-ft. per Depth in 

sq. milp. inches.

The year. 10

3.96

1.35

3.78

4.93

1.30

1.44

.439

3.77

.299

.402

1.20

5.19

2.34

4.56

1.41

4.36

5.50

1.50

1.61

.51

4.35

.33

.46

1.34

5.98

31.91

NOTE, Values aro rated as follows: Monthly means, excellent; discharge above gage height 3.5 feet, 

'air. Above gage height 3.2 feet there is usually backwater at this station from Youghiogheny and

No ratingtabk- ha? been used for these stages, the daily discharge values being 

based on the r-lativ-> run-off from the Casselman and Youghiogheny river drainage basins for low

Oasselman rvers

based

stages

BEAVER RIVER DRAIXAGE BASIN.

DESCRIPTION OF BASIN.

Beaver River is formed by the junction of Mahoning and Shenango 

rivers just below Newcastle, Pa. Mahoning River flows through a 

hilly and important territory. There are numerous water-power 

developments on it, and it forms an important adjunct in the water 

supply and sewage disposal of many towns along its course.

MAHONING RIVER AT YOUNGSTOWN, OHIO.

This station was established May 23, 1903, and was discontinued 

July 23, 1906. It is located about 2 miles below the center of the city 

of Youngstown, Ohio, at the highway bridge near the plant of the 

Hazleton Steel Company. The conditions at this station and the 

bench marks are described in Water-Supply Paper No. 169, page 48, 

where are given also references to publications that contain data for 

previous years.
40 SURFACE WATER SUPPLY IIST 1906.

Discharge measurements of Motioning River at Youngstown, Ohio, in 1906.

Date.

March 7 ....... 

May 14........

E. F. 

.....d

Ilydrographer.

Kriegsman .......................

Width.

Feet. 

...... 160

..... 153

Area cf 

section.

Sq. ft. 

655 

391

Gage 

height.

Feet. 

2.67 

1.19

Discharge.

Sec.-ft. 

1,4C( 

29f

Mean daily gage height, in feet, of Motioning River near Youngstown, Ohio, for 1906.

Day. ' Jan.

2............................................ 1.55

3............................................ 1.7

6............................................ 3.4

9............................................ 1.6

11............................................ 1.25

12............................................ 1.25

13............................................' 1.15

16. ...................... .....................1 1.7

17............................................ 2.05

19 ............................................ 2. 95

20...... ..................................... 3.15

21............................................ 3.65

23 ............................................ 3. 15

24 ............................................ 3.8

25............................................ 2.5

26 ............................................ 2. 0

28 ...-.-..-...-..---....--.-.-.-.--..--.---... 1. 55

29 ...............--.-....-.-..---.-.-..--....- 1 . 45

Feb.

1.35

1.15

1.2

1.05

1.0

.95

1.0

.9

.8

.75

.7

.8

.85

1.2

1.4

1.35

1.3

1.2

1.15

1.5

2.5

2.45

2.65

2.0

1.75

1.45

Kar.

1.8

4.8

4.2

4.5

4.8

4.2

3.5

2.4

2.35

2.0

1.85

1.35

1.75

1.7

1.6

1.45

1.4

1.55

1.35

1.3

1.35

1.5

1.65

1.7

9.2

11.55

11.4

8.3

6.45

Apr.

5. £5

3.75

2.65

2.2

1.85

2.2

2.1

2.25

2.4

3.15

4.35

3.35

2.85

2.35

2.2

2.15

2.05

1.9

1.8

1.7

1.65

1.3

1.3

1.25

1.2

1.2

1.15

1.2

May.

10

.95

.9

.95

2. 75

3.95

2.7

C.2

2.05

1.9

1.C5

1.45

1.4

1.15

1.2

1.1

1.1

1.05

1.0

1.05

1.0

.95

QC

.9

.85

.8

y

.8

.75

June.

0.8

.8

.75

.85

.7

.7

.75 i'o77

.9

.95

.9

.9

.85

1.0

.95

.8

.75

.8

.95

.85

.85

.8

.8

.75

.75

Q'«

q

.85

July.

0.85

.8

.75

.7

.85

.8

.75

.7

.8

.9

1.1

1.2

1.15

1.0

.95

.65

g

.85

NOTE. No ice conditions at this station.

Rating table for Mahoning River at Yotmgstoicn, Ohio, for 1905 and 1906.

Gage

height.

Feet.

0.70

.80

.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

Discharge.

Sec.-ft.

113

151

195

244

296

350

Gage

height.

Feet.

Discharge.

Sec.-ft.

2. 10 938

2.20 1,014

2.30 1,091

2.40 ' 1,170

2.50

2.60

406 2. 70

464 2.80

524 2.90

586

651

3.00

3.10

719 3. 20

1.90 ! 790

2. 00 ' 863

3.30

3.40

1,250

1,330

1,410

1,490

1,575

1,660

1,745

1,830

1,920

2,010

Gage

height.

Feet.

3.50

3.60

3.70

3.80

o.90

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

Dis- Gage

charge. height.

Sec.-ft.

2,110

2,210

2,310 '

2,410

2,510

2,610

2,810

3,030

3,250

3,470

3,690

3,910

4,150

4,390

Feet.

5.80

6.00

6.20

6.40

6.60

6.80

7.00

8.00

9.00

10.00

11.00

12.00

Discharge.

Sec.-ft.

4,630

4,870

5,130

5,390

5,650

5,910

6,180

7,580

9,080

10,600

12,200

13,900

NOTE. The above table is applicable only for open-channel conditions. It is based on 22 discharge 

mea siirements made during 1903-1906. It is fairly well denned between gage heights 0.9 foot and 2.5 feet. 

The table beyond these limits is based on 1 measurement at 7:8 and 1 at 10.8 feet, the latter being recomputed by the use of low-water soundings. Below 0.9 foot the curve is unsatisfactory, probably owing 

to the influence of the dam below, as at low stages the water may fall below the crest.
MTJSKTNGTJM RIVEE DRAINAGE BASIN. 41

Monthly discharge of Mahoning River at Youngstown, Ohio, for 1906. 

[Drainage area, 9."8 square miles.].

Month.

July 1-23 ......................................

Discharge in second-feet.

Maximum.

4,330 

1,370 

13,100 

4,330 

2,560 

244 

494

Minimum.

270 

113 

406 

296 

113 

113 

113

Mean.

1,1?0 

463 

2,560 

1,080

552 

167 

228

Run-off.

Sec.-ft. per 

sq. mile.

1.17 

.483 

2.67 

1.13 

.576 

.174 

.238

Depth in 

inches.

1.35 

.50 

3.08 

1.26 

.66 

.19 

.20

NOTE. Values are rated as follows: January to May, good; June to July, fair.

MTJSKINGITM RIVER DRAINAGE BASIN. 

DESCRIPTION OF BASIN.

Muskingum River is formed by the junction of Walhonding and 

Tuscarawas rivers in the east-central part of Ohio, flows southward, 

and enters Ohio River at Marietta, Ohio. The river is navigable 

below Zanesville, and the dams which were built as an aid to navigation are used for water power. There are good reservoir sites on 

some of the tributaries, and these could be used for storing water to 

augment the low-water flow. The records of the stations in this 

basin are of value accordingly.

MUSKINGUM RIVER AT ZANESVILLE, OHIO.

This station was established March 11, 1905. It is located at the 

Sixth Street Bridge, Zanesville, Ohio, 1,000 feet above the lowest 

lock which is maintained by the War Department, which furnishes 

the gage heights. It is about 3,000 feet below a dam and about the 

same distance below the entrance of Licking River, which also has a 

dam near its mouth. The conditions at this station and the bench 

marks are described in Water-Supply Paper No. 169, page 50. ,

Discharge measurements of Muskingum River at Zanesville, Ohio, in 1905 and 1906. ,

Date.

1905. 

March 11. ......

March 16. ......

March 16. ......

May 21. ........

June 13. '......

July 9.........

October 30.....

1906.

April 9. ........

May 22........

Hydrographer.

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

S. K. Clapp..................................

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

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

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

Width.

feet. 

531

510

501

472

489

475

495

469

415

493

485

48?

Area of 

section.

Sq. ft. 

6,270

2,840

2,660

2,920

4,680

2,470

2,280

2,180

2,280

1,810

3,430

8,340

1,980

2,000

Gage 

height.

Feet. 

16. 85

9.75

9.83

' 10.50

13.20

9.20

8.70

8.60

8.75

8.35

11.92

11.00

8.20

7.90

Discharge.

Sec.-ft. 

25,800

6,410

6,300

8,420

17,400

5,630

3,640

2,930

3,500

2,310

12,900

9,080

2,350

1,720

alee along shores at time of this measurement,
42 SURFACE WATER SUPPLY I IS" 1906.

Daily gage height, in feet, of Muskingum River at Zanesville. Ohio, for 1906.

Day.

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

2

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

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

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

7 - '

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

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

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

u..... ..........

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

13... . . .....

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

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

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

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

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

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

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

99

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

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

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

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

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

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

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

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

Jan.

9.8 

9.3

9.5 

13.1

14.25

14.2 

13.4

11.2

9.9

9.2

9 4

9.6

9 4

10.1

11.0

12.9

12. 85

12.2

11.7 

11.2

10.9

10.8 

10.5

10.2

9 9

9.6

9 3

9.2

9.1

9 1

Feb.

9.0 

8.9

8.5 

8.4

8.7

8.55 

8.3

8.4

8.4

8.5

8.2

8.3

8.5

8.5

8.4

8.6

8.8

8.6

8.5 

8.5

8.2

10.0 

10.1

10.0

9.9

9.7

9.2

Mar.

9.0

8.8

9.3

11.8

11.85

11.1 

11.1

9 9

9.8

9.7

95

9.4

9 4

9.2

9.2

9.1

9 1

9.0

9.1

9.5 

9.8

10.3

10.5 

10.1

9 7

10.1

17. 55

99 QC:

22 4

22.25

23.1

Apr.

21. 2

19! o

16.95 

14.8

13.0

12.35 

12.0

11.87

11.1

10.9

10.9

10.8

10.3

10.1

10.4

10.6

10.5

10.0

9.7

9.5 

9.3

9.1

9.0

8.9

8.9

9.4

10.4

10.9

10.1

May.

9.5 

9.2

9.1 

9.1

9.0

8.8 

8.9

8.9

8.8

8.7

8.6

S.6

8.5

8.5

8.5

8.5

8.4

8.3

8.2

8.1 

8.2

8.1

8.0 

8.0

8.0

8.0

7.8

8.4

8.1

8.0

8.0

June.

8.0 

8.0

8.0 

7.9

7.8

7.8 

7.8

8.1

8.1

8.0

7.9

7.8

7.7

7.7

7.6

7.8

7.8

8.1 

8.2

8.2

8.3 

8.6

8.7

Q A

8.1

8.4

8.0

8.0

July.

8.2 

8.0

7.9 

8.0

8.1

8.1 

8.0

8.0

8.3

8.2

8.1

8.1

7.9

7 9

7.8

8.1

8.8

8.9

9.3

9.5 

9.3

9.5

9.0

8 7

8.5

8.2

8.1

7 9

8.1

8.2

8.0

Aug.

8.5 

8.2

8.0 

7.9

7.8

7. 7

7.7

8.4

10.2

9.9

10.1

9.7

9.2

8.7

8.4

8.3

8.0

8.7

10.1

10.5 

10.4

10.1

10.1 

10.5

10.1

9.6

9.2

8 9

8.6

8.4

8.3

Sept.

8.1 

8.0

8.1 

8.1

8.8

8.7 

8.3

8.0

7.8

7.9

7.9

7.8

.8

.6

.6

.6

.8

7.8

7.9 

8.0

8.1

8.3 

8.1

8.0

7.9

7.8

7.8

7 9

7.9

Oct.

8.4 

8.6

9.0

8.8

8.5

8.8

9 0

9.5

9.5

9 2

9.3

9 1

8.7

8.6

8.4

8.4

8.3

8.5

9.1

9.5

9.7

9.2 

8 9

8.7

8.G

8.5

8.4

8.0

8.6

8.6

Nov.

8.5

8.4

8 3

8.2

8.1

8.1

8.2

8.1

8.1

8.1

8.1

8.3

8.3

8.5

9.5

10.4 

11.1

14.3

13 4

11.0

10.4

9.9

9 5

9

9

9 1

Dec.

9.0

8.8

8.9

8.8

8.6

9.3 

12.05

13.1

12.25

11.6

11.8

11 9

n o

11.2

11.2

14.8

H or

13.45

12.4

11.0 

11.0

10.7

10.5 

10.0

9 7

9 1

9.1

10.1

U O

12.6

14.2

NOTE. Flow slightly affected by ice conditions during Februar5T .

Rating table for Muskingum River at Zanesville, Ohio, for 1905 and 1906.

Gage 

height.

Feet.

7.60

7.70

7.80

7.90 

8.£>0

8.10

8.20

8.30

8.40

8.50

8.60

8.70

8.80

8.90

9.00

Discharge.

Sec.-ft.

1,180

1,370

1,560

1,760 

1,960

2,160

2,370

2,580

2,790

3,000

3,220

3,440

3,6/0

3,900

4,140

Gage 

height.

Feet.

9.10

9.20

9.30

9.40 

9.50

9.60

9.70

9.80

9.90

10.00

10.10

10.20

10.30

10.40

10.50

Discharge.

Sec.-ft.

4,380

4,620

4,860

5,110 

5,31>0

5, 6'10

5,870

6,130

6,390

6,660

6,930

7,210

7,490

7,780

8,070

Gage 

height.

Feet.

10.60

10.70

10.80

10.90 

11.00

11.20

11.40

11.60

11.80

12.00

12.20

12.40

12.60

12.80

13.00

Discharge.

Sec.-ft.

8,370

8,670

8,980

9,290 

9,600

10,230

10, ,870

11 ,,530

12,210

12,.qjJO

IS,' 610

14, 340

15, 080

15,840

16,600

1 Gage 

height.

Feet.

13.20

13.40

13.60

13.80 

14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

Discharge.

Sec.-ft.

17, 360

18, 140

18, 920

19, 700 

20.&00

24, 600

29,000

33,500

38,000

42;5BO

47, 100

51,700

56,300

60,900

65,600

NOTE. The above table is applicable only for open-channel conditions. It is based on discharge 

measurements made during 1905 and 1906. It is well defined between gage heights 7.9 feet and 14.0 feet.
MUSKINGTJM RIVER DRAINAGE BASIN. 43

Monthly discharge of Muskingum River at Zanesville, Ohio, for 1905 and 1906. 

[Drainage area, 5,830 square miles.]

Discharge in second-feet.

Month. 

Maximum.

1905. 

April 9-3>) ..................................... 11, 500

June .......................................... 25, 500

July. .......................................... 6, 660

September .................................... 11, 900

October ....................................... 14, 300

1900.

February "... ................................. 6, 930

April. ......................................... 52, 600

May. .......... ... ... .......... ....... ... 5,360

August ............. . ....................... 8, 070

September. .................................. 3,670

November.... ............................... 21,700

December..... ... ... ...................... 23,800

The vear ................................ 65, 400

Minimum.

2,790 

2,370 

3,220 

1,960 

1,370 

1,370 

1,960 

2, 370 

3,440

4,380 

2,370 

3,670 

3,900 

1,560 

1,180 

1,560 

1,370 

1,180 

2,580 

2,160 

3,220

1,180

Mean.

5, 260 

11,200 

9,780 

3,480 

4,560 

4,280 

4,300 

4.280 

10,800

9, 590 

3,710 

14,300 

12, 100 

2,900 

1,980 

2,720 

4,380 

1,920 

3,760 

5,270 

10,600

6,110

Run-off.

Sec. -ft. per 

sq. mile.

0.902 

1.92 

1.68 

.597 

.782 

.734 

.738 

.734 

1.85

1.64 

.636 

2.45 

2.08 

.513 

.340 

.467 

.751 

.329 

.645 

.904 

1.82

Depth in 

inches.

0.74 

2.21

1.57 

.69 

.90 

.82 

.85 

.82 

2.13

1.89 

.66 

2.82 

2.32 

.59

!54 

.87 

.37 

.74 

1.01 

2.10

1.05 14.29

a Values for February, 1906, probably somewhat in excess of the true values, since no correction was 

made for the effect of ice conditions. The measurement n ade February 12, 1906, indicated that on that 

day the flov,r was 10 per cent less than the flow as given by the open-channel rating.

. Values for 1905 and 1906 are excellent, except those for February, 1906, which is good.

LICKING RIVER AT PLEASANT VALLEY, OHIO.

This station was established November 14, 1902, and was discontinued July 21, 1906. It is located at the highway bridge 300 feet 

north of the railroad station at Pleasant Valley, Ohio, and 9 miles 

northwest of Zanesville, Ohio. The conditions at this station and 

the bench marks are described in Water-Supply Paper No. 169, page 

52, where are given also references to publications that contain data 

for previous years. The records at this point are especially valuable 

because Licking River is a source of possible water supply for 

Zanesville.

Discharge measurements of Licking River at Pleasant Valley, Ohio, in 1905 and 1906.

Date.

1905.

May 22......... 

June 19

July 9. .........

August2S...... 

Octob©r 30

1906.

Anrll 0

Hydrographer.

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

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

M. S. Brennan ............................... 

S. K. Clapp........................... ......

R. W. Pratt ................................. 

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

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

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

Width.

Feet. 

95

122

80

79 

80

70

65

67

69

79

97

Area of 

section.

Sq.ft.

499

647

355

337

317

255

242 

241

284

405

452

Gage 

height.

Feet. 

4.70

6.00

3.13

2.86 

2.40

1.92

1.58 

2.33

2.32

4,05

3.63

-Discharge.

Sec.-ft. 

1,340

1,730

447

502 

391

347

114 

241

318

906

919
44 SURFACE WATER SUPPLY IN 1906.

Daily gage height, infect, of Licking River at Pleasant Valley, Ohio, for 1906.

Day.

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

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

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

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

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

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

g

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

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

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

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

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

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

10

20

91

22

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

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

OK

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

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

29

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

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

Jan.

2.8

2.6

10.8

8.8

6.7

4.9

4.0

3.6

3.3

3.1

2.9

4.4

8.8

5 9

5.0

4.4

3 9

3.5

3.6

f 4

3.1

2.9

2

O

2.7

2.7

2.6

2.6

Feb.

2.6

2.6

2.5

2.5

2.5

3.3

2.7

2.6

2.6

2.6

2.4

2.3

2.3

3.8

3.3

3.1

3.0

2.9

2.6

Mar.

2.3

2.3

2.5

6.5

4.6

3.4

3.2

3.1

3.1

3.0

2.9

2.8

o'7

2.6

2.6

2 5

2.6

2.7

2 5

o a

3.1

2.8

16.0

7.8

10.8

Apr.

9.0

6.8

5.2

4.6

4.1

4.5

4.2

3.8

3.6

3.8

3.7

3 A

3.2

q 1

4.1

3.8

3.4

o i

3.0

2.9

O 7

2.6

2.6

2.8

3.1

2.8

2.7

2.6

May.

2.5

2.5

2.7

2.6

2.5

2.4

2.3

2.3

2.6

2.4

2.3

2.2

2.1

2.1

2.1

2.1

2.1

2.1

2.0

2.0

9 Q

1.9

1.9

1.9

1.9

2.3

2.4

June.

2.1

2.6

2.3

2.1

2.0

2.1

2.0

2.0

1.9

1.9

1.8

1.8

1.8

1.9

1.9

1.8

2.2

2.3

o 9

2.3

2.1

1.8

5.9

2.4

July.

2.2

2.0

1.9

3.5

2.8

2.4

2.1

2.0

1.9

1.8

2.1

1.9

1.8

1.8

1.8

1.8

3.0

2.9

2.4

2 0

NOTE. Ice conditions February 5 to 20; ice attained a thickness of about 0.5 foot. 

Rating tables for Licking River at Pleasant Valley, Ohio. 

JANUARY 1, 1905, TO MAY 12, 1905."

Gage 

height.

Feet.

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

Discharge.

Sec. -ft.

54

66

81

99 , 120

143

170

200

Gage 

height.

Feet.

2.20

2.30

2.40

2.50

2.60

2.70

2.80

Discharge.

Sec.-fi.

230

260

Gage 

height.

Feet.

2.90

3.00

290 3. 10

320 ! a 20

350

390

430

3.30

3.40

3.50

Discharge.

Sec. -ft.

470

510

550

590

630

070

, 710

Gage 

height.

Feet.

3.60

3.70

aso

3.90

4.00

4.20

440

Discharge.

Sec.-ft.

760

810

860

910

960

1,080

1,200

a This table is applicable only for open-channel conditions. It is based on discharge measurements 

made during 1904 and 1905. It is not well defined. Above gage height 4.4 feet the following rating table 

should be used.

MAY 13, 1905, TO JULY 21, 1900.a

1. 40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

80

100

120

140

165

190

220

250

2.30

2. 40

2.50

2.60

2.70

2.80

2.90

3.00

310

340

370

400

440

480

520

560

280 I 3.10 600

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

400

640

680

720

760

810

860

910

960

1,010

420

440

4.60

480

5.00

5.20

5.40

1,110

1,210

1,320

1,440

1,560

1,700

1,840

a This table is applicable only for open-channel conditions. It is based on discharge measurements 

made during 1905. Above gage height 5.0 feet the rating curve is a tangent, the difference being 70 per 

tenth. All determinations of discharge based on this ana the preceding rating table are subject to large 

errors over periods varying from a few days to several months. This is due to changes in conditions of 

flow during Doth high and low stages,
KANAWHA RIVEK DRAINAGE BASIN. 45

Monthly discharge of Licking River at Pleasant Valley, Ohio, for 1905 and 1906.

[Drainage area, ('.90 square miles.]

Month.

1905.

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

1900.

July 1-21 ......................................

Discharge in second-feet.

Maximum.

1.440 

2,400 

5.410 

1,910 

5,550 

2,540 

720 

2,890 

1.770 

3,800 

2,330 

5,200

5,550

5.620 

910 

9,260 

4,360 

440 

2,190 

760

Minimum.

50 

50 

320 

170 

170 

165 

80 

80 

80 

120 

190 

310

50

370 

200 

310 

370 

190 

165 

165

Mean.

368 

482 

1,200 

370 

987 

595 

168 

357 

285 

600 

549 

1,020

580

1,210 

348 

1,440 

931 

289 

317 

290

Run-off.

Sec.-ft. per 

sq. mile.

0.529 

.693 

1.72 

.532 

1.42 

.855 

.241 

.513 

.409 

.862 

.789 

1.47

.836

1.74 

.500 

2.07 

1.34 

.415 

.455 

.417

Depth in 

inches.

0.61 

.72 

1.98 

.59 

1.64 

.95 

.28 

.59 

.46 

.99 

.88 

1.70

11.39

2.01 

.52 

2.39 

1.50 

.48 

.51 

.33

a Ice conditions January 4-March 2, 1905.

NOTE. Values for 1905 and 1906 have been corrected for ice conditions during frozen periods. Values 

for 1905 and 1906 are fair. For relatively short periods the values are frequently only approximate 

owing to changing conditions of flow.

KANAWHA RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN.

Kanawha River, which rises in Watauga, Ashe, and Alleghany 

counties, N. C., flows northwestward through Virginia and West Virginia and joins Ohio River at Point Pleasant, W. Va. In its upper 

course it is known as New River. The headwaters lie in the Appalachian Mountains, among the high ridges which form the divides 

between the drainage basin of this river and Yadkin River on the east 

and Holston River on the west. The upper tributaries drain narrow 

valleys of the mountainous region of North Carolina, and their slopes 

are generally steep and their beds rough. The main river cuts the 

Allegheny Front just below Pearisburg, Va.; thence the river's course 

is through a narrow valley of West Virginia over a rough bed with 

many falls and rapids. The basin is as beautiful and picturesque as 

any in the eastern part of the United States. The country on its 

lower courses, through which the Chesapeake and Ohio Railway 

passes, is noted for its scenic beauty. Below the junction with the 

Gauley the river is known as the Kanawha.

The principal tributaries of New River are Little River, which 

empties near Radford, Va., and Greenbrier River, which rises in the 

eastern part of West Virginia and joins New River at Hinton, W. Va.
46 SURFACE WATER SUPPLY IN 1906.

NEW RIVER AT RADFORD, VA.

This station was established August 1, 1898, and was discontinued 

July 15, 1906. It is located at the highway bridge near the Norfolk 

and Western Railway station. The conditions at this station and the 

bench marks are described in Water-Supply Paper No. 169, page 54, 

where are given also references to publications that contain data 

for previous years. The length of the chain is now 86.95 feet. The 

following discharge measurement was made June 11, 1906:

Width, 568 feet; area, 1,690 square feet; gage height, 3.6 feet; discharge, 1,970 

second-feet.

Daily gage height, infect, of New River at Radford, Va.,for 1906.

Pay.

9

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

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

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

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

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

15

17

19

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

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

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

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

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

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

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

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

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

31

Jan.

4.0

3.9

4.1

6.9

6.1

5.7

5.4

4.5

4.3

4.2

3 7

3.6

4.3

4.9

4.5

4.2

"5 9

Feb.

5.1

4.9

4.9

4.5

4.3

4.7

4.3

4.4

4.3

3.8

3.7

3.8

3.7

o 7

3.9

4 2

4 3

4.1

Mar.

4.0

4.1

4.2

4.8

4.9

4.7

4.4

4.5

4.3

4.2

11

4.1

4.2

A 9

5.4

4.7

4 5

5.0

4.5

4.4

4.8

6.8

Apr.

6.2

5.3

4.9

4.7

4.4

4.1

4.1

4.4

4.3

4.4

43

4.3

4.3

4.1

4.3

5 2

4.8

4.3

4.2

4.1

3 7

3 9

3.8

3.8

3.8

May.

3.9

3.9

3.8

4.2

4.1

A e;

4.6

4.3

4.3

4.1

4.0

3.8

3.7

q 7

q Q

3.7

q o

q 7

3.7

3.8

' 3.7

3 7

3 9

0 Q

June.

3.7

3.7

3.8

3.7

3.7

3.8

q 7

3.7

3.8

3.7

3.6

3.6

3.9

5.85

6.0

K 0

A Q

4.6

4.3

4.0

3.8

3.8

q 7

July.

' 3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.8

3.8

3.7

o 7

3.7

3.7

3.6

3.6

NOTE. Discharge not affected by ice conditions during 1906.
KANAWHA RIVEE DRAINAGE BASIN. 47 

Rating table for Xew River at Radford, Va.. for 1898 to 1906.

Gage 

height.

Discharge.

Feet. Scc.-ft.

3. 00 2, 1(50

3.70

3. 80

3.90

4.00

4. 10

4.20

4 30

2,430

2,710

3,000

3,290 i

3,590

3,900

4,220

4^40 4,550

4. 50 4, 900

4. 60 5, 260

4.70 5,030

4. 80 6, 000

Gage 

height.

Dis- ! Gage 

charge. height.

Dis- Gage 

charge. height.

Discharge.

Feet. Sec.-ft. Feet. Sec.-ft. Feet. Sec.-ft.

4.90 6,380 6.20 11,610 8.00

5.00

5. 10

5.20

5.30

5.40

5.50

0,770 6.30 12,040

7, 160 6. 40

7,550 6.50

7,940 6.60

8,340 6.70

12, 470

12,900

13,340

13,780

8,740 0.80 14,230

5.00 9,140 ; 6.90 14,080

5.70 9,540 7.00 15,130

5.80 ; 9,950 7.20 16,030

8.20

8.40

8.00

8.80

9.00

19,920

20, 990

22,100

23, 250

24, 440

25, 650

9. 20 20, 870

9. 40 28, 100

9. 60 29, 340

9. 80 30, 580

5.90 10,360 7.40 16,950 ; 10.00 31,820

6.00 10,770 ! 7.60 17,900 | 10.30

6.10 11,190 ! 7.80 18, 890

33, 720

and velocity curves and is only approximate

Monthly discharge of New River at Radford, Va., for 1906. 

[Drainage area, 2,720 square miles.]

Month

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

Mav..... .. ....................... . ......

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

Discharge in second-feet.

Maximum.

33, 700 

7, 160 

14, 200 

11.600 

5,260 

10, 800 

2,710

Minimum.

2,] 60 

2,430 

3,290 

2,430 

2,430 

2,160 

2,160

Mean.

8,070 

3, 930 

5, 230 

4,550 

3,100 

3, 970 

2,310

Run-off.

Sec.-ft. per 

sq. mile.

2.97 

1.44 

1.92 

1.67 

1.14 

1.46 

.849

Depth in 

inches.

3.42 

1.50 

2.21 

1.86 

].31 

1.63 

.47

NOTE. Values for 1906 are excellent.

GREENBRIER RIVER AT ALDERSON, W. VA.

The gaging station was established August 1, 1895, and was discontinued July 15, 1906. It is located at the highway bridge one-half 

mile above the mouth of Muddy Creek, in the village of Alderson, 

W. Va., 21 miles above Hinton. The conditions at this station and 

the bench marks are described in Water-Supply Paper No. 169, page 

57, where are given also references to publications that contain data 

for previous years.
48 SURFACE WATER SUPPLY IN 1906.

The following discharge measurement was made June 13, 1906:

Width, 325 feet; area, 475 square feet; gage height, 2.."0 feet; discharge, 602 secondfeet.

Daily gage height, infect, of (Ireenbrier River at Alderson, W. Va.,for 1906.

Day.

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

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

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

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

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

0

»:::::::::::

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

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

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

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

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

Jan.

9 Q

2.8

4.45

7.5

6.5

4.8

3.9

 ? <;

3.3

2.65 ? n

4.1 ? Q<;

Feb.

3.2

3.0

2.8

2.65

2.55

2.6

2.55 

2.45

2.4

2.4

9 3^

2.3

2.3

2.3

2.3

Mar.

2.3

2.25

2.25

4.8

3.8

3.3 

3.1

3.05

2.6

2.55

2.6

7.1

Apr.

5.1

4.8

4.2

o 7

3.5

3.5

3.2 

4.0

3.8 

3.1

4.6

3.7

3.4

5.32

May.

2.9

2.8

2.75 ? n

3.35 t ?

3.2 

3.2

3.2 

3.1

3.0 

2.9

2.7

2.6

2.5

2.6

June.

2.6

2.6

2.55

2.55

2.55

2.55 

3.0

3.0 

2.6

2.55

9 <;

2.5

2.5

2.5

Day.

17

18..........

19..........

20..........

21..........

22..........

23.......... 

24..........

25..........

27.......... 

28..........

29 .........

30..........

31..........

Jan.

38

3.45

3.3

3.15

3.0

9.3

8.8

5.5

39

3 9

3.6

3.4

Feb.

*1

2.0

2.0

2.1

2.15

2.85 

2.7

2.6 

2.5

2.45

Mar.

5.5

4.22

3.7

4.1

4.2

4.0

4.1 

4.05

4.0

5.1

6.0

6.4

Apr.

4.9

3.7

3.55

3.4

3.2

3.1

3.05 

2.9

2.8 

2.75

2.75 

3.8

3.25

3.05

May.

2.7

2.8

9 71

2.7

2.7

2.65

2.6 9 <;

2.5

9 ^

9 ^

2.6

June.

9 ^

3.5

0 OK

3.0

2.5

2.3

2.2

2.1

Rating table for Greenbricr liicer at Alderson, W. Va.,for 1905 and 1906.

Gage 

height.

Feet.

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

Discharge.

Sec.-ft.

340

431

537

659

798

954

1,124

1,301

1,483

],670

1,862

2,059

2,261

Gage 

height.

Feet.

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.3

4.40

4.50

Discharge.

Sec.-ft.

2,468

2,680

2,897

3,119

3,346

3,579

3,818

4,062

4,310

4,561

4,815

5,072

5,332

Gage 

height.

Discharge.

Feet. Sec.-ft.

4. 60 5, 595

4.70 5,861

4.80

4.90

5.00

5.20

5.40

5.60

6,130

6,403

6,680

7,243

7,818

8,412

5.80 9,031

6.00

6.20

6.40

6.60

9,675

10,340

11,025

11,725

Gage 

height.

Feet.

6.80

7.00

7.20

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

9. CO

9.30

Discharge.

Sec.-ft.

12, 425

13,140

13,860

14,600

15.350

16,120

16,910

17,710

18, 510

19, 330

20, 170

21,030

22,350

NOTE. The above table is applicable only for open-channel conditions. It is based on 10 discha-ge 

measurements made during 1P03-]905 between gage heights 1.4 feet and 8 feet. It is well defined between 

these limits.

Monthly discharge of Greenbrier River at Alderson, W. Va.,for 1906. 

[Drainage .area. 1,340 square miles.]

Discharge in second-feet. Run-off.

Month.

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

Maximum.

22, 400

2,260

13,500

7,820

2,570

2,900

Minimum.

1,210

340

598

1,390

954

431

Mean.

5,110

928

4,770

3,520

1,490

1,180

Sec.-ft. per 

sq. mile.

3.81

.693

3.56

2.63

1.11

.881

Depth in 

inches.

4 C9

.72

4.10

2.93

1.28

.98

NOTE. Values for 1906 are probably excellent.
SURFACE WATEB SUPPLY IN 1906. 49 

SCIOTO TCIVEIl DRAINAGE BASIN.

DESCRIPTION OF BASIN.

Scioto River rises in the eastern part of Auglaize County, Ohio, 

flows eastward for about 40 miles and then almost due south, entering the Ohio at Portsmouth. Below Columbus, where it is joined by 

the Olentangy, it is one of the largest and most important streams in 

tho State. The United States Geological Survey maintains stations 

on both Scioto and Olentangy rivers at Columbus for the p'urpose of 

studying the water supply and sewage disposal of that city. The 

river has considerable fall and flows through a hilly basin, forming 

numerous good locations for water-power developments.

SCIOTO RIVER NEAR COLUMBUS, OHIO.

This station was originally established for the Ohio State board of 

health to obtain data for the water-supply and sewage-disposal 

problems of Columbus. It was located on the Grand View Avenue 

Bridge, 3 miles northwest of Columbus post-office, and was reestablished on the same bridge for the United States Geological Survey on 

November 21, 1903. The station was discontinued July 21, 1906. 

The conditions at this station and the bench marks are described in 

Water-Supply Paper No. 169, page 60, where are given also references 'to publications that contain data for previous years.

Daily gage height, in feet, of Scioto Hirer near Columbus, Ohio, for 1906.

Day.

1

9

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

°1

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

23..................'........................ .

24

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

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

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

30.........................................:..

Jan.

10.6

10.6

10.5

12.75

13.3

12.61

12.3

11.5

11.4

10.5

10.49

10.36

10.43

9.84

12.9

13.3

12.25

11.49

11.4

11.7

12.78

11.65

11.0

10.53

Feb.

10.41

9.96

10.06

10.06

9.99

Q Q

9.89

10.02

9.9

9.8

9.72

9.73

9.73

9.98

9.89

9.78

9.82

9.9

9.82

9.9

9.54

10.09

10.3

10.7

10.0

10.8(j

10.7

10.3

Mar.

10.08

11.7

11.8

12.2

11.7

10.7

10.73

10. r>3

10.72

10.77

10.75

10.55

10.5

10. 45

10.32

10.3

10.29

10.29

10.41

9.94

10.05

10.25

10.09

10.31

10. 61

21.1

17.37

18.5

Apr.

16.7

15.56

14.7

13.6

12.7

11.48

11.75

11.7

11.6

11.48

11.22

11.09

10.89

10.7

12.12

11.8

11.48

10. C2

10. 76

10.7

10.32

10.48

10.3

10.19

10.27

10.51

10 9

10.56

May.

10.4

10.3

10.15

10.06

10.05

10.02

9.99

9.9

9.91

9.8

9.7

9 7

9.69

9.7

9.7

9.72

9.7

9.6

9.59

9.55

9.5

9.48

9.98

9.7

9.5

9.5

9.48

9.7

9.69

9.7

9 64

June.

9.63

10.1

9.8

10.45

9.53

9.45

S.15

9.1

9.3

10.2

10.0

9.7

9.6

9.6

9.46

9.4

9.3,"

9.4

9.35

9.89

9.77

9.50

9.6

9 71

9.S2

9.8

9.7

9. 02

9.51

9.37

July.

9.3

9.31

9.25

9.2

9.7

9.52

12.3

10.98

10.72

10.19

10.52

9.99

9.52

9.6

9.53

9.6

9.54

9.5

9.51

9.48

9.46

IEE 205 07-
50 SURFACE WATER SUPPLY IN 1906.

Ratincj table for Scioto River near Columbus, Ohio, for 1904 to 1906.

Gage 

height.

Feet.

9.10

9.20

9. SO

9.40

9.50

9. GO

9.70

9 80

9.90

Discharge.

Scc.-ff.

43

61

81

103

128

156

186

Gage Disheight. charge.

Feet. Stc.-ft.

10.40 475

10. 50 K.O

10. (,0 585

10. 70 645

10 80 705

10.90 765

11.00 830

218 11.10 895

253

:o oo -^91

10 10 332

11.20 965

Gage 

height.

Feet.

11.70

11.80

11.90

12.00

12 20

12.40

12.t,0

12.80

13.00

11. LO 1,0.5 ii 13.20

11.40 1.110

50 20 376 11.50 1.185

13.40

13. tO

Jl.,0 -124 11. (0 1,2(0 13.80

Discharge.

Sec.-ft.

1,340

1,420

Gage 

height.

Feet.

14.00

14.20

1,500 14.40

1,585 14.60

1,755 ' 14.80

1, 935 15 00

2,120 16.00

2.310 17.00

2,5,0 1800

2,715 1900

2,925 20 00

3,145 21.00

Discharge.

Sec.-ft.

3,595

3,825

4,065

4,205

4,555

4,805

6, ICO

7,640

9,200

10,850

12, 1 00

14/.50

3,3t5

NOTF. The above tal.Ie is applicable only for oj en-channel conditions. It is based on 17 discharge 

measurements made during T 904-5. 'It is well defined between gage heights 9 feet and 12 feet. The 

taole above 12 feet is by pod on 4 measurements from 18 to 23 feet gage height.

Monthly discharge of Scioto River near Columbus, Ohio, for 1906. 

[Drainage area, 1,050 square miles.]

Discharge in second-feet. Run-off.

Month.

Maximum. Minimum.

January!.......... ........................... 2,820 232

February...... ............................... 741 , 139

March . . . ..... ....... .................... 14, 600 268

April......................................... 7,190 372

May .......................................... 475 123

June..... ..................................... 502 43

July 1-21..................................... 1,840 61

Mean.

1,240

317

2,330

1,450

218

176

302

sq. mile.

1.18

.302

2.22

1.38

.208

.168

.288

1.36

.31

2.56

1.54

.24

.10

.22

NOTE. Values for 1906 are probably excellent. This estimate of accuracy is dependent on continuance of the conditions of flow in 1905, as no measurements have been made in 1906. Thevaluefor 

February may also be slightly in error, due to ice conditions.

OLENTANGY EIVEE NEAR COLUMBUS, OHIO.

This station was established October 7, 1903, in connection with the 

water-supply and sewage-disposal investigations of the city of 

Columbus, Ohio. It is located 4 miles north of the Columbus postoffice and one-fourth mile west of North High street, at the Dodridge 

Street Bridge. This station was discontinued July 23, 1906. The 

conditions at this station and the bench marks are described in 

Water-Supply Paper No. 169, page 64, where are given also references to publications that contain data for previous years.

Gage heights for 1906 are considered very unreliable and hence are 

not published. The following discharge measurements were made 

during 1906:

Discharge measurements of Olentangy River near Columbus, Ohio, in 1906.

Date.

February 13°.. Brennan a

Hydrographer.

j-sman

do .....*,...

Width.

Feet. 

135 

151 

142 

138

Area of 

section.

Sg. ft . 

397 

832 

658 

493

Gage 

height.

Feet. 

6.77

8.84 

7.84 

6.86

Discharge.

Sec.-ft. 

72 

1,340 

598 

190

aRiver entirely frozen over. Average thickness of ice, 0.6 foot; ice smooth underneath. Gage height 

is to water surface, which was about 0.05 foot below the ice surface.
SUKFACE WATER SUPPLY IN 1906. 51 

LITTLE MIAMI RIVTJR DRAINAGE BASLN".

DESCRIPTION OF BASIX.

Little Miami River rises in the southeastern part of Clark County, 

flows southwest through Greene and Warren counties, and enters Ohio 

River just above Cincinnati. The greater part of the drainage area 

lies to the east, as there is only a narrow piece of country between this 

and Miami River. The Little Miami is the best power river in the 

State of Ohio, and the data collected in this basin are of value in that 

connection and also in connection with sewage and other waste disposal at Springfield.

LITTLE MIAMI RIVER AT LOVELAND, OHIO.

This station was established May 19, 1906, and discontinued July 

20, 1906. It is located at the Main Street Bridge in Loveland, Ohio, 

about 800 feet above the Baltimore and Ohio Railroad bridge in 

order to furnish data for water-power estimates and for study of 

methods of disposing of waste products.

The channel is practically straight for 900 feet above and below the 

station and bends sharply to the right about 900 feet below. Both 

banks are high and do not overflow. The bed is a rock ledge covered 

with a thin layer of sand. The velocity is medium. Measurements 

may be affected by the ruins of an old dam about 1,300 feet below the 

station.

Discharge measurements are made from the upstream side of the 

two-span highway bridge to which the gage is attached. The initial 

point for soundings is the face of the right abutment. A standard 

chain gage is fastened to the band rail of the bridge; length of chain, 

29.00 feet. The gage was read by Stewart Williams. The gage is 

referred to a standard United States Geological Survey bench mark 

embedded in the top of the right abutment of the upstream side of the 

bridge, and stamped "584 Columbus datum," elevation 23.19, above 

the gage datum.

Discharge measurements of Little Miami River at Loreland, Ohio, in 1906.

Hydrographer.

April 12... 

May 21.... 

June 8.....

Width.

Feet. 

291 

282 

276

Area of 

section.

Sq. ft.

Gage 

height.

Feet.

4.30

3.40

3.37

Discharge.

Sec. -ft.

995

344

324
52 SURFACE WATER SUPPLY IN 1906.

Daily gage height, infect, of Little Miami Hirer at Loveland, Ohio.

Day.

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

Q

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

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

1 *}

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

May. June.

1 ^9

3.12

2.95

3.<i

o oc

3.05

3.02

3.12

3.28

3 22

July.

2.85

2.9

2.9

3.3

o 49

3.35

3.3

3.18

2.98

3.22

Day.

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

19

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

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

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

97

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

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

30. ....-.---...-.-........

May.

3.3

3.15

3.25

3.25

3.88

3.45

3.3

 1 OO

4.25

3.52

3.4

3.42

June.

3.0

3.28

3.2

3.12

3.0

2.9

3.32

3.05

3.08

3.15

2.98

July.

4.18

3.6

3.3

4.9

MAD RIVER NEAR SPRINGFIELD, OHIO.

This station was established December 31, 1903, and discontinued 

March 31, 1906. It is located at the highway bridge 4 miles west of 

Springfield, Ohio, about 500 feet below the old Red Mill dam. The 

conditions at this station and the bench marks are decribed in WaterSupply Paper No. 169, page 67, where are given also references to 

publications that contain data for previous years.

Discharge measurements of Mad River near Springfield, Ohio, in 1904 and 1905.

Date.

1904.

March 25. .....

July 30 a ......

December 28 « .

1905.

May 20........

1906.

Hydrographer.

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

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

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

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

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

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

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

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

R. W. Pratt .................................

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

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

R. W. Pratt .................................

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

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

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

Width.

Feet. 

55

60

99

63

82

97

96

96

130

165

125

108

117

113

111

103

111

105

105

115

Area of 

section.

Sq.feet.

292

701

337

239

80

92

95

99

117

939

926

935

830

430

350

330

699

321

744

702

524

Gage 

height.

Feet.

6 60

10.20

6,90

5.82

5 65

5.50

5.59

5.64

6.50

6.63

6 97

6 13

6 64

6 00

5 92

5.86

5.87

6.18

6.15

7,42

Discharge.

Sec. -ft. 

334

547

2,560

820

262

174

138

127

145

150

407

527

750

326

818

341

279

234

259

351

300

1,420

a Made at different sections.
LITTLE MIAMI RIVEE DRAINAGE BASIN. 53

Daily gage height, in feet, of Mad River near Springfield, Ohio, for 1906.

Day,

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

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

S... .......................................

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

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

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

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

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

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

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

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

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

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

March.

6.0

5.9

7.7

6.7

6.3

6.2

0.3

6.3

6.3

6.3

6.3

6.2

6.2

6.2

6.1

Day.

17.....-.....-.....-.......-.....--..-.---.

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

19

20.........-.-.....-.....-.-.-.-.---.-.--..

21

22

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

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

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

97

28....-......-.-...........-...-.---.-.-.-. y).. ......................................

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

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

March.

6.1

6.0

6.0

6.0

6.1

6.1

6.2

6.1

6.2

7.0

15.0

11.3

9.6

11.0

10.5

Rating table for Mad River near Springfield, Ohio, applicable February 7 to March 27 

and July 14 to October 31, 1904; January 13 to February 3, February 22 to May 12, 

and July 1 to October 16, 1905.

Gage

height.

Feet.

Dis- Gage

charge. height.

Sec.-ft.

5. 20 35

5. 30 ! 60

5.40 90

5.50

5.60

5.70

5.80

5.90

6.00

123

Dis- Gage

charge, height.

Feet. Sec.-ft. Feet.

Discharge.

Sec.-ft.

6.10 345 7.00 740

6. 20 385

6.30

6.40

425

465

157 6. 50 505

192 6. 60

228

266

305

6.70

6.80

6.90

7. 20 840

7. 40 ' 940

7. 0 1,040

7.80

550 8. 00

595 8. 20

640

690

8.40

8.60

1,145

Gage

height.

Feet.

8.80

9.00

10.00

11.00

12.00

1,255 13.00

1,365

1,475

1,590

14.00

15.00

Discharge.

Sec.-ft.

1,710

1,830

2,440

3,080

3,790

4,515

5,265

6,015

NOTE. The above table is applicable only for open-channel conditions. It is bised on discharge 

measurements made during 1904 and 1905. It is based on an average curve, and is applied directly over 

the periods indicated above. During periods when discharge measurements do not plot fairly close 

to the curve it has been used as a basis for determining the daily discharge by the indirect method for 

shifting conditions of flow. Below gage height 5.4 feet the curve is only approximate.
54 SURFACE WATER SUPPLY IN" 1906.

Monthly discharge of Mad River near Springfield, Ohio, for 1904 to 1906. 

[Drainage area, 290 square miles.]

Discharge in second-feet. Run-off.

Month.

1904.

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

1905.

Julv ...........................................

October 1-16 ..................................

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

1900.

Maximum.

3,020

6,320

5,200

520

770

920

228

192

247

172

1,070

1,360

1,140

3, 600

465

9~40

300

Minimum.

120

300

505

310

220

123

90

30

123

115

95

90

150

210

266

270

157

266

210

170

620

Mean.

629

790

1,320

959

385

314

143

159

142

179

AKA 454

233

324

839

689 2-4

301

431

252

308

1,320

Sec .-ft. per 

sq. mile.

917

3

01

1 33

1.08

4QO

445

1.57

.803

1.12

1 80

1.48

2.89

2.37

QAK

1.04

1.49

.869

1.06

Depth in 

inches.

3.69

 j i £

1.24

.50

.63

.71

21 25

93

1.17

9 AS

1.65

3.33

2.64

1 09

1.20

.89

NOTE. Ice conditions January 3 to 12, 1904, and February 4 to 21, 1905. Daily discharge estimated 

during ice period. Values are rated as follows: January, 1904,fair; February and March, 1904, excellent; 

April and May. 1904. good; June to October, 1904, excellent; November, 1904, good: Decemter, 1904, 

fair; January, 1905, fair; February, 1905, approximate; March, 1905, excellent; April, 1905, fair; May, 

1905, approximate; June, 1905, fair; July to October, 1905, excellent; November and December, 1905, 

fair; March, 1906, approximate.

MIAMI RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN.

The Miami furnishes the main drainage system of southwestern 

Ohio. Exclusive of the Whitewater, it has a drainage area of nearly 

4,000 square miles, or about one-tenth of the State of Ohio. Its 

headwaters are at the continental watershed, and it drains the 

greater part of the Cincinnati arch from that watershed south to 

Ohio River. One of the eastern tributaries, Mad River, heads in 

the elevated tract near Beliefontaine, at an elevation of fully 1,200 

feet above tide. The other headwaters, except the Whitewater, have 

their sources at an elevation of about 1,000 feet. The Whitewater, 

as noted above, rises .in the higher part of eastern Indiana, at an 

elevation of nearly 1,200 feet.

The valleys of the headwaters as far down as the vicinity of Dayton 

are narrow and comparatively shallow post-Glacial channels with 

courses independent of pre-Glacial drainage lines. Mad River, it 

is true, occupies a broad trough-like valley, but on its borders are 

moraines which cause most of the relief, the bluffs being generally
MIAMI BIVER DRAINAGE BASIN. 55

but 20 or 30 feet high. Below Dayton the Miami and some of its 

tributaries occupy pre-Glacial lines which are only partly filled with 

glacial deposits. The work of the present streams has been in the 

main a reexcavation of the valleys. In this work they have fallen 

far short of reaching the old rock floors that lie 100 to 200 feet below 

their beds. The depth of this reexcavation is but 50 to 100 feet, 

and the width is but a small fraction of that of the old valley, seldom 

so much as one-fourth as great. The contrast between the southern 

and the northern portion of this drainage basin, therefore, is not found 

in the work of the present streams, but is due to the less complete 

concealment of pre-Glacial drainage lines.

The fall of the Miami is rapid throughout its entire length, being 

seldom less than 3 feet and usually over 4 feet per mile. The streams 

in this drainage system seldom reach a very low stage in seasons 

of drought, for the valleys are usually filled with gravell}T or sandy 

deposits which furnish strong springs. Even in the small tributaries water-bearing beds outcrop along the banks or bluffs.

This stream and several of its tributaries afford valuable water 

power, the utilization of which is discussed by Prof. Dwight Porter 

in the Tenth Census Report. a From this report it appears that a total 

of 9,431 horsepower was used in 1880 by 290 mills, manufactories, 

etc., on the Miami and its tributaries, including Whitewater River.

The following pages contain the results of stream measurement 

data collected by the United States Geological Survey in the drainage basin of Miami River:

MIAMI RIVER AT DAYTON, OHIO.

This station was established March 18, 1905. It is located at the 

Miami Street Bridge, Dayton, Ohio, about one-half mile below the 

mouth of Mad River. There is a dam 1 mile above the station which 

may divert water through a canal and discharge it 1,000 feet below 

the gaging section. There is also a dam on Mad River, 1\ miles 

above the station, where water is diverted into the Miami canal. 

Besides water power the data at this station are valuable for water 

supply and sewage disposal. The conditions at this station and the 

bench marks are described in Water-Supply Paper No. 169, page 69. 

The gage heights are furnished by the United States Weather Bureau.

a. Tenth Census of United States, 1880, Vol. XVII, pp. 478-487.
56 SURFACE WATER SUPPLY IN 1906.

Discharge measurements of Miami River at Dayton, Ohio, in 1905 and 1906. 

Date. Hydrographer. Width.

June 4......... Murphy and Kriegsman

Area of Gage I Dissection, i height. ' charge

Sq.ft.

1.600

1,880

1,090

897

1,630

1,260

1,200

1,540

1,880

1,550

1,600

Feet. 

2.15 

3.53 

1.60 

1.10 

2.45 

1.55 

1.48

2.35

3.70

3.07

1.25

Sec.-ft.

1,530

4,450

967

618

1,710

713

665

1,790

4,630

3,280

670

Daily gage height, in feet, of Miami Rirer at Dayton, Ohio, for 1906.

Day.

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

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

Q

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

29

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

31

Jan.

2.3

2.1

0 Q

c 9

5.1

3.9

3.0

2.8

3.0

3.0

3.0

3.0

3.3

2.8

2.4

5.3

5.0

3.7

3.2

3.0

2.9

3.0

0 C

3.0

2.7

2.5

2.3

2.3

Feb.

2.2

2.2

2 2

2.3

2.5

1.8

1 9

1 S

1.8

1 9

1.9

2.0

2.0

1.9

1.8 i s

1.8

Mar.

1 5

1.5

9 ^

2.4

2.3

1.5

1 9

1.9

2.0

1.9

1.9

1.8

1 ft

1.8

1 S

1.6

1.7

1.8

1.8

1.8

10.0

11.9

8.0

8.7

Apr.

7.8

6.8

5.5

o n

3.7

3.7

3.5

3.2

3.0

3.4

2.9

2.7

2.5

2.5

2.5

2.5

9 4

2.3

9 1

2.0

9 fl

1.9

1.9

1.9

1.8

1.8

May.

1.8

1.7

1.6

1.6

1.6

1.5

1.5

1.5

1 4

1.3

1.3

1.2

\ 1

1.1

1 9

1.2

1.1

1 3

1.1

1.0

1.2

1.3

1.3

1.3

June.

1.2

1.2

1.2

1.1

1.2

1.2

1.0

1.0

.9

.9

1.0

1.0

1.0

1.1

1.0

1.0

1.0

0.9

.9

.8

.8

.8

July.

1.0

1 3

1.0

0 9

1.0

3.0

2.0

2.0

2 2

1.2

1.5

1.6

1 e

1 9

2.0

2.4

1.1

1.0

1.0

1.2

2.5

2.0

Aug.

1.4

1.3

1.0

1.0

0.9

1.0

3.0

2.9

1.2

1.3

1.2

1.0

1.3

1.6

2.0

2.0

1 9

1.8

2.0

2.4

2.0

1.5

Sept.

1.1

1.0

1.0

1.0

0.9

.9

c

7

.7

.7

.6

.6

R

.1

.1

.7

.7

.8

NOTE River frozen February 5 to 14.
KENTUCKY KTVEK DRAINAGE BASIN. 57

Rating table for Miami Hirer at Dayton, Ohio, for 1905 and 1906.

Gage

heignt.

Feet.

0.50

0.60

0.70

0.80

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

Dis- Gage

charge, height.

Sec.-ft.

220

260

310

360

420

480

550

Feet.

1.80

1.90

2.00

2.10

2.20

2 30

! 2.40

620 2.50

700 ,' 2.60

780

870

b60

1.060

2.70

2.80

2.90

3.00

Discharge.

See.-ft.

1,160

1,260

1,370

1,490

1,620

1,750

1,890

2,040

2,210

2.390

2,590

2,800

3,020

Gage

height.

Feet.

3.10

3.20

3.30

3 40

3.50

3.60

3.70

3.80

3.90

4.00

4.20

4.40

4.60

Discharge.

Sec.-ft.

3,250

3,490

3,740

4,000

4,270

4,540

4,820

5,110

5,400

' 5,700

6,320

6,960

7,620

Gage

height.

Discharge.

Feet. Sec.-ft.

4.80 8,300

5.00 ' 9,000

5.20

5.40

5.60

5.80

6.00

7.00

8.00

9.00

10.00

11.00

9,720

10,450

11,190

11,940

12,700

16,700

20,900

25,200

29,600

34,100

NOTE. The above table is applicable only for open-channel conditions. It is based on 7 discharge 

measurements made during 1905 and 1906. It is well defined between gage heights 1.0 feet and 4.0 feet.

The extension above 7.0 feet is approximate

Monthly discharge of Miami Rixer at Dayton, Ohio, for 1905 and 1906. 

[Drainage area, 2,453 square miles.]

Discharge in second-feet.

Month.

April 16-30.....

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

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

1905.

1906.

Maximum.

7,960

26,500

5,400

1,060

5,700

9,360

10, 100

1,750

38, 200

23,000

1,160

620

3,020

3,020

550

Minimum.

620

620

620

310

220

420

1,490

1,000

870

1,060

480

310

420

310

260

Mean.

2,430

4,720

1,550

519

1,300

2,860

3,810

1,240

5,270

4,300

749

479

951

1,030

342

Sec.-ft. per 

sq. mile

.992

1.93

.633

.212

.531

1.17

1.56

.506

2.15

1.76

.306

.196

.388

.420

.140

Depth in 

inches.

.55

2.22

.11 .2*4

.61

1.30

1.80

.53

2.48

1.96

.35

.22

.45

.48

.16

Run-off.

NOTE. Daily discharge during frozen period estimated. Values are rated as follows: 1905, excellent, 

except July, which is good; January, April, May, July, and August, 1906, excellent; February, March, 

June, and September, 1906, good.

KENTUCKY RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN.

Kentucky River drains into the Ohio from the south about halfway between Cincinnati, Ohio, and Louisville, Ky. The data collected in this basin are valuable for water-power purposes.

KENTUCKY RIVER AT FRANKFORT, KY.

This station was established March 18, 1905, and discontinued 

July 21, 1906. It is located at the Government dam on the Kentucky 

River in the lower part of Frankfort, Ky. ; about 1 mile below the 

city highway bridge. The conditions at this station and the bench 

marks are described in Water-Supply Paper No. 169, page 70.
58 SURFACE WATER SUPPLY IN 1906.

The following discharge measurement was made April 16, 1906:

Width, 374 feet; area, 3,890 square feet; gage height, 8.12 feet; discharge, 10,800 

second-feet.

Daily gage height, in feet, of Kentucky River at Frankfort, Ky.,for 1906.

Day. Jan. ! Feb. Mar. | Apr. May. June. July.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

19

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

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

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

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

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

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

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

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

29

30

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

7.0

6.9

7.0

8.3

8.8

8. 1

7.3

7.0

7.2

9.2

10.2

10.3

9.9

9.2

8.6

8.0

7.8

8.0

8.05

7.6

7.3

7.1

7.0

6.9

6.8

6.9

7.3

7.45

7.5

7.55

7.3

7.0

6.85

6.6

6.45

6.4 '

6.4

6.4

6.4

6.4

6.4

6.4

6.35

6.35

6.3

6.3

6.5

6.9

7.3

8.0

7.7

7.5

7.3

7.4

7.8

9.8

10.8

10.3

10.2

9 3

8.1

7.8

76

7.3

7.9

8.3

10.2

10.4

9.6

9.0

9.6

9.3

8.4

8.0

8.0

8.4

9.4

9.3

Q 3

21.1

17.5

14.5

12.7

10.0

8.9

8.3

8.0

7.9

7.8

7.8

8.0

8.0

7.9

7.5

7.8

8.5

8.4

7.9

7.3

7.1

6.95

6. 85

6.8

6.7

6.5

6.4

6.4

6.4

. 6.4

6.3

6. 4

6.8

0.8

6.8

7.2

6.9

6.8

6.6

6.4

6.4

6.2

6. 1

6. 1

6.1

6.0

5.9

5.9

5.85

0.0

5.9

5.85

7.0

6.7

6.4

7.0

7.0

6.6

6.4

6. 1

6.0

5.9

5 9

5.9

5.8

6.5

6.4

6.4

6.3

6.3

6.4

6.3

6.2

5.9

6.2

6.1

6.0

6.0

6.1

6.2

6.1

5.9

5.8

5.8

6.1

5.9

5.8

5.8

5 9

6.2

6.2

6.0

6.0

5.9

6.5

6.5

6.2

6.5

8AI/T RIVER DRAINAGE BASIIST.

DESCRIPTION OF BASIN.

Salt River drains into the Ohio from the south about 20 to 30 

miles below Louisville, Ky. The data collected in this basin are 

valuable for water-power purposes.

ROLLING FORK OF SALT RIVER AT NEW HAVEN, KY.

This station was established June 16, 1905, and discontinued 

March 31, 1906. It is located on the only two-span steel railroad 

bridge in New Haven, Ky., about one-fourth mile from the business 

section of the city. The conditions at this station and the bench 

marks are described in Water-Supply Paper No. 169, page 72.
WABASH RIVER DRAINAGE BASIN. 59 

Daily gage height, in feet, of Rolling Fork of Salt River at New Haven, Ky.,for 1906.

Day.

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

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

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

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

6.

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

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

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

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

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

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

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

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

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

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

Jan.

5.8

7.2

3.7

2.7

2.4

2.0

2.1

3.6

7.0

4.7

Feb.

1.9

1.7

1.6

1.5

1.1

1.1

1.4

].2

1.3

1.3

1.4

1.6

1.6

1.5

Mar.

7.2

7,7

7.5

4.7

3.9

3.5

3.4

3.3

2.9

2.9

5.3

8.1

Day.

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

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

19

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

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

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

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

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

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

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

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

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

29........................ "V\

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

Jan.

4.5

3.5

3.0

9 7

11.1

13.6

8.3

5.3

3.2

2.4

2.1

2.1

Feb.

1.4

i ^

1.2

1.3

1.7

2.8

2.5

3.7

Mar.

5.7

4.0

5.9

7.2

6.8

4.5

3.7

4.2

8.7

9.0

10.3

17.1

18.2

WABASH RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN.

The drainage basin of the Wabash embraces an area of about 33,000 

square miles, distributed as follows: In Ohio, 400 square miles; in 

Indiana, 24,350 square miles; in Illinois, 8,250 square miles. It drains, 

therefore, slightly more than two-thirds of Indiana, the area of the 

State being 35,910 square miles. Of the portion in Indiana, about 

one-half is embraced in the drainage areas of East and West White 

rivers. By including these drainage areas with the Wabash, the entire 

basin has nearly symmetrical, broadly ovate form. Not including the 

White River system, the Wabash basin is an unsymmetrical, elongated tract, curving around White River.

The length of the valley occupied by the Wabash is about 450 miles, 

but the length of the stream is fully 500 miles, for the river in its lower 

course makes several oxbow curves within the valley. The source of 

the river is about 1,000 feet above tide, while its mouth at low water is 

but 311 feet. The average fall, if we estimate the stream to have a 

length of 500 miles, is therefore about 16.5 inches per mile. The rate of 

descent is far from uniform, being much more rapid in the upper portion than in the lower. There are also many rapids, separated by pools 

or sluggish portions of the stream. The elevation of the stream is accurately determined at many points, but in the absence of a carefulmeasurement of the length of the stream the rate of fall is only approximately known. The section above the point where the river enters the 

old lake outlet, estimated to have a length of 100 miles, has a fall of 

about 300 feet, or 3 feet per mile. Railway levels and canal surveys, 

at the point where the river joins the old lake outlet, show its elevation to be nearly 700 feet above sea level, the altitudes reported varying botween 696 and 699 feet.
60 SURFACE WATER SUPPLY IN 1906.

The following table gives the elevation and fall at various points:

Table of altitudes and distances along Wabash River.

Location.

Gray ville, 111. ........................................................

Estimated 

distance.

Miles. 

0.0

100.0

15.0

20.0

20.0

50.0

25.0

20.0

55.0

14. 6

29.0

46.4

32.5

28.0

46.0

16.0

Altitude.

Feet. 

1,000.0

699.0

667.0

633.0

583.0

487.0

470.0

447.7

440.6

424.6

398.8

376.5

365.0

311.0

Fall per 

mile.

Inches. 

0.0

36.0

25.6

20.4

30.0

18.5

9.1

10.2

4.9

5.8

6.6

6.7

8.2

4.9

11.0

9.0

WABASH RIVER AT LOGANSPORT, IND.

This station was established April 27, 1903, and was discontinued 

July 21, 1906. It is located at. the Cicott Street Bridge, about 1 mile 

from the center of the city of Logansport, Ind., If miles from the 

Wabash Railroad station, 1J miles from the Pennsylvania station, 

four blocks from the street-car line, and 1,000 feet below the mouth of 

Eel River. The conditions at this station and the bench marks are 

described in Water-Supply Paper No. 169, page 74, where are given 

also references to publications that contain data for previous years. 

The data collected at this station are valuable for water-power purposes.

Discharge measurements of Wabash River at Logansport, Ind., in 1906.

Date.

March 10 ......

Hydrographer.

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

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

Width.

Feet. 

486

499

529

481

Area of 

section.

Sq.ft. 

991

1,390

2,880

903

Gage 

height.

Feet. 

2.02

2.78

5.42

1.72

Discharge.

Sec.-ft. 

1,270

3,010

11,800

1,070

Ice along the edges of the river.
WABASH KIVER DRAINAGE BASIN. 61

Daily gage height, in feet, of Wabash Rirer at Logansport, Ind.,for 1906.

Day. Jan.

1. ............. ....................... 2.73

2 ............................................ 2. 57

3 ............................................ 2. 48

4............................................ 2.38

5.......... ....................... 4.88

6........ . ......................' 4.43

7.............. . ........................... 3.88

8............................................ 3.2

9 ................ ........................... 2. 63

10.............. .............. .........i 2.0

11............... . ....................... 2.18

12.. .......................................... ' 2.38

13.................. ...................... 2.18

14............................................ 2.15

15............................................ l 2.08

17............................................' 2.88

18. ........................................... 3. 18

20 ... .............. .................... . . 2. 88

21............................................ 3.88

23 ............................................ 6. 88

25 ............................................ 4. 88

26............................................ 4.13

27........................................... J 3.88

29............................................ 3.03

30............................................ 2.88

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

Feb.

2.58

1.4

1.18

1.58

1.88

2.03

2.03

2.06

1.97

1.88

1.83

1.78

1.83

1.88

2.08

2.23

1.88

1.73

1.78

1.78

1.78

2.08

2.38

2.71

Mar.

2.08

1.88

2.48

3.83

3.3

2.93

2.78

2.7

2.78

2.68

2.58

2.53

2.41

2.28

2.18

2.08

1.93

1 98

1.98

2.08

1.88

1.98

8.48

8.38

8.18

8.03

Apr.

7 Q

6.85

5.6

4.85

3.9

3.8

3.6

4.4

6.7

7.15

5.9

4.85

4.8

4.7

5.9

3.8

3.4

0 q

2 86

2.6

2.4

2.2

2.2

2.1

2.15

2.1

May.

1.9

2.4

1.9

1 9

1.8

1.8

1.76

1.76

1.73

1.65

1.72

1.8

1.6

1.4

i ^3

1.5

1.6

1.44

1.47

1.84

June. July.

1.72 1.52

1.66 1.55

1.66 1.6

1.7 1.6

1.7 1.75

1.7 . 1.75

1.5 1.75

2.7 1.69

2.4 1.6

2.06 ' 1.86

1.8 1.8

1.86 1.83

1.8 1.82

1.7 1.8

1.72 1.8

1.66 1.8

1.6 1.8

1.36 1.78

1.19 ........

1.19 ........

1.3 ........

1.37 ........

1.4 ........

1.57 ........

NOTE. Flow was not greatly affected "by ice conditions.

Rating table for Wabash River at Logansport, Ind.,for 1906.

Gage Disheight charge.

Feet. Sec.-ft.

1.20 310

1. 30 400

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

500

610

730

860

1,000

1,160

1,330

1,510

1,700

Gage

height.

Feet.

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

Discharge.

Gage

height.

Sec.-ft. ' Feet.

1,900

2,110

3.40

3.50

2,330 : 3.60

2, 560 3. 70

2,800 3.80

3,050

3,310

3,580

3,850

4,130

4,410

3.90

4.00

4.20

4.40

4.60

4.80

Discharge.

Sec.-ft.

4,690

4,980

5,270

5,570

5,870

6,170

6,480

7,110

7,750

8,410

9,080

Gage

height.

Feet.

5.00

5.20

5.40

5.60

5.80

6.00

7.00

8.00

9.00

9.10

Discharge.

' Sec.-ft.

9,770

10, 480

11,210

11,950

12,710

13,500

17,600

22, 100

26,800

27,280

NOTE. The above table is applicable only for open-channel conditions. It is based on discharge 

measurements made during 1903 to 1906. It is well defined.

Monthly discharge of Wabash, River at Logansport, Ind.,for 1906. 

[Drainage area, 3,160 square miles.]

Month.

Discharge in second-feet.

Maximum.

23,000 

2,820 

26,900 

21,600 

2,110 

2,800 

1,110

Minimum.

1,330 

294 

1,130 

1,510 

500 

302 

634

Mean.

5,280 

1,320 

5,720 

7,360 

863 

876 

930

Run-off.

Sec.-ft. per 

sq. mile

1.67 

.418 

1.81 

2.33 

.273 

.277 

.294

Depth in

inches.

1.92 

.44 

2.09 

2.60 

.31 

.31 

.25

NOTE. Values for 1906 are excellent.
62 SURFACE WATER SUPPLY IN 1906.

WABASH RIVER AT TERRE HAUTE, IND.

This station was established February 25, 1905, and was discontinued July 20, 1906. It is located at the Vandalia Line railway 

bridge, near the city waterworks. There are no tributaries nor any 

islands, falls, or dams in the river near the station. The conditions 

at this station and the bench marks are described in Water-Supply 

Paper No. 169, page 77, where are given also references to publications that contain data for previous years. The data collected at 

this station are valuable in connection with water-power, water-supply, and sewage-disposal problems.

Discharge measurements of Wabash River at Terre Haute, Ind., in 1906.

Date.

February 16 a. .

April 21. .......

April 23. .......

Hydrographer.

Brennan and Kriegsman. ....................

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

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

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

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

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

Width.

Feet. 

482 

606

580

564

557

549

541

Area of 

section.

Sq.ft.

3,790 

10, 700

8,520

7,740

6,790

0,2.0

5,950

5,190

4,500

Gage 

height.

Feet. 

4.40 

15.84

19 20

12.02

9.30

7.65

4 98

Discharge.

Sec.-ft. 

6,710 

40 600 fi9 snfi

OC CAA

1 Q 9 AA

16, 800

j 3 200

a Partial ice conditions. 

Daily gage height, in feet, of Wabash River at Terre Haute, Ind., for 1906.

Day.

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

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

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

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

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

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

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

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

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

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

17...........-..............:...-.............

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

19

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

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

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

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

27...---.-.-.......-..--.-.-........--........

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

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

30

31 .....--......-.....-.--.....--...........-..

Jan.

4.68

4.72

4.85

5.88

6.5

7.35

7.85

7.18

5.82

4.78

3.85

4.02

3.58

3.82

3.88

3

QC

4.65

5.72

16.82

17.38

17.22

11.18

9.3

Feb.

8.22

7.28

6.0

5.58

2.45

2.35

2.7

2.78

2.92

3.02

4.42

4.15

3.4

0 f\

4.02

3.78

4.18

5.3

Mar.

5.02

4.88

9.9

10.78

10.48

9.28

8.48

8.3

8.18

7.82

7.28

6.75

5.28

4 98

4.6

4 CO

15.88

18.95

Apr.

19.8

17.7

16.8

15.22

10.75

14.22

15.02

15.1

H OC

12.85

1 0 CO

1 9 9n

10.7

9 1

7 Q

A OK

6 9S

5 79

e OQ

c f\f

4

70

4.25

May.

3.88

3.8

3.78

o 70

0 0

3.1

2.95

9 Q

2.82

2 79

2 62

9 K.O

2.45

9 *?£.

o i e

2.08

1 Q9

1 9

I

oc

1 9

1 QS

1 9

2 12

2 08

1 SS

June.

5 79

3 5

2.88

2

QC

o 9

Q 1 f>

9 p;9

4.22

4.52

4.08

0 OQ

9 Q9

2.6

2 32

2 12

1 98

1.75

1.75

1.7

1.5

1 42

1 Q

1 00

1.15

July.

i ns

1 99

1 ?£.

1 39

1 QQ

1.72

1 62

1.6

1 p;9

1.42

1 3^

1

*39

1 *39

1 25

1.22

1 7^

1.7

NOTE. Ice gorge at railroad bridge, a short distance above the gaging section, February 7 to 18. The 

flow at the gaging section was probably affected by ice on only February 15 and 16.
WABASH EIVER DRAINAGE BASIN. 63

Rating table for Wabash River at Terre Haute, Ind.,for 1905 and 1906.

Gage

Feet. 

1.00 

1.10 

1.20 

1.30 

1.40 

1.50 

1.60 

1.70 

1.80 

1.90 

2.00 

2.10 

2.20 

2.30 

2.40

Dis- Gage

charge.

Sec.-ft.

2,050

2,180

2,320

2,460

height.

Feet.

2.50

2.60

2.70

2.80

2,610 2.90

2,770

2,940

3,110

3.280

3.450

3. 620

3,790

3,970

4, 150

4, 330

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

Dis- Gage

charge. height.

Sec.-ft. Feet.

4,510 4.00

4, 700 4. 20

4,900

5,100

5,300

5,500

5,700

5,900

6,100

6,310

6,520

6,740

6,960

7,180

7,400

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6. 60

6.80

Discharge.

Sec.-ft.

7,620

8,060

8,500

8,940

Gage

height.

Feet.

7.00

8.00

9.00

10.00

9,380 ! 11.00

9,830

10,300

10,780

11,260

11,740

12,220

12,700

13,200

13,700

14,200

12.00

13.00

14.00

15.00

16.00

17.00

18.00

19.00

20.00

Discharge.

Sec.-ft.

14, 700

17,200

19,800

22,500

25,300

28,400

31,800

35,500

39,500

43, 700

48, 100

52,700

57,400

62,100

NOT::. The above table is applicable only for open-channel conditions. It is based on discharg 

measurements made during 1905 and 1906. It is well defined.

Monthly discharge of Wabash River at Terre Haute, Ind.,for 1905 and 1906. 

[Drainage area, 12,200 square milps.]

Discharge in second-feet. Run-off.

Month.

1905.

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

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

19015.

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

July 1-20 ......................................

Maximum.

39, 500

48, 100

9,270

17,200

22, 100

49, 800

61, 200

8,320

U cfin

3,200

Minimum.

7,620

3,650

7,400

4 330

2,640

2,250

2,610

1,920

2,640

4,470

6,630

4,240

8,390

7,730

3,360

2,150

Mean.

16,400

10, 700

19, 400

9,240

5,2eO

3,420

4,980

3,950

4,840

9,880

19, 600

8,050

29, 500

4 910

2.680

Sec.-ft. per. 

sq.mile.

1.34

.877

1.59

' .430

.408

.324

.397

.810

1.61

.660

2.42

.2:0

Depth in 

inches.

1.54

98

1.83

.84

.50

.32

.46

.37

.44

.93

1.86

.69

1.80

2.70

.46

.16

NOTE. The 1905 monthly discharge has been recomputed on the basis of the above rating table, which 

gives better results for medium and high stages.

Values for February 15 and 16, 1906, reduced on account of ice conditions on those days. Discharge 

during the remainder of the winter period considered unaffected by ice conditions. Values for 1P05 and 

1906 are excellent.

The following table gives the horsepower (80 per cent efficiency) 

per foot of fall that may be developed at different rates of discharge 

and shows the number of days on which the flow and the corresponding horsepower were respectively less than the amounts given in the 

columns for "discharge" and " horsepower."
64 SURFACE WATEE SUPPLY IN 1906.

Discharge and horsepower table for Wabash, Terre Haute, Ind.,for 1905 and 1906.

Diecharge

in second-feet.

1,980

2,200

2,750

3,300

3,850

4.400

4,950

power; 

80 per

ciency 

per foot

fall.

180

200

250

300

350

400

450

Number of

days of deficient flow.

1905. o

1

6

28

57

82

101

124

1906. 6

1

18

31

45

51

59

i March to December. 

6 January to July 20.

NOTE. The minimum flow during the period covered by the above table was 1,920 second-feet, giving 

175 horsepower per foot of fall on one day in October, 1905.

TIPPECANOE RIVER NEAR DELPHI, IND.

This station was established March 14, 1903, and was discontinued 

July 20, 1906. It is located at the highway bridge at Springboro, 

Ind. The nearest railroad station is Delphi, 5 miles east of Springboro. The conditions at this station and the bench marks are 

described in Water-Supply Paper No. 169, page 80, where are given 

also references to publications that contain data for previous years. 

The data collected at this station are valuable for water-power 

purposes.

Discharge measurements of Tippecanoe River at Delphi, Ind., in 1906.

Date.

March 10......

May 9

Hydrographer.

E. F. Kriegsman. ............................ 

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

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

Width.

Feet. 

272

335 

325

257

Area of 

section.

Sq.ft. 

522

790 

779

361

Gage 

height.

Feet. 

3.86

4.74 

4.62

3.27

Discharge.

Sec.-ft. 

1,450

3,320 

3,090

962

a Slush and cake ice running.
WABASH EIVEK DRAINAGE BASIIST. 65

Daily gage height, in feet, of Tippecanoe Elver near Delphi, Ind.,for 1906.

Day.

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

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

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

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

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

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

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

g

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

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

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

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

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

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

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

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

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

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

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

23

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

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

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

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

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

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

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

Jan.

3.7

3.78

3.74

3.69

3.66

n Co

3.55

0 CO

3.43

3.57

q ci

3.48

3.42

4.73

5.8

6.3

6.15

6.1

6.0

5.85

5.57

5.25

Feb.

4.8

4.2

4.16

4.02

3.93

3.9

q 07

3.84

3.81

3.76

3.68

3 64

3.61

Q (\f\

3.64

3.6

3.57

3.52

3 48

4.4

4.33

4.28

4.21

Mar.

4.18

5.34

c: 01

4 99

4 96

4.83

4 82

4.79

4.66

4 59

4.37

3.94

3.88

3.75

3.7

3.78

4.12

6.18

6.0

5.94

5.86

5.71

Apr.

5.47

c o^

4 97

4.63

4.42

5.7

5.27

4 89

4.56

4 63

5.17

4 95

4.8

4.67

4 43

4.37

4.19

4.0

3.96

3.84

3.76

3.6

3.57

3.53

May.

3 49

3 45

3.57

0 C1

3 43

3.4

q 07

q t)r

3 21

3 19

3.22

3 1 Q

3.15

3.14

Oil

3.09

3 08

3.05

3 1

3 15

3.13

3. 11

3.05

3.03

3.1

3.15

June.

3 1

3.0

2 99

2.97

3 04

3.0

3

f\Q

Oil

3 26

3.17

3.0

2.99

3.0

2.95

9 Q(i

2 93

2.93

,Q

2.85

2.95

3.02

July.

q n

q no

3 n

2.97

2 96

2.94

o 9

2 88

O QC

2.87

2.9

2 98

2.97

9 Q

NOTE. Flow slightly affected by ice conditions February 5 to 10.

Rating table for Tippecanoe River near Delphi, Ind.,for 1904 to 1906.

Gage 

height.

Feet.

2.80

2.90

3 00

3.10

3 20

3.30

3.40

3.50

3.60

Discharge.

Sec.-ft.

390

510

630

Gage 

height.

Feet.

3.70

3.80

3.90

760 4. 00

890 4. 10

1,030 4.20

Dis- l Gage 

charge. height.

Sec.-ft. !

1,620

1,770

1,930

2,090

2,250

2,410

1,170 4.30 2,580

1, 320 4. 40 2, 750

1, 470 4. 50 2, 920 j1

Feet.

4.60

4.70

4.80

4.90

Discharge.

Sec.-ft.

3,090

3,270

3,450

3,640

5 00 3,830

5. 10 4, 030

5.20 4,230

5.30

5.40

4,440

4,650

Gage 

height.

Feet.

 5.50

5.60

5.70

5 80

5.90

Discharge.

Sec.-ft.

4,860

5,070

5,280

5,490

5,700

6.00 5,910

6.20

6.40

0,350

6,790

NOTE. The above table is applicable only for open-channel conditions. It is based on 28 discharg 

measurements made during 1903 to 1906. It is well defined.

Monthly discharge of Tippecanoe River near Delphi, Ind.,for 1906. 

[Drainage area, 1,890 square miles.]

Discharge in second-feet. Run-off.

Month.

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

July 1-20. .....................................

Maximum.

6,770

4,170

6,310

5,280

1,420

1,060

660

Minimum.

1,200

1,240

1,620

1,360

670

450

400

Mean.

3,100

1,930

3.400

2,960

916

663

528

Sec.-ft. per 

sq. mile.

1.64

1.02

1.80

1.57

.485

.351

.279

Depth in 

inches.

1.89

1.06

2.08

1.75

.56

.39

.21

NOTE. Correction made in daily discharge values for February 5 to 10 on account of ice conditions. 

Values for 1906 are excellent.

IKK 205 07 5
66 SURFACE WATER SUPPLY IN 1906.

The following table gives the horsepower (80 per cent efficiency) 

per foot of all that may be developed at different rates of discharge, 

and shows the number of days on which the flow and the corresponding horsepower were, respectively, less than the amounts given in the 

columns for ''discharge" and "horsepower."

Discharge and horsepower table for Tippecanoc River near Delphi, Ind., for 1903 to 1906.

HorseDischarge in 

secondfeet.

power, 

80 per 

cent efficiency, 

per foot

fall'.

275 j 25

330 ! 30

440

495

550

660

770

880

990

1,100

1,320

40

45

50

60

70

80

90

100

120

' Number of days of deficient

flow.

1903.

22

1904.

1

9

12

43

67

156

66 ! 172

117

136

158

197

183

191

200

210

1905. 1906."

i

59 2

59

63

84

111

125

146

160

185

10

36

54

66

71

74

86

a January 1-July 20.

NOTE. The minimum flow during the period covered by the above table was 269 second-feet, giving 24 horsepower per foot of fall, on one day in August, 1904.

WEST BRANCH OF WHITE RIVER AT INDIANAPOLIS, IND.

This station was established May 6, 1904, and was discontinued 

July 21, 1906. It is located in the central portion of the city, on the 

bridge of the Cleveland, Cincinnati, Chicago and St. Louis Railway. 

The waterworks canal, which draws water from the river about 7 

miles above the gaging station for the city supply and for power purposes, very seriously modifies the low-water flow of the river, as it 

takes at least 25 per cent of the low-water flow. The conditions at 

this station and the bench marks are described in Water-Supply 

Paper No. 169, page 83, where are given also references to publications that contain data for previous years. The data collected at 

this station are valuable for water-power, water-supply, and sewagedisposal purposes.

Discharge measurements of West Branch White River at Indianapolis, Ind., in 1906.

Date.

February 14. . . 

February 28. ..

Hydrographer.

Brennan and Kriegsman.. .................. 

E. F. Kriegsman. ...........................

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

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

Width.

Feet. 

227

221

331

226

Area of 

section.

Sq.ft. 

1,160 

1,200

3,700

Gage 

height.

Feet. 

7.80 

8.00

1 9 £. A

16.00

7 7S

Discharge.

Sec.-ft. 

765 

1,000 

10 500

643
WABASII RTVER DRAINAGE BASTNf. 67

Daily gage height, in feet, of West, Branch White J\irer at Indian a//olifs, Ind., for 1906.

Day.

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

9

Jan. Fell. Mar.

8.45 8.5 7.95 ' 

8 '}.-, « 3 s : (

3 8. 5 7 0 ; 8 8

<-

Q... ........................... .............

n. ..........................................

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

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

it;..........................................

20. ....--....-.----.---....--..-.-...----..---

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

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

9g

10.0 7.85 9.3 

11.85 7.7 9.45

9.7 7.0 8.55

8.2 7.5 8.5 

8.3 7.6 8.0 

8. 2 7. 55 8. 8

8. 3 7. 55 8. 95 

8.5 7.0 9.2 

8.4 7.0 9.45

8. 35 7. 75 9. 35

10.1 (.0 9.3 

99 76 9 45

9. 4 7. 05 9. 5 

91 7.7 9.2

8.8 7.8 8.9 

11.1 7.9 8.8 

12.0 7.95 8.05 

1 1 . 35 8. 0 8. 5 

10.5 ' 8.2 8.45

9.3 8.35 14.7 

(10' 80 15 45

29.......-..---.-.-..-.-.-..---...-.-....--... S.9 ........ 15.6

30....--........-.-....-.-..-.-.-.-......--... 8.8 ........ 13.0

31........-........-..-...--.-.-...-...---.-.. 8.0 ........ 16.25

Apr.

10. 45 

14. 55 

12.4 

11.15 

10.7

10.0 

9.9 

12.5 

13.0

12.0 

11.0 

10.4 

10.75 

11. 55

11.35 

10.4 

9.8 

9.4 

9. 1

8.9 

8.75 

8.55 

8.45 

8.3

8.2 

8.15 

8.0 

7.9">

7.9

May. J u

7. 85 8 

7.8 8 

7.8 8

7.8 8

7.7 8 

7.05 8 

7.6 7 

7. 55 7 

7. 55 7

7.6 7 

7. 55 7 

7.55 7 

7.5 7 

7. 45 7

7.3 7 

7.3 7 

7.35 7 

7. 5 7 

7.4 7

7.4 7 

7.35 7 

7.4 7 

7.4 7

7.4 7

7.35 , 7 

7.35 7 

7.5 7 

7.4 7 

7. 35 7

10. JulJ .

75 ~. 1 

(i ~. 1 

4 ".1 

9 ~.4 

2 -.15

0 -. 25

0 -.2 

85 ". 15 

8 -.1 

7 ".I

65 ".15 

5 -. 4 

45 -. 15 

45 -.05 

4 -. 05

35 -. 1 

3 -. 05 

3 -.05 

25 -.05 

25 -.05

25 6. 95 

35 .....

15 .......

1 .......

0

NOTE. Discharge probably unufleeted by ice conditions. 

Rating table for West Branch White River at Indianapolis, Ind.. for 19U6.

Gage Dis- Gage Dis- Gage Dishcight. charge. height, i charge. height, charge.

Feet. Sec.-ft. Feet. Scc.-ft. Feet. Sec. -ft. 

0.90 240 8.20 1,080 9.50 2,420 

7.00 280 8.30 1,170 9.00 2,340 

7.10 325 8.40 1,200 9.70 2,070 

i 7.20 375 8.50 , 1,350 9.80 2,800 

! 7.30 430 8.00 ! 1,450 ; 9.90 2,930 

, 7.40 490 8.70 1,550 10.00 3,070 

7.50 550 8.80 1,650 10.20 3,350 

7. CO 615 8.90 1,750 10.40 3,05© 

7.70 080 9.00 1,850 10. CO 3,970 

7.80 750 9.10 1,900 10.80 4,310 

i 7.90 830 9.20 2,070 11.00 4,070 

8.00 910 9.30 2,180 11.20 5,040 

8.10 990 9.40 2,300 11.40 5,420

Gage Disheight. charge.

Feet. Sec.-ft 

11.00 ' 5,820 

11.80 0.230 

12.00 0.050 

12.20 ' 7.090 

12.40 7,540 

12.00 8.000 

12. 80 8, 470 

13.00 8,950 

14,00 11,570 

15.00 14,570 

10.00 18,000 

10.50 19,830

NOTE. The above table is applicable only for open-channel condilions. It is based on 5 discharge 

measurements made during 1900 and on the form of the 1905 rating curve. It is not very well defined.
68 SURFACE WATER SUPPLY IN 1906.

Monthly discharge of West Branch White Hirer at Indianapolis, Ind.,for J906. 

[Drainage area, 1,520 square miles.]

Month.

March

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

Discharge in second-feet.

Maximum.

6, 650 

1,350 

18,900 

19, 600 

790 

1,600 

490

Minimum.

1,080 

550 

870 

830 

430 

325 

260

Mean .

2,490 

791 

3,940 

4,290 

566 

632 

342

Run-off.

Sec .-ft. per 

sq. mile.

1.64 

.521 

2.60 

2.82 

.372 

.416 

.225

Depth in 

inches.

1.89 

.54 

3.00 

3.15 

.43 

.46 

.18

NOTE. Values are rated as follows: January and February, good; March and April, excellent; 

May, June, and July, fair.

EEL RIVER AT CATARACT, IND.

This station was established August 6, 1903, and was discontinued 

March 31, 1906. It is located 6 miles from Cloverdale, Ind., and onehalf mile northeast of Cataract, Ind. It is 300 feet above a dam, 

below which there is a fall of 35 feet. The conditipns at this station 

and the bench marks are described in Water-Supply Paper No. 169, 

page 85, where are given also references to publications that contain 

data for previous years. The data collected are valuable for waterpower purposes.

Daily gage height, in feet, of Eel River, at Cataract, Ind., for 1906.

Day.

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

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

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

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

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

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

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

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

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

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

12

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

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

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

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

Jan.

9 8

3.0

3.2

3.6

3.7

3.7

3.6

3.6

3.6

3.6

3.6

3.7

3.8

3.9

Feb.

2.9

2.7

2.6

2.7

9 7

2 7

2. 6

2.6

2.8

2.9

Mar.

3.2

3.3

3 4

3.3

3.2

. 3.1

3.0

3.0

o 1

Q 1

3.0

3.0

2.9

2.9

Day.

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

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

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

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

21.............. :........

23

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

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

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

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

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

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

SO........................

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

Jan.

4.0

4.2

4.1

4.0

4.0

3.9

3.9

3.8

3.7

3.6

3.4

3.2

3.0

Feb.

oq

2.7

2.7

2 6

2.8

2 9

3.0

2.9

2.9

2.9

3.0

Mar.

2.8

9 7

2.7

2.6

0 C

2.7

3.3

41

4 4

44

4.6

49

NOTE. River frozen February 4 to 9.

EAST BRANCH OF WHITE RIVER AT SHOALS, IND.

This station was established June 25, 1903, and was discontinued 

July 21, 1906. It is located at the highway bridge in the village of 

Shoals, Ind., 400 feet above the Baltimore and Ohio Southwestern 

Railroad bridge. The conditions at this station and the bench marks 

are described in Water-Supply Paper No. 169, page 86, where are 

given also references to publications that contain data for previous 

years. The data collected are valuable for water-power purposes.
WABASH RIVER DRAINAGE BASIN. 69

Discharge measurements of East Branch of White River at Shoals, Ind., in 1906. 

Date. llydrograplier. Width, 1 Area of 

i section.

Gage

March 1....... E. F. Kriegsman

Sq. ft.

943

967

4,390

9.400

2,510

a Thin ice running. 

Dailu gage height, in feet, of East Branch of White Hirer at Shoals, Ind.. for 1906.

Jan. Feb. ' Mar. Apr. May. June.

NOTE. Slight ice conditions during part of February, but flow probably was not much affected 

thereby.

Rating table for East Branch of White Rir.'r at Shoals, Ind., for 190,~> and 1906.

Gage

height.

Feet.

63.80

63. 90

64.00

64. 10

64 20

04. 30

64.40

64.50

64.60

64.70

64.80

64.90

D ischarge.

Sec.-ft.

1,

1,

1,

1,

1.

1,

1

2,

22'

2;

880

000

130

270

410

560

720

890

070

260 - 4CO

680

Gage Disheight. charge.

Feet. Sec.-ft.

65 00

65.10

65.20

65. 30

65. 40

65. 50

65. 60

65. 70

65. 80

65.90

66.00

66.10

2,920

3,180

3, 460

3,750

4,050

4,360

4,670

4,980

5.280

5,580

5,860

6, 120

Gage ' Disheight. charge.

' Gage

height.

Discharge.

Feet. Sec.-ft. Feet. Sec.-ft.

66. 20 6, 360

66. 30 6, 580

(56. 40 6, 800

66.50 7,020

66. 60 7, 240

66. 70 7, 460

67. 80

68. 00

68.20

9,700

10,080

10,4("0

68.40 10,840

68.60 11,220

68.80

66. 80 7, 680 69. 00

66. 90 7, 900 70. 00

67. 00 8, 100 71. 00

11,590

11,950

13, 750

15, 400

67.20 8,500 72 00 17,000

67.40 ' 8.900 , 73.00 18,500

67. 60 9, 300 74. 00 20, 000

NOTE. The above table is applicable only for open-channel conditions. It is based on discharge 

measurements made during 1903 to 1906. It is well defined between gage heights 63.2 feet and 65.4 feet. 

Above gage height 72.0 feet the rating curve is a tangent, the difference being 150 per tenth.

Monthly discharge of East Branch of White River at Shoals, Ind., for 1906. 

[Drainage area, 4,900 square miles.]

Month.

Discharge in second-feet.

Maximum.

23,600 

5,580 

32,800 

41,000 

3,180 

3,180

Minimum.

4, 670 

1,560 

3,180 

3,180 

1,270 

880

Mean.

11,000 

2,920 

11,600 

16,700 

1,980 

1,400

Run-off.

Sec.-ft. per 

sq. mile.

2.24 

.596 

2.37 

3.41 

.404 

.285

Depth in 

inches.

2.58 

.62 

2.73 

3.80 

.47 

.32

NOTE. Discharge values were not corrected for the effect of ice conditions. Values for 1906 are 

excellent.
SURFACE WATER SUPPLY IN" 1900.

TIESTXEHSTCK RIVER DRAINAGE BASIX.

DESCRIPTION OF BASIN.

Tennessee River is formed by the junction of the French Broad and 

the Holston, about 4 miles above Knoxville, Tenn. It flows southwestward, crossing into Alabama about 40 miles below Chattanooga, 

Tenn., and, after crossing the northern part of Alabama, again enters 

Tennessee in Harding County. It then flows northward, crossing 

Tennessee and Kentucky, and enters Ohio River at Paducah, about 40 

miles above Cairo. Its principal tributary on the north is Clinch 

River, wliich enters it near Kingston, Roan County, Tenn. The principal tributaries on the south are Hiwassee and Little Tennessee 

rivers. The Hiwassee rises in the northern part of Georgia and flows 

into the Tennessee about 30 miles above Chattanooga. Its principal 

tributaries are the Okoee and Nottely. Little Tennessee River rises 

in the northeast corner of Georgia, Hows across the southwestern 

part of North Carolina, and enters the Tennessee near Loudon, Tenn. 

Its principal tributary is the Tuckasegee. French Broad River rises 

in the western part of North Carolina. Its principal tributaries 

are the Pigeon and the Nolichucky. Holston River rises in the westem part of Virginia. Its principal tributary is Watauga River.

FRENCH BROAD RIVER AT HORSESHOE, X. C.

This station was established October 4, 1904, and was discontinued 

March 31, 1906. It is located at the steel highway bridge at Horseshoe, N. C. The conditions at this station and the bench marks are 

described in Water-Supply Paper No. 169, page 89, where are given 

also references to publications that contain data, for previous years.

q/ .F/mcA .. f-./or

Kate.

1004.

190J.

KKW. 

March 6 .......

Jlyilrographcr.

13. R.Dranr... ........... ....... ...........

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

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

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

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

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

W. E. Hall. . .................................

W. E.IIall................................... 

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

Width.

J'fff.

&) *

82

81

81R1

81

81

81

81

81 

81

Arra of 

section.

a@./(.

241

285

 192

318

439

522

488

259

613 

013

Gago 

height.

J*ff(. 

0.80

1.51

.51

1.81

3.10

3.84

3.60

1.37

4.62 

4.02

Discharge.

3ec.Y(. 

3%

529

290

888

1,160

1.110

415

1,410 

1,420
TENNESSEE EIVER DRAINAGE BASIN. 71

Daily gage height., in feet, of French Broad Hirer at Horseshoe, N. C..for 1906.

Day.

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

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

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

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

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

g

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

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

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

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

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

Jan.

3.6 

3.4 

7. 1 

12.7

13.0

7. 5 

.1 9

5.4 

5.0

4.5

4.2

5.0 

5.5 

4.8 

4.6

Feb.

6.7 

6.3

5. 7

5.0 

4.9 

4.8 

46 

4.4 

4.2 

4.4 

44 

4.3 

4.2 

4.2

Mar.

3.6 

3.4 

3.7 

5.5 

5.4 

4.8 

4.4 

4.6 

4.8 

4. 5 

4.3

4.0 

3.8 

4.0 

7.3

7.2

17.......

IS. ..

20. ..

99

93

24. ... 9.-,

26.......

27.......

29.......

30.......

31 .......

Day. Jan.

4.4 

4.2

4.2 

3.9

&2 

16.0 

16.0 

140 

10.0 

7.8

?'?

7.0

6.9

Feb.

40 

3.8 

3.8 

3.6 

3.8 

5.5 

4.2 

4.0 

3.9 

3.8 

3.8 

3.7

.. ....

:::::::

Mar.

5. 5 

4.9 

7.0 

9.9 

6.8 

5.9 

5. 5 

4.9 

48 

4. ff 

4.5 

46 

4.5 

7.8 

8.8

Rating table for French Broad River at Horseshoe, jY. C., 1904 to 190C.

Gage 

height.

Feet. 

0.30 

0.40 

0. 50 

0.60 

0.70 

0.80 

0.90 

1.00 

1.10 

1.20 

1.30 

1.40

Discharge.

Sec.-ft. 

242 

258 

275 

292 

310 

328 

347 

367 

387 

408 

429 

451

Gage 

height.

Feet. 

1.50 

1.60 

1.70 

1.80 

1.90 

2.00 

2.10 

2.20 

2.30 

2.40 

2.50 

2.60

Discharge.

Sec.-ft. 

473 

496 

519 

542 

566 

590 

615 

640 

665 

695 

725 

755

Gage 

height.

Feet . 

2.70 

2.80 

2.90 

3.00 

3.10 

3.20 

3.30 

3.40 

3.50 

3.60 

3.70 

3.80

Discharge.

Sec.-ft. 

785 

815 

845 

875 

905 

935 

965 

995 

1,025 

1,060 

1,095 

1,130

Gage 

height.

Feet. 

3.90 

4.00 

4.20 

4.40 

4.60 

4.80 

5.00 

5.20 

5.40 

6. 00

i

Discharge.

Sec.-ft. 

1,165 

1,200 

1,270 

1,340 

1,410 

1,480 

1,550 

1, 630 

1,710 

1,950

NOTE. The above table is applicable only for open-channel conditions. It is based on eight discharge 

measurements made during 1904, to 1906. It is well defined between gage heights 0.5 foot and 5.0 feet. 

Above 5.0 feet the rating curve is a tangent, the difference being^0 per tenth.

Monthly discharge of French Broad River at Horseshoe, X. C., 1904 to 1906. 

[Drainage area, 325 square miles.]

Month.

1904.

December. .

1905.

February. . . ....

March..

April... . . ..

May

June. .

July

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

1906.

Dischai 

Maximum.

275

710

3,630

3, 110

1,630

1,130

9 910

3, 630

3, 870

1,200

2,310

519

3,310

5, 630

2, 230

3,510

rge in seeond-feet.

Minimum.

242

250

284

301

473

725

615

695

554

935

815

542

496

408

429

Mean.

256

346

480

918

1,190

994

751

1,280

1,050

1, 960

1,610

732

643

449

1,400

301 | 1,080

995

1,060

995

2,380

1,390

1,700

Run-off.

Sec.-ft. per 

sq. mile.

0.788

1.06

1.48

2.82

3.66

3.06

2.31

3.94

3.23

6.03

4.95

2.25

1.98

1.38

4.31

3.33

7.32

4.28

5.23

Depth in 

inches.

0.91

1.18

1.71

3.25

3.81

3.53

2.58

4.54

3.60

6.95

5.71

2.51

2.28

1.54

4.97

45.27

8.44

4.46

6.03

NOTE. Values for 1904 to 1906 are good.
72 SURFACE WATER SUPPLY IN 1906.

FRENCH BROAD RIVER NEAR ASHEVILLE, N. C.

This station is located at the steel highway bridge known as Smith 

Bridge, about 1 mile below the Southern Railway depot at Asheville, 

N. C., and near the end of the Patton avenue line of the Asheville 

Street Railway Company. The United States Weather Bureau maintains a station at this place, and furnishes gage height records to the 

United States Geological Survey. The conditions at this station and 

the bench marks are described in Water-Supply Paper No. 169, page 

90, where are given also references to publications that contain 

data for previous years.

Discharge measurements of French Broad River near Asheville, N. C., in 1906.

Date. Ilydrographer.

W. E. Hall. ..................................

O. P. Hall.. ..................................

W. E. Hall. ..................................

Width.

Feet. 

314

336

342

Area of 

section.

Sg. ft. 

1,100

1,830

2,400

Gage 

height.

Feet. 

0.43

3.87

Discharge.

Sec.-ft.

6,360

Daily gage height, in feet, of French Broad River near Asheville, N. C.,for 1906.

Day.

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

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

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

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

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

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

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

9

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

0.3

9

.3

4.0 

3.8

2.9

1.4

1.2

1.0

.7

.3

1.0

1.1

1.3

1.1

.8

.5

.8

7.8

7.0

5.0

3.6

3.5 

2.1

2.2

2.1

2 0

Feb.

2.0

1.8

1.6

1.2 

1.1

1.0

1.0

.8

.6

.7

.9

.0

.6

.6

.5

1.1

1.8

.6

.6

.5

.5

Mar.

0.4

.4

.5

2.0 

1.4

1.0

.6

.6

1.0

.8

.6

rj

2.2

1.4

9

2.6

2.0

1.5

1.1

1.0

9

.8

.8 

.8

.9

1.5

2.2

Apr.

1.8

1.6

1.0

1.0

.8

.8

.6

.9

'I

3.2

2.6

1.6

1.2

1.0

.9

.8

.8

.5

.5 

.5

.8

May.

0.6

.5

.5

.5 

.5

.5

.6

.5

.3

.3

.2

.2

^

.1

.0

.0

.0

-0.1

-0.1

-0.2

.0

1.2

.6

.3

.1

June.

0.1

.5

.5

.4

1.4

.8

.4

.8

1.8

3

L'.

3.5

4.2

3.4

3.5

2.0

1.5

1.1

9

.9

1.4

1.1

.7 

.8

.6

.6

July.

0.5

.3

.5

.7

.5

.3

1.0

.3

.2

1.4

2.1

1.6

2.5

2 9

2.1

1.5

1.5

2.5

1.6

1.1

1.1

1.4

.8

Aug.

0.8

.9

.8

.7 

.6

.5

.8

.3

2

.2

.1

.1

1.0

1.1

.8

.8

1.0

1.4

1.0

1.4

1.0

.8

.8

.6'

.9 

2.6

2.5

2.8

3.2

Sept.

2 2

2.0

1. 1 

1.6

2.0

1.5

1.3

.7

.6

1 5

.8

.4

5.7

5.1

4.7

4.0

2.8

2.6

2. 1

2.1

2.1

3.5

3.5

Oct.

3.4

3.4

4.3

5.3 

4 9

4.5

3.6

3.2

2.3

2.0

1.8

1.7

1.5

1.4

1.3

1.3

2.6

2.0

1.6

1.3

1.3

1.2

1. 1

1.0

9

.9

.8

.8

Nov.

0.7

.6

.5

 s

.3

.3

.2

2.0

5.0

4.1

3.6

3.1

3.0

1.5

1.1

1.0

.9

9

9

.8

Dec.

.6

.5 

.5

1.1

.8

.6

.5

1 2

9

9

.9

<7

g

.5

.4
TENNESSEE RIVER DRAINAGE BASIN. 73

Rating table for French Broad River near Asheville, Ar. C'.,/or 1906.

Gage Disheight, charge.

Feet.

-0.20

Gage

height.

Sec.-ff. Feet.

1,330

-0.10 1,460

0.00 | 1,590

0.10

0.20

0.30

0.40

0.50

0.60

1,730

1,870

2,020

2,170

2,330

2,490

0. 70 2, 650

0. 80 . 2, 820

0. 90 2, 990

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

Discharge.

Gage

height.

Sec.-ft. Feet.

3, 170 2. 20

3,350 2.30

3, 540 2. 40

3, 730 : 2. 50

3,930 2.60

4, 130 2. 70

4, 340 2. 80

4,660

4,780

5,010

5,240

5,480

2.90

3.00

3.20

3.40

3.60

Discharge.

Sec.-ft.

5,730

5,980

6,240

6,500

6,770

7,040

7,320

7,600

7,890

8,480

9,090

9,720

Gage 

height.

Feet.

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

Discharge.

' ' 

Set. -ft.

10,370

11,040

11,730

12,430

13, 150

13, SCO

14, 650

15,420

16, 200

17,000

17,800

NOTE. The above table is applicable only for open-channel conditions. It is based on 11 discharge 

measurements made during 1904 to 1906. It is well defined between gage heights 1.0 foot and +5.0 

feet. Above gage height 5.40 the rating curve is a tangent, the difference being 400 per tenth.

Monthly discharge of French Broad River near Asheville, X. C.,for 1906.

[Drainage area, 987 square miles.]

Discharge in second-feet. Run-off.

Month.

Maximum.

25,800

5,240

8,480

3,540

7,000

8,480

17,400

15,800

14,600

4,340

25,800

Minimum.

1,870

2,330

2,170

2,330

1,330

1,870

1,730

2,170

2,820

1,730

2,170

1,330

Mean.

6,020

3,010

3,400

3,210

2,010

3,440

3,330

5,780

6,050

3,820

2,610

3,900

Sec.-ft. per 

sq. mile.

6.10

3.05

3.44

3.25

2.04

4.13

3.49

3.37

5.86

6.13

3.87

2.64

3.94

Depth in 

inches.

7.03

3.18

3.97

3.63

2.35

4.61

4.02

3.88

6.54

7.07

4.32

3.04

53.64

NOTE. Values for 1906 are excellent.

TENNESSEE RIVER NEAR KNOXVILLE, TENN.

This station is located at the Gay street or county highway bridge. 

Gage heights are furnished by United States Weather Bureau. The 

conditions at this station and the bench marks are described in 

Water-Supply Paper No. 169,-page 96, where are given also references 

to publications that contain data for previous years.

Discharge measurements of Tennessee River near Knoxville, Tenn., in 1906.

Date.

April 23.......

Hydrographer.

O. P. Hall. ..................................

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

Width.

Feet. 

773

880

839

Area of 

section.

Sq.ft. 

4,920

6,670

4,950

Gage 

height.

Feet. 

3.03

5.45

2.78

Discharge.

Sec.-ft. 

13,400

24,900

12,500
74 SUEFACE WATER SUPPLY IK 1906.

Daily gage height, in feet, of Tennessee Riier near Knoxrille, Term., for 1906.

Day. Jan.

1............... 2.1

2. ... 1.9

3 19

5............... 7.4 

6............... 7.3

7............... 5.5

8...... ......... 3.9 

9........ ...... J 3.7 

10 '33

Feb.

6.6 

6.0

4.6

4.0

3.6 

3.4 

3.1 

2.9

11 ... 2.9 ">..&

14. .............. 3.7

15-......-......- 4.2

16............... 4.9- 

17............... 4.9

18--............- 4.3

21............... 3.5 

22...............' 3.2

24............... 20.1

25. .............. 18.1

28............... 7.3

29. .............. 7.2 

30............... 7.0

31---.......-..-. 6.7

Mar.

2.7 

2.6 

2.7

3.2

3.8 

4.0

3.4 

3.1 

2.9 

2.9

2.8

2.6 2.6

2.6 2.4

2.6 2.3 

2.7 3.4

2.7 7.3 

2.7 8.0 

2.7 ' 6.5 

2.5 4.9

24 4.5

2.3 

2 6

3 0

3.1 

3.0

2.8

2.8

2 7

5.2 

4.9

3.9 

3.6

3.5

3.6 

4.0

4.0 

4.2 

4.6

Apr.

5.4 

5.0

3.9

3.5 

3.4

3.4 

3.5 

3.8 

5.2

5.2

4.4

3.7

3.3

3.8

6.6 

8.1 

5.9 

4.7

4.0

3.6 

3.4

3.0

2.9 

2.5

2.6 

2.3

2.3

2.2

May.

2^5

3.0 

3.7

4.9

6.1 

7.3 

6.3 

4.6

3.8

3.4

3.0

2.7 

2.5

2.0 

1 9

Juno.

1.7 

2.0 

2.1

2.0 

2.0

1.9

2.4 

2.2 

1.9 

1.6

1.5

1.7

1.7 

3.0 

5.6

5.4 

5.9 

5.0 

4.0

July.

1.9 

1.7

1.5

2.2

1.9

1.8 

1.9

2.4 

2.4

2.2

1 9

1.6 

1.4 

2.1

2.1

3.8 

6.5 

5.0

Aug.

6.5 

4.7 

4.3

4.7 

4.3

3.3 

3.1 

3.0 

2.4

2.3

5!i

4.2 

5.2 

4.7 

5.0

1.8 i 3.0 4.8 4.1 

1.9 I 2.7 4.6 3.9

1.7 2.7

1.6 2.7 

1.5 3.2

1.4 3.6

1.4 , 3.2 

2.2 3.0

3.0 

2.5 

2.0

2.5 

2.1

Sept. , Oct.

9.3 

7.1

4.5 

4.8

8.4 

5.9 

5.2 

4.3

3.4 

3.1

2.8

2.5 

2.2 

2.0 

1.9

10 9

7.0 

5.8

7.7 

8.4

8.1 

6.7 

5.7

4.8

3.7

3.4 

3.1 

2.9

2.7 

2.6 

2.5

2.7

4 9,

7.9 8.5

6.7 7.2

5.0 3.7 5.8 

4.7 4.1" 5.0 

3.9 5.2 4.3

3.2 3.9 4.1

3.0 3.2 3.6

2.8 5.8 ' 3.3

3.2 4.4 

3.1 7.7 

5.6 9.8

3.7 

4.6

5.2 

4.2 

3.7

3.3

3.0

2.8

2.6 

2.4 

2.3

Nov.

2 2 

2.1

2.0 

1.9

J

o

1.8 

1.8 

1.7

1.7

1.7

1.8

2.3 

2.7 

2.4

2.1

2.0 

2.3 

10.0

17.7 

11.4

7.5 

5.7

4.8

4.2

3.8

3.3 

3.1

Dec.

2.9 

2.8

2.6 

2.5

2.5

2.5 

2.4 

2.4 

2.4

2.2

2.4

2.8 

2.5 

2.4

2.3 

2.3 

3.3 

3.8

3.9

3.8

3.7 

3.5 

3.1

2.1

3.5

10.3 

10.9 

9.8

Rating table for Tennessee River near Knoxiille, Tenn.,for 1906.

Gage | Dishoight. charge.

Feet. ' Sec. -ft.

1.40 j 6,590

1.50 i 6,970

1. 60 [ 7, 360

1.70 . 7,760

1.80 8,170

1. 90 8, 580

2.00 9,000

2.10 9,420

2.20 9,840

2. 30 10, 260

2. 40 10, 680

2.50 11,100

2.60 11,520

2.70 11.940

Gage ' Disheight. charge.

Feet. Sec.-ft.

2.80

2.90

3.00

3. 10

3.20

3.30

3. 40

3.50

3.60

3.70

3.80

3.90

4.00

12, 360

12. 780

13,200

Gage Disheight. , charge.

Feet. Sec.-ft.

4.20

4.30

4.40

13,620 450

14,040

14, 460

460

470

14, 880 4. 80

15,300 , 4.90

15,720 5.00

16,140

16,560

16,980

5.20

5.40

5.60

18,240

18,660

19,080

19, 500

19,920

20, 340

20, 760

21,180

21,600

22, 440

23,280

Gage 

height.

Feet.

6.20

6.40

6.60

6.80

7.00

8.00

9.00

Discharge.

Sec.-ft.

26, 660

27, 520

28, 380

29,240

30, 100

34, 400

38,900

10. 00 ! 43, 600

11.00 1 48,500

12.00

13.00

24, 120 14. 00

17,400 "i 5.80 ; 24,960 15.00

4. 10 17, 820 ' 6. 00 25,800 16.00

53, 700

59,200

65,000

71,000

77,000

NOTE. The above table is applicable only for open-channel conditions. It is based on discharge 

measurements made during 1899 to 1906. It is well defined up to gage height of 24 feet. Above gage 

height 14.0 feet the rating curve is a tangent, the diflerence being 600 per tenth.
TENNESSEE RIVER DRAINAGE BASIN. 75

Monthly discharge of Tennessee River near Knoxville, Tenn., for 1906. 

[Drainage area, 8,990 square miles.]

Month.

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

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

Discharge in second-feet.

Maximum.

102,000 

28, 400 

34, 400 

34, 800 

31,400 

25,400 

28,000 

42,600 

48, 000 

36, 600 

119,000 

48, 000

119,000

Minimum.

8,580 

10, 300 

10, 300 

9,840 

6,590 

6,970 

6,590 

9.420 

8,580 

10, 300 

7,760 

9,420

6,590

Mean.

25, 300 

14,400 

17, 100 

17,200 

12, 800 

12, 600 

13, 500 

18, 400 

21.200 

20, 300 

20, 700 

15,800

17,400

Run-off.

Sec. -ft. per 

sq. mile.

2.81 

1.60 

1.90 

1.91 

1.42 

1.40 

1.50 

2.05 

2.36 

2.26 

2.30 

1.76

1.94

Depth in 

inches.

3.24 

1.67 

2.19 

2.13 

1.64 

1.56 

1.73 

2.36 

2.63 

2.61 

2.57 

2.03

26.36

NOTE. Values for 1906 are excellent.

TENNESSEE RIVER AT CHATTANOOGA, TENN.

This station was established in 1879, at the foot of Lookout street, 

just below Chattanooga Island, by the Signal Corps of the United 

States Army, but since July 1, 1891, it has been in charge of the 

Weather Bureau. Gage heights are furnished to the Geological Survey through L. M. Pindell. The conditions at this station and the 

bench marks are described in Water-Supply Paper No. 169, page 99, 

where are given also references to publications that contain data for 

previous years.

Discharge measurements of Tennessee River at Chattanooga, Tenn., in 1906.

Date.

May 9.........

May 23......... 

Jure 21.. ......

F

0.

F

Hydrographer.

P. Hall ..................................

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

Width.

Feet. 

1,120

1,040

Area of 

section.

Sq. ft. 

13, 100

7,690 

9,810

Gage 

height.

Feet. 

8.36

3.40

Discha rge.

Sec.-/t. 

52, 800

19, 800
76 SURFACE WATER SUPPLY IN" 1906.

Daily gage height, in feet, of Tennessee River at Chattanooga, Tenn.,for 1906.

Day.

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

4 . ..... .

0...............

?::::::::::.::::

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

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

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

19

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

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

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

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

ID

19

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

22............... 90

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

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

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

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

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

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

on

Jan.

5.5

5.1

5.0

8.3

12.0

12.9

10.9

9.1

8.5

7.6

7.0

6.7

6.9

6.9

r. i

8.0

8.0

7.5

7. 3

S.7

12.4

17.4

21.4

38.9

13.4

11.1

10.2

10.1

Feb.

9.6

9.1

8.8

8.3

7.7

7.0

6.1

5.8

5.6

5.3

5.0

4.8

4. /

4.7

4.6

4.6

4.4

4.1

4.9

6.0

5.8

5.5

5.3 '"> 2

Mar.

* *

5.5

8.2

9.4

8.6

7.2

6.7

6.3

5.9

o. /

5.4

7.3

9.9

10.4

10.7

10.6

9. 7

8 Q

8.1

7.4

6.9

6.7

0 9

7.6

9.6

13.7

Apr.

14.8

12.4

10.6

9.2

8.3

7.5

7 1

6.9

6.9

7.4

8.6

9.3 s.-

s.i

8.4

8.7

9.4

10.2

8.9

7. 7

7.0

6.0

5. 7

5.4

5.2

5.6

MJIV.

4.9

4.8

4.8

4.9

5.1

5 . 5

7.2

8.2

8.9

8.3

7.0

6.1

5. 1

4.8

4.5

3.8

3.7

3. 6

3.5

3.5

3.1

3.3

3.3

3.9

4.6

June.

4.1

3.8

4.1

4.3

4.3

4.3

4.1

3.9

3.9

3.8

3.6

3.2

3.2

4.4

5.4

7.8

9.2

6.8

6.0

5.5

5.1

4.9

6.0

6.6

6.7

6.2

5.5

July.

4.6

4.2

3.9

3.7

3.5

3.5

3.7

3.7

4.4

5.4

5.5

5.2

4.5

4.7

6.7

8.7

7.9 

9.3

15.0

10.8

10.3

12.0

13.7

12.3

9 7

8.1

7.2

7.0

Aug.

7.7

9.0

9.5

8.2

7.6

7.9

7.3

6.9

6.2

5.8

5.5

5.2

4.9

4.7

5.1

6.3

7 2

~ 7

7.3

6 9

6.5

6.5

7.1

7.3

6.7

6.5

9.7

Sept.

13.0

11.7

10.3

8.9

7.7

7.9

10.4

10.4

9.3

9.2

8.8

8.0

7.0

6.2

5.2 

4 9

6.1

8.1

11.1

9.2

8.5

7.7

7.0

6.6

5.9

6.1

Oct.

13.9

19.2

19.3

17.9

13.8

13.6

15.4

13.4

11.4

9.9

8.6

7.6

7.0

6.4

6.0

5. 7 

5.6

7.1

6.9

7.0

8.4

7.4

6.6

6.0

5.6

5.2

Nov.

4.5

4.4

4.3

4.2

3.9

3.9

3 9

3.8

3.7

3.6

?>. 5

3.5

3.5

3.7

4.0

4.4 

4.4

8.2

31.6

33.3

22.0

13.0

9.7

8.6

7.2

Dec.

0.3

6.2

5.7

5.6

5.5

5.3

5.3

5.4

5.5

5.3

5.2

5.6

5.6

5. 4

5. 1

z D

D (r

9 2

8.9

9.3

7.7

7.3

6.6

6.1

5.9

16.3

Rating table for Tennessee River at Chattanooga, Tenn.,for 1906.

Gage Disheight. charge.

Feet. Sec.-ft.

Gage Disheight. charge.

Feet.

3.20 17,920 4.00

3. 30 18, 460 4. 10

3. 40 i 19, 000

3. 50 i 19, 550

3. 60 20, 100

3. 70 20, 660

3.80 21.220

3.90 j 21,790

4.20

Sec.-ft.

22. 360

22,940 '

23, 520

Gage

height.

Feet.

4.80

4.90

5.00

4. 30 24, 100 5. 10

4.40

4.50

4.60

4.70

Discharge.

Sec.-ft.

27, 070

27,680

28, 300 i

28,920 :

Gage

height.

Feet.

5.60

5.70

5.80

5.90

24.690 5.20 29.550 ' 6.00

25,280 5.30 30,180 7.00

25,870 5.40 30,820 8.00

20,470 5.50 31,470

Discharge.

Sec.-ft.

32,120

32,780

33.450

34,120

34, 800

41,600

48,400

NOTE. The above table is applicable only for open-channel conditions. It is based on discharge 

measurements made during 1893 to 1900. it is well defined up to gage height of 20 feet. Above gage 

height 6.0 feet the rating curve is a tangent, the difference being 680 per tenth.
TENNESSEE RIVER DRAINAGE BASIN. 77

Monthly discharge of Tennessee River at Chattanooga. Tenn..for 1906. 

[Drainage area. 21,400 square miles.]

Month.

Discharge in second-feet. 

Maximum. Minimum. .Mean.

Run-off.

April .......................................... 94, GOO

September .................................... 82, 400

October ....................................... 125. 000

November. ................................... 220. 000

December. .................................... 105. 000

28, 300

28,900

29,600

17,900

26. 500

27,100

26, 500

19.600

28.900

17,900

34 100

48,700

A A qnn

49,600

56, 300

40,100

45.100

9 9§ 2 54

1 34 1 54

2 07 ^39

1. 95 2. 25

2 39 2 59

1.87 2.16

NOTE. Values for 1906 are excellent.

DAVIDSONS RIVER NEAR UAV1DSONS RIVER, N. C.

This station was established May 19, 1904. It is located at English Bridge, about 2 miles from Davidsons River, N. C., and about 

500 feet above the mouth of Avery Creek. The conditions at this 

station and the bench marks are described in Water-Supply Paper 

No. 169, page 101, where are given also references to publications 

that contain data for previous years.

Measurements of Davidsons River near Davidsons River, N. C.

Date.

1906.

Hydrographer.

W. E. Hall. ....................................

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

Width.

Feet.

77

Area of 

section.

Sq.ft. 

124

236

Gage 

height.

feet. 

1.25

2.74

Discharge.

Sec.-ft. 

129

1,020
78 SURFACE WATEE SUPPLY 1ST 1906.

Daily gage height, in feet of Davidsons River near Davidsons River, N. C.,for 1906.

Day.

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

o

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

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

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

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

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

g

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

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

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

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

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

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

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

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

1Q

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

22

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

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

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

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

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

28

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

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

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

Jan.

1.05

1.0

2.5

1.9

i ^

1.25 

1.25

1.2

1.15

1.25

1.3

1.2

1.25

1.15

IIP!

1.15

4.1

2.6

9 0^1

1.8 

1.75

1.6

1 Ke

1.5

1.5

1.5

Feb.

1.45

1.4

1.35

1.3

1.3

1.25

1.25 

1.25

1.2

1.2

1.25

1.2

1.2

1.2

1.15

1.15

1.45

1.25

1.15

1.15 

1.1

1.2

Mar.

1.1

1.1

1.9

1.45

1.35 

1.25

1.2

1.2

1.15

1.15

1.15

1.7

1.35

1.25

1.35

1.3

1.25 

1.2

1.3

1.2

1.75

2.0

1.7

Apr.

1.5

1.45

1.4

1.35

1.3

1.25

1.25 

1.3

1.25

1.2

1.2

1.2

1.7

1.7

1.5

1.25

1.2

1.2

1.2

i i ^

1.15

May.

1.1

1.1

1.1

1.1

1.1

1.05 

1.05

1.05

1.0

1.0

1.0

1.0

1.0

1.0

.95

1.0

.95

.95

.9 

1.7

1.6

1.4

1.25

1,15

1.1

June.

1.05

1.2

1.3

1.25

1 ^

1.3

1.2 

1.15

1.45

3.5

o o

9 P;

2.1

2.0

1.8

1 ^

1.45

1.4

1.4

1.3

1.25

1.25

July.

1.25

1.5

1.65

1.6

1.45

1 ^

1.3 

1.4

1.3

1.25

1.25

1.2

1.2

2.15

1.85

1.85

1.5

1.45

1.4

1.4

1.4 

1.65

1.7

1.5

1.45

1.4

Aug.

1.4

1.4

1.45

1.4

1.4

1 4^

1.42

1.35 

1.3

1.3

1.25

1.2

1.3

1.25

1.4

1.3

1.35

1.35

1.35

1.4

1 3^

1.5

1.5

1.8

Sept.

1.6

1.5

1.45

1.4

1 95

1.6

1.55 

1.75

1.4

1.35

1.35

1.4

1.3

1.3

1.3

2.7

2.0

1.8

1.7

1.85

1.75

1.8

1.7

1.75

2.5

2.6

Oct.

2.6

2.5

1 9

1.8 

1.75

1.65

1.5

1 5

1.45 

1.45

i ^

1.4

1.35 

1.3

1.3

1.25

1.25

1.25

Nov.

1.2

1.2

11C

IIP!

1.15 

1.1

1.1

1.1

1 1

1.15

1.8

1.5

1.4

1.4

1.3 

1.3

1.2

Dec.

i i r

1.15

1.25

1.15

1.5

1 ^

1.2

1 1 ^

1.1

1 9P;

1.25

1 25

1.25

1.85 

1 9

1.1

1.95

Rating table for Davidsons River near Davidsons River, N. C., for 1906.

NOTE. 

measurem 

Above ga

Gage 

height.

Feet. 

0.90 

1.00 

1.10 

1.20 

1.30 

1.40

Discharge.

Sec.-ft. 

60 

79 

100 

122 

147 

176

Gage 

height.

Feet. 

1.50 

1.60 

1.70 

1.80 

1.90 

2.00

Discharge.

Sec.-ft. 

210 

250 

295 

345 

400 

460

Gage 

height.

Feet. 

2.10 

2.20 

2.30 

2.40 

2.50 

2.60

Discharge.

Sec.-ft. 

520 

590 

660 

735 

815 

895

Gage 

height.

Feet. 

2.70 

2.80 

2.90 

3.00 

3.20 

3.40

Discharge.

Sec.-ft. 

985 

1,075 

1,170 

1,265 

1,460 

1,660

The above table is applicable only for open-channel conditions. It is based on discharge 

ents made during 1904 to 1906. It is well denned between gage heights 0.7 foot and 1.3 feet. 

*e height 3.1 feet the rating curve is a tangent, the difference being 100 per tenth.
TENNESSEE RIVER DRAINAGE BASIN.

Monthly discharge of Davidsons River near Daridsons River, X. C., for 1906. 

[Drainage area, 41 square miles.]

Month.

Mav

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

Discharge in second-feet.

Maximum. Minimum.

2,360 

193 

460 

295 

29,3 

1.760 

555 

400 

1,260 

1,460 

1,120 

430

2,360

79 

100 

100 

111 

60 

90 

122 

122 

134 

134 

100 

100

Mean.

297 

130 

177 

152 

102 

293 

226 

189 

356 

325 

191 

162

CO 217

Run-ofi.

Sec. -ft per Depth in 

sq. mile. inches.

7. 24 8. 35 

3.17 3.30 

4.32 4.98 

3.71 4.14 

2. 49 2. 87 

7. 15 7. 98 

5.51 6.35 

4. 61 5. 32 

8. 68 9. 68 

7. 93 9. 14 

4. 6 5. 20 

3. 95 4. 55

5. 28 71. 86

NOTE. Values are rated as follows: January, June, September, and October, good; remaining months, 

excellent.

NORTH FORK OF MILLS RIVER AT PINKBED, N. C.

This station was established May 18, 1904. It is located at the 

wagon bridge in the village of Pinkbed, N. C. The conditions at this 

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

169, page 105, where are given also references to publications that contain data for previous years.

Discharge measurements of North Fork of Mills River at Pinkbed, N. C., in 1906.

Ditto. Ilydrographcr.

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

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

Width.

Feet. 

38

39

39

Area of 

section.

Sq. ft.

81

40

41

Gage 

height.

Feet 

2.22

1.19

1.19

Discharge.

Sec.-ft. 

351

92

93
80 SURFACE WATER SUPPLY IN 1906. 

Daily gage height, infect, of North Fork of Mills River at Pinkbed, N. C.,for 1906.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

24......... »....

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

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

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

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

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

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

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

Jan.

0.9 

.9

2.2

2.0

1.55

1.4

1.3

1.2

1.1

1.1

1.1

1.2

1.15

1.15

1.15

1.1

1.1

1. 1

1.05

3.0

2.2

1.9

1.8

1.6

1.55

1.5

1.5

Feb.

1.45 

1.4

1.35

1.35

1.3

1.25

1.25

1.2

1.15

1.15

1.1

1. 1

1.05

1.05

1.05

1.3

1.05

1.0

1.0

1.0

1.1

1.0

Mar.

1.0 

.95

1.5

1.3

1.1

1.1

1.1

1.1

1..1

1.0

1.0

1.0

1.5

1.15

1.1

1.05

1.6

1.4

1.35

1.2

1. 1

1. 1

1. 1

1.15

1.1

1.55

1.8

1.6

Apr.

1.5 

1.4

1.3

1.25

1.3

1.2

1.15

1.1

1.1

1.1

1.1

1.1

1.3

1.8

1.5

1.3

1.3

1.25

1.2

1.15

1.15

1.1

1.1

1.1

1. 1

1.05

1.05

May.

1.05 

1.0

1.0

1.0

1.0

1.0

1.0

.95

.95

.9

9

.9

.9

.85

.75

.75

.7

.8

.8

.8

.8

.8

1.6

1.1

1.0

.9

.9

June.

0.9 

1.1

.9

1.2

1.1

1.0

1.0

1.0

1.1

1.2

3.7

2 4

3.7

2.3

2 1

1.9

1.7

1.6

1.5

1.5

1.4

1.35

1.3

1.3

1.25

1.2

1.2

July.

1.2 

1.15

1.15

1.1

1.1

1.1

1.1

1.1

1.2

1.1

1.1

1.1

1.05

1.05

1.5

1.45

1.3

1.4

1.6

1.55

1.4

1.2

1.2

1.2

1.2

1.15

1.1

1.1

Aug.

1.1 

1.1

1.15

1. 1

1.1

1.1

1.1

1.1

1.0

1.0

1.0 1.1 1.1

1.1

1.1

1.15

1.05

1.0

1.0

1.05

1.5

1.6

1.7

1.8

Sept.

1.5 

1.4

1.3

1.25

1.45

1.45

1.4

1.3

1.4

1.25

1.2

1.2

1.2

1.2

1.15

2.0 ai

2.2

1.9

1.8

1.7

1.65

1.7

1.6

1.65

1.8

2.4

2.4

Oct.

2.3 

.2.3

3. 1

2.8

2. 45

2.3

2.1

1.95

1.85

1.8

1.7

1.65

1.6

1.55

1.5

1.5

1.55

1.6

1.55

1.5

1.45

1.4

1.4

1.4

1.35

1.3

1.3

1.3

1.25

Nov.

1.25 

1.2

1.2 , 1.2

1.2

1.2

1.2

1.15 '

1.15

1.1

1.1

1.1

1.1

1.1

1.4

2.6

1.7

1.6

1.5

1.5

1.4

1.35

1.3

1.3

1.3

1.25

1.25

Dec.

1.25

1.2

1.2

1.2

1.2

1.15

1. 15

1.15

1.15

1.15

1.15

1.15

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.15

1.15

1.15

1.1

1.1

1.1

1.1

1. 1

1.1

1.1

1.1

1.8

Rating table for North Fork of Mills River at Pinkbed, N. C.Jor 1906.

Gage 

height.

Feet. 

0.70

0.80

0.90

1.00

1.10

1.20

1.30

1.40

1.50

Discharge.

Sec.-ft. 

35

45

56

68

81

95

110

130

150

Gage 

height.

Feet. 

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

Discharge.

Sec.-ft. 

175

200

225

250

280

310

340

370

405

Gage 

height.

Feet. 

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

Discharge.

Sec.-ft. 

440

475

515

555

595

640

685

730

780

Gage 

height.

Feet. 

3.40

3.50

3.60

3.70

3.80

3.90

4.00

Discharge.

Sec.-ft. 

830

880

930

990

1,050

1,110

1,170

NOTE. The above table is applicable only for open-channel conditions. It is based on discharge 

measurements made during 1904 to 1906. It is fairly well defined between gage heights 0.5 foot and 

1.2 feet.
TENNESSEE EIVEE DRAINAGE BASIN. 81

Monthly discharge of North Fork of Mills River at Pinkbed, N. C.,for 1906. 

[Drainage area, 24 square miles.]

Month.

July- .........................................

Discharge in second-feet.

Maximum.

1,170 

140 

225 

225 

175 

990 

175 

225 

685 

685 

475 

225

1,170

Minimum.

56 

68 

62 

74 

35 

56 

74 

68 

88 

102 

81 

81

35

Mean.

185 

88.6 

102 

102 

61.5 

193 

100 

92.0 

190 

221 

119 

90.4

129

Run-off.

Sec. -ft. per 

sq. {pile.

7.71 

3.69 

4.25 

4.25 

2.56 

8.04 

4.17 

3.83 

7.92 

9.21 

4.96 

3.77

5.03

Depth in 

inches.

8.89 

3.84 

4.90 

4.74 

2.95 

8.97 

4.81 

4.42 

8.84 

10.62 

5.53 

4.35

72.86

NOTE. Values for 1906 are good.

SOUTH FORK OP MILLS RIVER NEAR SITTON, N. C.

This station was established May 18, 1904. It is located at Sycamore Church, about 1 mile below Sitton's mill, Sitton, N. C. The 

conditions at this station and the bench marks are described in Water 

Supply Paper No. 169, page 107, where are given also references to 

publications that contain data for previous years.

Discharge measurements of South Fork of Mills River near Sitton, N. C., in 1906.

Date.

June 14

Hydrographer.

W. E. Hall. ..................................

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

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

Width.

Feet.

50

50

Area of 

section.

Sq.ft. 

183

100

97

Gage 

height.

Feet. 

3.38

1.61

1.61

Discharge.

Sec.-ft. 

730

174

170

IRE 205 07-
82 SURFACE WATER SUPPLY IN 1906.

Daily gage height, in feet, of South Fork of Mills River near Sitton, JV. C.,for 1906.

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

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

4...-..-.----.--

C

10.-... --------- -

11. .... ........--

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

1 Q

9 9

24.-..-----.-----

25

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

29

on

3.0 

2.55

1 "

1.4

1.35 

1.5

1.4

2 9

2 °

1.9

1 So

1.05 

1.6

1.45

1.45

1.45

1.45

1.4

1.35

1.4

1.35

1.4

1.35

2.3 1 

1.9 1

1.7 1

1.7 1

1.55 1

l.o 1

1.5 1

1.4 2

2 0,5 '>

1.7 1

1.55 1

2. 35 1

2.0 1

1.8 1

1.7 1

1.G5 1

1.0 j

1.55 1

1.5 1

1.55 1

1.55 1

2.2 1

2 9 5 '

85 1.4

75 1.4 

7 1.4

| ~ 1 ') ~

0 1.35

0 1.35

55 1.3

55 1.3

5 1.3

45 1.25

.3 1.25

.9 1.25

.8 1.2

.7 1.2

.0 1.2

.6 1.2

. 55 1 . 2

.5 1.15

.5 1.15

.4 1.8

.45 2.25

.4 1.8

.4 1.5

 ... 1.35

1.3

1.5

1.9

2.0

1.7

1.55

1.7

2.1

1 . 85 

2.4

5.8

3.7

3.7

2.85

2.45

2.3

2.1

2.0

1.9

1.8

1.8

1.8

1.8

1.65

1.7

1.6

1.6

1.5

1.7 

1.65

1.5

1.5

1. 65

1.65

1.5

1.45 

1.4

1.9

2.4

2.1

2.1

2.1

2.35

2.1

2.0

1.85

1.75

1.7

1.9

1.75

1.65

1.6

1.55

1.55

1.6 

1.6

1.5

1.55

1.45

1.4

1.4

1.35 

1.3

1.4

1.55

1.5

1.45

1.9

1.75

1. 55

2 7

1.9

1.8

1.6

1.75

1.55

1.65

1.75

2.4

2.9

2.6

2.15

1.9

1.85 

1.75

2.6

2. 35

9 -I

2.0

1.9

1.8

1.7 

1.7

1.8

1.7

1.65

1.6

1.6

4.0

4.8

3.2

2. 65

2 5

2.3

2.3

2.35

2.2

9 95

2. 45

3.9

3.4

3.0

3.8

5.2 

4.0

3.2

3.3

2.8

2.5

2.35

2.3

2.1

2.05

2.0

1 95

2.0

2.35

2.2

2.05

2.0

1.95

1.9

1.9

1.8

1.8

1.75

1.7

1.7

1.65

1.6

1.6 

1.0

1.6

1.55

1.55

1.5

1.5

1.5

1.5 

1.5

1 . 45

1.45

1.45

4.0

3.9

2.65

2.3

2.1

2.0

1.9

1.85

1.8

1.75

1.7

1.7

1.65

1.6

1.6 

1.6

1.55

1.6

1.6

1.55

1.5

1.75

1.8

1.6

1.6

1. 55

1.5

1.5

1 65

1.6

1.55

1.6

1. 55

1.5

1.5

1.6

1.9

1.6

1.5

1.4

3.2

Plating table for South Fork of Mills River near Sitton, X. C..

Gage

height.

Feet.

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

Discharge.

Cage

height.

Sec.-ft. Feet.

90 1. 90

107 2. 00

125

145

165

185

205

225

2.10

2.20

2.30

2.40

2.50

2.60

Discharge.

Sec.-ft.

250

275

Gage

height.

Feet.

2.70

2.80

300 i 2. 90

325 3.00

355 3. 10

Discharge.

Sec.-ft.

Gage

height.

Feet.

480 3. 50

515 , 3. 60

550

585

3.70

3.80

620 3. 90

385 3.20 6CO 4.00

415 i 3.30 700

445 3. <0 740

4.20

4.40

for 1906

Discharge.

Sec.-ft.

780

825

870

915

960

1,005

1,100

1,200

NOTE. The above table is applicable only for open-channel conditions. It is based on discharge 

measurements made during 1904 to 1906. It is well defined between gage heights 0.7 foot and 1.7 feet. 

Above gage height 4.1 feet the rating curve is a tangent, the difference being 50 per tenth.
TENNESSEE RIVER DRAINAGE BASIN. 83

Monthly elischarge of South Fork of Mills Hirer near Sitton, A'. C.,for 1906. 

[Drainage area. 40..") square miles.]

Month.

Discharge in second-feet. 

Maximum. Minimum. Mean.

Run-off.

Alarch

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

1.800

225

445

415

340

1,900

385

1,400

1,600

1,000

6CO

],900

98

135

98

125

145

185

205

145

98

306

161

197

378

218

403

414

260

197

259

3.98

.- 90

4 86

3.38

9.33

5. 38

10.22

6.42

4.86

6.40

8.72

4.14

10.41

6.20

11.78

7.16

5.60

NOTE. Values for 1906 are excellent.

NOLJCHUCKY RIVER NEAR GREENEVILLE, TENN.

This station was established May 7, 1903. It is located at Jones's 

bridge, 5 miles southeast of Greeneville, Tenn. The conditions at this 

station and the bench marks are described in Water-Supply Paper 

No. 169, page 112, where are given also references to publications 

that contain data for previous years.

Discharge measurements of Nolichucky River near Greeneville, Tenn., in 1906.

Date.

October 20.....

October 20.....

llydrographer.

0. P. Hall.... ..............................

.....do.....:.................................

! Width, i

Feet. 

267

275 !

275

Area of 

section.

Sq.ft. 

764

1,490

1,460

Gage 

height.

1'ctt.

3.21

3.06

Discharge.

Sec.-ft.

e>, 020

5, 770
84 SUKFACE WATER SUPPLY IN" 1906.

Daily gage height, in feet, of Nolichucky River near Greenerille, Tenn.,for 1906.

Day.

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

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

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

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

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

9. ....

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

0. 6

.55

55

3.8 

2.0

1.45

1.0

.85

g

1.35 

1.15

1.7

1.4

1.3

1.2

1.25

1.2

1.1 

1.0

15.2

4.6

3.0

2.5

2.5

2.3

2.25

2.3

2.3

Feb.

2.35

2.1

1.85

1.65 

1.6

1.5

1.25

1.2

1.15

1.1

1.2 

1.3

1.35

1.3

1.15

1.1

1.05

1.0 

1.25

1.5

1.3

1.2

1.2

1.3

1.2

Mar.

10

1.0

1.05

2.15 

1.5

1.35

1.25

1.15

1.0

.95

.95 

9

1.0

3 ^

2 2

1.55

1.7

1.7 

1.5

1.4

1.3

1.35

1.35

1.35

1.4

1.45

2.5

Apr.

2.0

1.7

1.5

1.35 

1.25

1.25

1.4

1.4

1.5

1.15 

1.1

5.0

2.8

2 1

1.8

1.6

1.3 

1.25

1.2

1.0

1.0

.9

.9

.85

May.

0.95

1.0

1.05

1.5 

3.1

3.0

2.95

1 9

1.45

1.2 

1.1

1.0

.9

.85

.8

.65

6

9

1.45

.95

.8

.7

June.

0.6

.7

.95

.7

.7

.6

.6

.6

.55

1.0 

3.5

1.5

2.9

2.0

1.2

1.0

1.9

1.5

.8

.65

July.

0.7

.7

.6

. 7 

1.0

.95

g

.55 

.5

.55

1.8

1.8

1.35

1.9

1.5

1.3

1.0

1.2

1.8

1.1

1.3

1.25

1.1

Aug.

1.1

1 2

2.7

2.0 

2.1

i *?^

1.1.5

.8 

1.3

1.9

2.6

2.2

1.8

1.6

1.5

1.35

1.2

1.05

2.2

2.1

2.8

4.1

5.4

Sept.

3.JO

2.25

1.9

3.2 

3.25

2.65

2.1

1.5

1.4

1.35 

1.3

1.2

1.0

1.2

8.2

4.0

2.7 

2.6

2.2

1.9

1.5

1.5

2.25

2.55

3.2

Oct.

2.55

2.6

3.4

4.4 

2.9

2 5

2.0

i ix.

1.3 

1.25

1.2

1.15

3.5

3.0

1.65

1.5

1.4

1.2

1.15

1.1

1.05

Nov.

.95

.95

.9 

.9

.85

.8

1.1

.95

.8

.75

.75

9.5

5.6

3.2

9 ^

1.6

1.5

1.4

1.3

1.25

1.2

Dec.

1.05

1.05 

1.0

1.0

g

g

1.0

1 2

1.0

.9

g

1 *?^

1.2

1.3 i **P;

1 9^

1.0

4.3

2.9

9 3

Rating table for Nolichucky River near Greenerille, Tenn.,for 1906.

Gage Disheight. , charge.

Feet.

0.50

0.60

0.70

0.80

0. 90

1.00

Sec.-ft.

940

1,060

1,180

1,310

1,450

1,590

Gage

height.

Feet.

1.10

1.20

1.30

1.40

1.50

Discharge.

Sec.-ft.

1,740

1.900

2,060

2,230

2,400

Gage

height.

Feet.

1.60

1.70

1.80

1.90

2.00

Discharge.

Sec.-ft.

2,580

2,760

2,950

3,140

3, 3*40

Gage

height.

Feet.

2.10

2.20

2.30

2.40

2.50

Discharge.

Sec.-ft.

3, 540

3,750

3,960

4,180

4.400

NOTE. The above table is applicable only for open-channel conditions. It is based on three discharge measurements made during 1906 and on the general form of previous curves. There has been 

considerable change in the conditions of flow at this station, but the above rating is fairly good. 

Above gage height 2.3 feet the rating curve is a tangent, the difference being 220 per tenth.
TENNESSEE RIVER DRAINAGE BASIN. 85

Monthly discharge of Nolichucky River near Greenerille, Tenn.,for 1906. 

[Drainage area, 1,100 square miles.]

Month.

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

Julv ..........................................

Discharge in second-feet.

Maximum.

32, 300 

4.070 

5,040 

0,900 

o, 720 

f.,600 

3,140 

10,800 

16,900 

8, r)80 

19,800 

8. 3CO

Minimum.

1,000 

1,590 

1,450 

1,380 

1,060 

940 

 940 

1,240 

1,590 

1, 600 

1,240 

1,240

32, 300 940

Mean.

3,760 

2,180 

2, 3fiO 

2,4CO 

2,110 

1,840 

1,820 

3,070 

4,020 

3,370 

2, 8.-0 

2,270

2, 680

Run-off.

Sec.-f t. per 

sq. mile.

3.42 

1.98 

2. 15 

2.24 

1.92 

. 1.67 

1.65 

2.79 

3. 05 

3.06 

2.59 

2.06

2.43

Depth in 

inches.

3.94 

2.06 

2.48 

2.50 

2.21 

1.86 

1.90 

3.22 

4.07 

3.53 

2.89 

2. 3S

33. 04

NOTE. Values for 1906 are good.

SOUTH FORK OF HOLSTOX RIVER AT BLUFF CITY, TENN.

This station, originally established by the United States Weather 

Bureau, is located at the highway bridge at Bluff City, Tenn. The 

conditions at this station and the bench marks are described in WaterSupply Paper No. 169, page 115, where are given also references to 

publications that contain data for previous years.

Discharge measurements of South Fork of Holston River at Bluff City, Tenn., in 1906.

Date.

October 24.....

O. P

F. A.

.....d

Hydrographer.

Hall ...................................

0. ......................................

Width.

Feel. 

170

248

248

Area of 

section.

Sq.ft. 

437

778

(183

Gage 

height.

Feet. 

0.85

2.39

 2. 13

Discharge.

Sec.-ft. 

666

1,760

1,440
86 SURFACE WATER SUPPLY IN" 1906.

Daily gage height, in feet, of South Fork of Holston River at Bluff City, Tenn.,for 1906.

Day.

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

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

4

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

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

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

9

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

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

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

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

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

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

19

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

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

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

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

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

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

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

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

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

Jan.

1.0 

.9 

.9

q q

3.2

2.4

1.9

1.5

9 2

9 7

2.5

2.1 

2.1

1 9

1.8

10.0

3.8

2.7

2.9

2.8 

2.7

2.6

Feb.

2.6 

2.3 

2.0

1.8

1.6

1.4

1.2

1.2

1.3

1.3

1.2 

1.2

1.1

1.5

1.3

1.3

Mar.

1.1 

1.1 

1.1

1.3

1.3

1.2

1.2

1.2

1.5

3.5

9 Q

. 2.3 

2.0

2.4

2.5

2.3

2.0

1.8

1.7

1.9

2.0 

1.9

Apr.

2.5 

1 9

2.6

2.1

2.0

1.7

1.0

4.0 

q A

2.6 

2.1

1 7

1 6

1. 6

1.4

1.3

1.2 

1.2

May.

1.1

1.2 

1.2

1 9

9 *

3.8 

3.2

2.6

9 9

2.0

1.7

1.4

1.4

1.3 

1.3

1.4

1 9

1.0

q

q

g

1.0 

.9

Juno.

0.7 

.7

.7

. 5 

.5

.7

.8 

1.1

1.2

1.4

1.6

1.0

.8

1.8

.9

.8

July.

0.6 

.6

g

9

.6 

.5

.5

.4

.4

.6

1.3 

1.2

.9

1.1

1.6

1.9

1.6

1.5

1.3 

3.0

3.0

Aug.

2.3 

2.0 

1 9

1.7

2.1

1.8 

1.5

1.4

1 9

2.2

2. 3

3.4

2.5 

3.0

2.4 

1 9

1.8

1.9

1.9

1.5

1.2 

2.0

2.9

Sept.

2.5 

1.8 

1.6

2.8

- 3.2

2.3

2.3 

2-0

1 5

1.3

1.2

1.0

.9 

g

.8

1.0

1.5

9 n

1.3

1.0

.9 

1.0

Oct.

1.0 

1.0

1.2

1.6

2.0 

2.1

1 5

1 3

q

.8 

g

.8

4.0

3 0

1.7

1 5

1.5 

1.3

1.2

Nov.

1.2 

1.1 

1.0

.9 

.9

9

9

2 4

1.7

1.4

1.4 

1 3

1.4

A O

5.8

3.7

0 fl

1.0

1.5 

1.4

Dec.

1.4 

1.3

1 2

1.2

1.1

1.2

1.2

1.2

1.1

1.1

2.7

2.2

2.0

l.'J

1 3

3.0

5.5 

4.3

Rating table for South Fork of Holston River at Bluff City, Term., for 1905 a

Gage 

height.

Feet.

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0.90

1 00

Discharge.

Sec.-ft.

235

265

300

340

385

435

485

540

Gage 

height.

Feet.

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

600 2. 20

1.10 665 , 2. ?0

1.20 730 '1 2 40

1.30 800 , 2. 50

Dis- Gage 

charge. height.

Sec.-ft.

870

950

1,030

1,120

. -t.

60

70

80 .f'O

1,210 . CO

1,310 J 10 1,410 ;;.i')

. '" 3.30

V- Q . <0

1, 730 . 50

1,840

1,950

J '.0

3. /O

Discharge.

Sec.-ft.

2,070

2,190

2,310

2,40)

2,550

2,680

2,820

2,970

3,120

3,280

3,450

3,620

Gage 

height.

Discharge.

Feet. Sec.-ft.

3. 80 3, 800

3.90

4.00

?., 980

4, KiO

4. 20 4, 530

4.40

4.60

4.80

5.00

4,910

5,310

5,730

6. 180

5. 20 \ 6, 650

5. 40 7, 130

5.60

5.80

7,630

8,130

NOTE. The above table is 'iased on discharge measurements made during 1904-1906. It is well defined 

v ietween gage heights 0.5 foot and 3.5 feet. Above gage height 5.4 feet the rating curve is a tangent, 

ti e difference be^ag 250 per tenth.
TENNESSEE RIVER DRAINAGE BASIN. 87

Monthly discharge of South Fork of Holston Ricer at Bluff City, Term., for 1906. 

[Drainage area, 82S square miles.]

Discharge in second-feet.

Month.

January... 

February.. 

March.....

April.......

May.......

June.......

July.......

August....

September. 

October....

November. 

December..

The vear.

Maximum, i Minimum. Mean

540

665

600

730

485

340

300

730

485

485

540

665

18,600 300

et.

lean.

Run-off.

Sec. -ft. per 

sq. mile.

2,390 , 2.89

946 1.14

1,190 1.44

1,480

1,140

572

715

1,410

1,060

1,330

1,480

1,420

1,260

1.79

1.38

.691

.864

1.70

1.28

1.61

1.79

1.71

1.52

Depth in 

inches.

3.33

1.19

1.66

2.00

1.59

. 77

1.00

1.9<i

1.43

1.86

2.00

1.97

20.76

NOTE. Values for 1906 are good.

HOLSTON RIVER AT AUSTINS MILLS, TENNESSEE.

This station is maintained in cooperation with the United States 

Weather Bureau, by-which the gage readings are furnished. It is 

located at the Southern Railway bridge at Austins Mills, near Rogersville, Teiin. The conditions at this station and the bench marks are 

described in Water-Supply Paper No. 169, page 117, where are given 

also references to publications that contain data for previous years.
SURFACE WATER SUPPLY IN 1906.

The following discharge measurement was made October 25, 1906:

Width, 386 feet; area, 1,980 square feet; gage height, 2.98 feet; discharge, 4,600 

second-feet.

Daily gage height, infect, of Hoist on River at Austins Mills, Tennessee, for 1906.

Day.

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

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

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

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

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

7

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

9

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

2.1

2.0 

1.9

3.3

4.6

3.8

3.2

2.7

2.6

2.5

2.3

2.5

2.6

3.2

3.7

3.9

3.7

3.3

3.2

3.1

2 9

2.7

3.9

15.0

6.2

4.6

4.3

4.6

4.5

4.1

4.0

Feb.

4.0

3.8 

3.5

3.1

3.0

3.0

2.9

2.7

2.6

2.4

2.4

2.3

2.2

2.2

2.3

2 2

2.4

2.3

2.3

2.2

2.2

2.7

2.7

2.5

2.5

2.5

2.4

Mar.

9 4

2.3 

2.3

9 4

2.8

2.7

2.5

2.4

2.4

2.4

2.3

2.3

9 9

2.2

3 9

4.5

4.6

3.8

3.4

3.2

3 4.

3.3

3.1

3.0

2.9

2.8

3.0

3.1

3.2

3.2

3.1

Apr.

3.4

3.4 

3.2

3.0

2.8

2.8

3.1 ? 4

3.2

3.9

3.6

3.2

3.0

2.8

2.9

5.8

4 7

3.9

3.4

3.0

2.8

2.8

9 7

2.6

2.5

2.4

2.4

2.3

2.3

2.4

May.

2.3

2.3 

2.3

9 7

3.8

4.1

5.4

5.2

4.2

3.5

3.3

Q 9

2.9

2.8

2.6

2.5

9 ^

2.4

2.4

2.4

2.3

2.3

2.4

2.1

2.0

2.0

2.0

2.2

2 2

2.0

June.

1.9 

1.9

1.9

1 9

1.9

2.2

2.1

2.0

2.0

1 9

1.8

2.0

1.9

2.6

2.3

2.5

2.4

9 A.

2.4

2.4

9 3

2.1

2.1

2.4

2.7

2.3

2.1

2.0

July.

9 n

1.9 

1.7

1.7

1.8

1.8

1.8

1.8

1 Q

1.8

2.0

1.8

1.7

1.7

1.7

2.5

2.8

2.9

2.4

9 9

2.4

2 9

2.8

2.4

2.4

3.1

2.6

5.2

6.2

Aug.

48

3.9 

3.7

0 A

3.3

3.1

2.8

2.6

2

C

2.6

2.5

2.6

2.5

3.0

3.2

4.3

3.5

4.2

0 A

3.3

3.2

3.9

3.8

3.1

2.8

2.9

3.8

5.1

4.4

Sept.

3.8 

3.1

3.1

3

0

4.2

4 1

3 4

3.1

2.8

2.9

2.6

2.4

2.3

2.2

2.0

2.0

3.6

2.9

2.8

9 g

2.8

3.0

2.6

2.3

2.3

3.5

Oct.

2 9

2.6

9 A

2.9

3.2

3.7

3.6

t 9

2.8

2.6

2.4

2.3

2.2

2.2

2.1

2.0

2.0

2.1

6.7

6.3

4.5

3.8

3.3 3 n

2.8

2.4

2.4

2.3

2.2

Nov.

2.0 

2.0

1 9

1 Q

1 9

1.8

1.8

2.6

' 2.8

9 ^

2.4

2.3

9 3

7.2

11.5

7 2

o q

3.0 Q n

2.9

9 S

2.6

Dec.

2.5

2.4 

2.4

9 3

9 3

2.3

2.3

2.4 9 }

2.2

2.2

2.4

2.4

2.3

9 3

2.8

3.3

3.2

3 1

3.0

9 ft

2.4

9 ^

3 3

6.8

6.8

r A

Rating table for Holston River at Austins Mills, Tennessee , for 1906.

Gage 

height.

Feet. 

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

Discharge.

Sec.-ft. 

1,700

1,900

2,100

2,310

2,520

2,740

2,960

3,190

3,420

Gage 

height.

Feet. 

2.60

2.70

2.80

2.90

,100

3.10

3.20

3.30

3.40

Discharge.

Sec.-ft. 

3,660

3,900

4,150

4.410

4, 670

4,940

5,220

5, 510

5,800

Gage 

height.

Feet. 

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

Discharge.

Sec.-ft. 

6,100

6,410

6,720

7,040

7,370

7,710

8,050

8,400

8,760

Gage 

height.

Feet. 

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.20

5.40

Discharge.

Sec.-ft. 

9,120

9,490

9,860

10, 240

10, 620

11,010

11,400

12,200

13,000

NOTE. The above table is applicable only for open-channel conditions. It is based on 7 discharge 

measurements made during 1904 to 1906. It is well denned between gage heights 1.0 foot and 6.0 feet. 

Above gage height 5.0 feet the rating curve is a tangent, the difference being 400 per tenth.
TENNESSEE RIVER DRAINAGE BASIN.

Monthly discharge of Holston Rirer at Austins Mills, Tennessee, for 1906. 

[Drainage area, 3,060 square miles.]

89

Month.

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

Discharge in second-feet.

Maximum. Minimum. | Mean.

51,400 

7,710 

0,860 

14,600 

13,000 

3,900 

16, 200 

11,800 

13,800 

18, 200 

37, 400 

18.600

51, 400

2,100 

2,740 

2,740 

2,960 

2,310 

1,900 

1,700 

3,420 

2, 310 

2,310 

1.700 

2,740

1,700

7,550 

3,790 

4,580 

5,180 

4,400 

2,660 

3,440 

5,900 

5,040 

5,060 

5.970 

4,960

4,880

Run-off.

Sec. -ft. per : Depth in 

sq. mile. 1 inches.

2.47 

1.24 

1.50 

1.69 

1.44 

.869 

1.12 

1.93 

1.65 

1.65 

1.95 

1.62

1.59

2.85 

1.29 

1.73 

1.89 

1.66 

.97 

1.29 

2.22 

1.84 

1.90 

2.18 

1.87

21.69

NOTE. Values for 1906 are excellent.

WATATJGA RIVER NEAR ELIZABETHTON, TENN.

This station was established May 11, 1903. It is located on the 

Virginia and Southwestern Railway bridge at Siam, about 4 miles 

from Elizabethton, Tenn. The conditions at this station and the 

bench marks are described in Water-Supply Paper No. 169, page 119, 

where are given also references to publications that contain data for 

previous years.
90 STJfiFACE WATEE SUPPLY IN 1906.

The following- discharge measurement was made October 22, 1906:

Width, 213 feet; area, 1.080 square feet; gage height, 3.17 feet; discharge, 1.970 

second-feet.

Day.

2

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

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

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

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

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

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

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

10

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

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

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

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

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

1 H

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

22

24

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

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

29

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

01

Jan.

1.6

1.6 

3.6

2. 8 

2.6

2.4

2.3

2.0

1.7

1.8

2.0

2.9

2.6

96

2.5

2.4

2.2

2.2 

2.1

i'?

4.8

3. 6

3.1

2.9

2.9

2.8

2.8

2.7

Feb.

2.5

2.3 

2.2

2. 1 

2.0

2.0

2.0

2.0 

2.0

1.95

1.95

1.9

2.1

2.0

1.9

1.8

1.8

1.9

2.4

2.4 

2.1

2.1

2.0

2.0

1.9

1.9

Mar. 

1.85

1.8

1.8 

2.6

2.6 

2.5

2.4

2.8

2.6 

2.5

1.9

1.7

1.7

2.6

3.0

2.4

2. 4

2.3

2.3 

2.2

2.3

2. 4

2.4

2.35

2.2

2.1

2.0

2.0

3.4

2.9

Apr.

2.8

2.7

2.6 

2.1

2.0 

2 °

2.2

2.0

2.0 

1.9

1.9

l.So

1.8

1.8

5.0

3.6

3.4

3.0

2.5

2.4 

2.2

2. 15

2.1

2.0

1.9

1.8

1.8

1.8

1.75

May.

1.7

1. 7 

2.0

a o

3.5

3.4

3.0

2.9 

o 7

2.5

2.0

1 9

1.85

1.8

1.8

1.7

1.65

1.0

1.6 

1.55

1.5 

1.5

1.5

1. 45

1.4

1.8

1.9

1.7

1.6

June. 

1.5

1.5

1.5 

1.5

1.45 

1.45

1.4

1.45

1.45 

1. 4

1. 4

3.0

3.0

2.8

2.7

2.7

2.6

2.4

2.3 

2.0

1.7

1.65

2.4

2.55

2.2

2.0

1.9

1.8

1.7

July.

1. 65

1.6

1.6

1.55 

l.'5o

1.5

1.5

2.2 

1.7

1.5

1.5

1.4

3.0

2 (>

2. 4

2.0

1.8

2.0 

2.3

2.2 

2.0

1.9

1.85

1.8

2.9

2.3

2.2

2.1

2.4

Aug. 

2.4

2.6

2.5 

2.4

2.35 

2.3

2.0

1.8

1.7 

1.65

1.6

1.6

2.0

2.3

2.6

4.2

2.7

2.6

2. 3 

2.3

2.3 

2.3

2.2

2.2

2.4

2.6

4.5

6.8

5.4

5.3

Sept. 

4.1

3.0

2 7 

3.0

4.0 

3 9

3.7

3.5

3.4 

3.2

3.0

2.8

2.2

1.9

1.85

1.8

1.7

5.0

4.2

2 7

3.1

3.0

2.8

2.5

2.3

2.15

2 15

4.7

4.3

Oct.

4.2

4.5 

4.3

3.2 

2.9

2.4

2.2

2.0

1.9

1.9

1.9

1.9

1.8

1.8

1.9

6.0

5.6 

4.0

3.15

2.6

2.4

2.3

2.2

1.9

1.85

1.8

Nov. 

1.8

1.75

1.7 

1. 7

1.7

1.65

1.65

1.6

1.75

2.0

2 0

1.9

1.75

1.65

1.6

2.0

7.0

4.6

2.9

2.5

2.4

2.0

1 9

1.7

Dec.

1.7

1.8 

1.8

1.75

1 S

1.6

.G

2.1

2 0

2.0 

1 9

1.85

1 S

1.8

1.8

1 ST

1 9

3 2

4 4

3.6

Eating table for Watauga River near Elizabethton, Tenn.,for 1905 and 1906.

Gage 

height.

Feet.

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

Discharge.

Gage Disheight. charge.

Gage 

height.

Sec.-ft. Feet. Sec.-ft. ' Feet.

205

250

300

355

410

170

535

605

680 r'55

835

2.30 ! 920

2.40 1,010

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

1,100

1,190

1,285

1,385

1,490

1,600

1,710

1,825

1,945

2,070

2,200

3.60

3.70

3.80

3.90

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

Discharge.

Gage 

height.

Sec.-ft. Feet.

2, 330 5. 60

2,460 i 5.80

2.590 |

2, 720 \

2,850 |

6.00

6.20

6.40

3,110 I 6.60

3,390 : 3, 670 

3, 970 !

6.80

7.00

8.00

4,270 i ; 9.00

4,570 ':

4 880 i:

Discharge.

Scc.-ft.

5,200

5, 520

5,840

6,180

6, 520

6,860

7,200

7,540

9,340

11,240

NOTE. The above table is based on discharge measurements made during 1904-6. It is well defined 

between gage heights 1.4 feet and 3.7 feet.
TENNESSEE RIVER DRAINAGE BASIN. 91

Monthly discharge of Watauga River near Elizabethton, Tcnn.,for 1906. 

[Drainage area, 408 square miles.]

Month.

Mav...........................................

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

Discharge in second-feet.

Maximum. Minimum.

8,260 

1.190 

2,070 

4,270 

2,200 

2.200 

1,600 

7,200 

4,270 

5,840 

7,540 

3.390

8,260

410 

535 

470 

502 

300 

300 

300 

410 

470 

535 

410 

410

300

Mean.

1,640 

732 

959 

1,000 

728 

765 

668 

1.300 

1,750 

1,560 

1,020 

776

1,070

Run-off.

Sec. -ft. per 

sq. mile.

4.02 

1.79 

2.35 

2.45 

1.78 

1.87 

1.64 

3.19 

4.29 

3.82 

2.50 

1.90

2.63

Depth in 

inches.

4.64 

1.86 

2.71 

2.73 

2.05 

2.09 

1.89 

3.68 

4.79 

4.40 

2.79 

2.19

35.82

NOTE. As values for 1906 are based on the only measurement made during the year they should be 

rated as fair, but it is probable that good would be a better rating.

LITTLE TENNESSEE RIVER AT JUDSON, N. C.

This station was established in June, 1896. It is located on the 

Southern Railway bridge about one-fourth mile from Judson, N. C. 

The conditions at this station and the bench marks are described in 

Water-Supply Paper No. 169, page 122, where are given also references to publications that contain data for previous years.

Discharge measurements of Little Tennessee River at Judson, N. C., in 1906.

Date. Ilydrographer.

O. P. Hall ...................................

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

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

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

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

Width.

Feet. 

147

144

152

152

Area of 

section.

Sq.ft. 

445

508

378

433

424

Gage 

height.

Feet. 

3.82

3.30

3.72

3.70

Discharge.

Sec.-ft. 

1,860

1,480

1,820

1.810
92 SURFACE WATEE SUPPLY IN 1906.

Daily gage height, in feet, of Little Tennessee River at Judson, N. C.,fof 1906.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

17...............

18............... 

19...............

20...............

21 ............... 

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

3.75

3.3

3.55 

4.3 

8.0

6.0

4.7 

4.5

4.6

4.25

4.1

4.75

4.4

4.4 

4.3

4.3

4.4

4.4 

4.1

4.0

4.0 

4.7

9.0

7.0

5.9

5.5

5.4

5.2

5.0

4. Gf.

Feb.

4.5

4.2 

4.2 

4.2

4.1

4.0 

4.0

3.9

3.8

3.8

3.8

3.8

3.8 

3.7

3.6

3.55

3.65 

3.65

3.5

3.5 

3.9

3.6

3.5

3.6

3.5

3.55

3.6

Mar.

3.7

3.6

3.75 

3.75 

4.2

3.95

3.8 

3.95

3.9

3.8

3.7

3.6

3.6

3.6 

4.8

5.6

4.25

6.0

5.1 

5.7

4.3

4 'I

4.25

4.2

4.25

4.2

5.9

Apr.

5.1

4.8

4.55 

4.4 

4.3

4.25

4.15 

4.15

5.0

4.5

4.2

4.15 

5.0

5.0

4.65

4.45

4. 15 

4.2

4 1

4.0

3.9

3. 85

4.15

4.0

4.0

May.

4 n

4.1 

4.1 

4.1

3.75

3.2

3.85

3.75

3.65

3.2

3.1

3.6

3.5 

3.35

3.4

3.35

3.25 

3.3

3.3

3.3 

3. 25

o 9

3.1

0 9

3.8

3.4

3.4

3.3

June.

3. 65 

3.6 

3.65

3.5 

3.4

3.3

3.2

3.2

3.4

3.8

5.0 

5.3

5.1

4.6

4.2 

4.0

3.9

3.75

5 5

4.4

4.2

3.75

4.6

3.5

July.

3.4

3.3 

4.6 

3.9

4.6

3.95 

3.95

3.8

3.8

3.65

3.9

3.8

6.1 

6.3

6.3

6.3

6.8 

5.0

3.15

6.2 

5.4

4.85

4 r

4 1

\l

Aug.

4.45 

5.0 

4.5

4.55 

4.25

4.0

4.0

4.8

4.85 

4.25

5.5

4.0

4.4 

4.5

4.5

4.75 

4.1

4 1

c 9

4 o

4 2

4.3

4.5

6.2

Sept.

5.1

4.1 

4.15 

4.25

4.4

4.4 

4.5

4.0

4.5

3.9

3.8

3.75

3.6

3.5 

7.1

6.6

5.8 

5.0

4 9

4 7^

4.7

4.6

4.6

7 3

Oct.

7.6

8.0 

8.0 

7.0

7 9

6.9 

6.0

5.5

r, o

5.0

4 9

4.8 

4.7

4.45

4.8

4.6 

4.5

4.4

4 *)£*

4.2

4.0

3 9

Nov.

3.85

3.8 

3.8 

3.75

3.65 

3.6

q A

3.6

3.8

3.75

0 C

3.55 

3.6

3.5

3.6

5.4 

13.5

7.7

6.1 

5.5

4 9

4.3

Dec.

4.05 

4.0 

3.9

4.0

4.2 ? ^

9 Q

3 9

4.3

4.0 

3.95

3.75

5.3

4.7

4.5 

4.5

3

n

3.1

4.5

4.5

Rating table for Little Tennessee River at Judson, N. C.,for 1906.

Gage

height.

Feet.

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

Discharge.

Sec.-ft.

1,000

1,100

1,200

1,310

1,430

1,550

1,680

1,820

1,960

2,110

2,260

2,420

Gage

height.

Feet.

4.20

4.30

4.40

4.50

. 4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

Discharge.

Sec.-ft.

2,580

2,750

2,920

3,100

3,280 i 3, 470 , 3, 660 I 3,860 '

4, 060 '

4, 270

4, 480 , 4,700

1

Gage

height.

Feet.

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.20

6.40

6.60

6.80

7.00

Discharge.

Sec.-ft.

4,920

5,150

5,380

5,620

5,860

6,110

6,360

6,870

7,390

7,930

8,490

9,070

Gage

height.

Feet.

7.20

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

9.00

10.00

11.00

Discharge.

Sec.-ft.

9,670

10,290

10,930

11,600

12,300

13, 030

13,800

14,600

15,400

16,200

20, 700

25,500

NOTE. The above table is applicable only for open-channel conditions. It is based on 5 discharge 

measurements made during 1906 and on the general form of the 1905 curve. It is well defined between 

gage heights 3.0 feet and 11.0 feet. Above gage height 10.0 feet the rating curve is a tangent, the difference being 480 per tenth.
TENNESSEE EIVEE DRAINAGE BASIN. 93

Monthly discharge of Little Tennessee River at Judson, N. C., for 1906 

[Drainage area, 675 square miles.]

Month.

July. .. . ......... .........................

Discharge in second-feet.

Maximum.

10.200 

3.100 

6, 300 

4, 270 

3.470 

5,150 

8, 490 

6,870 

30, 300 

18,000 

37,500 

G, 300

37, 500

Minimum.

1.310 

1,550 

1,680 

2,030 

1,100 

1,200 

1,150 

2,200 

1,200 

2,110 

1,550 

1,000

1,000

Mean.

4.080 

2,010 

2,940 

2,900 

1,650 

2,420 

3,450 

3,380 

4,490 

5,380 

4,050 

2,650

3,280

Run-off.

Sec .-ft. per 

sq. mile.

6.04 

2.98 

4.36 

4.30 

2.44 

3.59 

5.11 

5.01 

6.65 

7.97 

6.00 

3.93

486

Depth in 

Inches.

6.96 

3.10 

5.03 

480 

2.81 

4.00 

5.89 

5.78 

7.42 

9.19 

6.69 

4.53

66.20

NOTE. Values for 1906 are good.

LITTLE TENNESSEE RIVER AT M'GHEE, TENN.

This station was established in 1904 by the United States Weather 

Bureau. It is located at the Louisville and Nashville Railroad bridge, 

about one-third mile south of McGhee Station, Tenn. During 

1905-6 discharge measurements have been made by the Geological 

Survey, and gage-height records have been furnished by the Weather 

Bureau. The conditions at this station and the bench marks are 

described in Water-Supply Paper No. 169, page 125, where are given 

also references to publications that contain data for previous years.

Discharge measurements of Little Tennessee River at McGhee, Tenn., in 1906.

Date.

April 21. .......

llydrographer.

O. F. Hall.......................... .........

. ....do.. ................................... ..

.. ...do. ........................... ...........

.....do...-..--.......-...--.-.-.-.--.----.-..

Width.

Feet.

464

477

502

458

Area of 

section.

Sq.ft. 

1,330

1,730

2,430

1,290

Gage 

height.

Feet. 

3.84

4.62

5.74

3.81

Discharge.

Sec.-ft. 

4,910

7,230

11,000

4,770
94 SURFACE WATEE SUPPLY IN 1906.

Daily gage height, in feet, of Little Tennessee Ricer at McGhee, Tenn.,for 1906.

Day.

1.... ...........

3...----.-.-..--

5.........-.-..- 

6..-.-.---.--..-

^.. ............. 

10...............

11............... 

12........----...

15...............

16. ........ ------ 

17...--..-..-.---

18...............

19

20........-.-.--.

1\. ..............

22.........-.---.

24...............

25...-----...-...

27...-..--..-....

29

Jan.

3.8

3.7

4.0 

12.5

7.0

6.0 

5.2

4.8

5.6 

4.6-

4.4 

4.8 

5.0

4.8

4.7

4.7 

4.5

4.4 

5.0

4.6

4.4

4.3

14.0

9.2

6.9

6.2

6.2

5.8

5.5

5.2

5.0

Feb.

4.8

4.7

4.5 

4.4

4.3

4.3

4.2

4.1

4.0 

3.9

3.7 

3.7 

3.9

3.8

3.8

3.7 

3.6

3.6 

3.6

3.5

3.5

4.5

4.0

3.8

3.7

3.7

3.7

4.0

Mar.

3.7

3.6

4.0

6.7

5.0

4.5 

4.2

4.2

4.3 

4.2

4.1 

4.0 

3.9

3.8

5.5

7. 5

5.0

4.8

7.0

5.9

5.3

5.0

4.7

4.8

4.6

4.8

5.0

4.8

7.6

Apr.

6.2

5.6

5.2 

4.9

4.7

4.7 

4.9

4.5

4.6 

7.1

5.6 

5.0

4.8

4.6

7.7

6.6 

5.6

5.3 

5.0

4.8

4.7

4.6

4.4

4.2

4.2

4.1

4.1

4.2

4.1

May.

4.0

4.2

4.1 

4.5

4.2

4.1 

4.5

4.3

4.0 

3.9

3.8 

3.7 

3.7

3.6

3.5

3.4

3.4 

3.4

3.4

0 0

3.2

3.2

3.2

4.0

4.1

3.7

3.5

June.

3.3

4.1

4.3 

3.7

3.9

3.9

3.8

3.6

3.4 

3.3

3.3 

3.6 

3.7

5.8

5.5

7.6

4.8 

4.9

4.1

4.0

4 9

5.5

5.5

4.7

4.4

4.0

July.

3.8

3.6

3.5 

3.8

4.4

3.8 

4.4

5.0

5.3

4.4

3.9 

4.0

3.6

8.2

6.4

9.3

7.7

6.5

6.5

0 fV

6.2

K 9

A F:

5.2

5.0

Aug.

4.9

5.1

4.9

5.5

5.5

5.0 

5.0

4.5

4.3

4.2

4.1 

3.9

4.0

4.8

4.9 

4 5

4.4 

4.9

4.7

4.9

A K

5.0

4 5

4.8

K T

Sept.

6.1

5.7

5.2

5.1 

5.6

C Q

5.2

5.0 

6.0

5.1 

5.3

4.2

3.3

o 9

3.1

7 ^

5.9

c o

K 0

4 9

4.7

5.0

8.9

Oct.

13.3

8.5

9.3 

 9 4

8.0 

7. 2

7.1

6.3

5.8

5.5 

5.2 

5.1

4.9

4.8

4.7

4.5

4.5 

6.2

5.1

4.9

4.7

4.- 5

4.3

4.0

Q Q

3 9

Nov.

3.8

3.8

3.6 

3.6

3.6 

3.5

3.6 

4.0 

3.6

3.5

3.5

3.5

0 C

4.3 

22 2

20 4

8 9

fi r:

5 4

5.2

5.0

A Q

Dec.

4.7

4.5

4.6

4.4

4.3 

4 9

4.3 

4.3

4.9 

5.0

4.4

4.3

4.3

7.8

c A

5.3

c 9

4.1

3.9

6.3

Rating table for Little Tennessee Rirer at M(Ghee, Tenn.,for 1906.

Gage 

height.

Feet.

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

Dig- Gage 

charge. height.

Sec.-fi. ' Feet.

3, 200 4. 40

3.420

3, 650

3,890

4.130

4, 380

4,630

4,890

5,150

5, 410

5,680

5, 950

6,220

4.50

4.60

4.70

1 4. SO

! 4.90

j 5.00

; 5.10

! 5.20

5.30

5.40

5.50

5.60

Dis- Gage 

charge. height.

Sec.-ft.

6, 500

6,780

7, 060

7, 350

7,640

7,930

8,220

S, 520

8,820

9,120

9,420

9,720

10, 020

Feet.

5.70

5.80

5.90

6.00

6.20

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7,80

Discharge.

Sec.-ft.

10, 320

10. 620

10, 920

11, 220

11,840

12,460

13, 080

13,700

14, 320

14, 960

15,600

16, 240

16, 880

Gage 

height.

Feet.

8.00

8.20

8.40

8.60

8.80

9.00

10.00

11.00

12.00

13.00

14.00

15.00

Discharge.

Se.c.-ft.

17,520

18, 180

18, 840

19,500

20, 160

20, 820

24, 220

27, 720

31,320

35.020

38. 820

42, 620

NOTE. The above table is applicable only for open-channel conditions. It is based on J.1 discharge 

measurements made during 1903 to 1906 and one made in 1901. It is well denned between gage heights 2.2 

feet and 5.0 feet. Above gage height 13.0 feet the rating curve is a tangent, the difference being 380 per 

tenth.
TENNESSEE RIVER DRAINAGE BASIN.

Monthly discharge of Little Ttinusxce Uirn' at M(Chee, Tenn.,for 1906. 

[Drainage area, 2.470 square miles.]

Discharge in second-feet. Run-off.

Month. 

Ma xi mini'..

March. ................ ....................... 10, 200

April. . ........................................ Hi. 000

May .......................................... 6. 780

June .......................................... 10. 200

Septem ncr. ................................... 20. ,300

October ....................................... 30. 200

December ..................................... 10. 900

The year ................................ 70, 000

M'nimum.

4,030 

4,130 

4.380 

5, 080 

3,420 

3,050 

4,130 

5,150 

3,200 

5,150 

4, 130 

5, 150

3.200

Mean Sec ' ft'.pcr 

sq. mile.

10,000 

5,340 

8,200 

8,320 

4,780 

0,570 

9, 380 

7,590 

9,010 

11,000 

11,300 

8,140

8,350

4.29 

2.10 

3.32 

3.37 

1.94 

2.00 

3.80 

3.07 

3.05 

4.45 

4.57 

3.30

3.38

Depth in 

inches.

4.95 

2.25 

3.83 

3.76 

2.24 

2.97 

4.38 

3.54 

4.07 

5.13 

5.10 

3.80

40.02

NOTE. Values for 1906 arc excellent.

TUCKASEGEE RIVER AT BRYSON, N. C.

This station was originally established in June, 1896, at the Southern Railway bridge about 3 miles above Bryson, N. C., just below 

Governor Island post-office, but was abandoned March 25, 1897, on 

account of the poor section. The present station was established 

November 7, 1897, at the highway bridge in the town of Bryson, N. C. 

The conditions at this station and the bench marks are described in 

Water-Supply Paper No. 169, page 128, where are given also references to publications that contain data for previous years.

Discharge measurements of Tuckaseyee River at Bryson. N. C.. in 1906.

Date. llydrographer. Width.

Feet. 

O. V. Hall. ................................... 190

.....do....................................... 190

.....do....................................... 190

.....do..................... ................. 190

Area of 

section.

Sq.ft. 

951

1,130

888

866

Gage 

height.

Feet. 

I. 78

207

1.03

1.68

Discharge.

Sec.-ft. 

1.370

2.830

1.180

1.230
96 SUEFACE WATER SUPPLY IN 1906.

Daily gage height, in feet, of Tnckasegee River at Bryson, N. C.,for 1906.

Day.

x

2...............

3...............

4...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22. ..............

23...............

24. ..............

25. ..............

26. ..............

27...............

28. ..............

30...............

31...............

Jan.

1.6

1.6

5.5

3.6

2.9

2.5

2.3

2.2

2.05

1.9

1.9

2.1

2.0

2.1

2 0

2. 1

1.9

2.3

2.0

2.0

2.0

4.3

5.0

3.4

3.0

3.1

2.75

2.6

2.5

9 4

2.3

Feb.

2.2

2.15

2.0

1.95

2.0

1.95

1.9

1.85

1.8

1.8

1.75

1.85

1.8

1.8

1.75

1.7

1.65

1.65

1.65

1.6

2.0

1.8

1.7

1.7

1.65

1.6

1.85

1.6

Mar.

1.6

1.6

3.6

2,3

2.0

1.9

1.85

2.0

1.9

1.8

1.75

1.7

1.7

1.9

3.45

2.5

2.2

2. 1

2.5

2.7

2.4

2.3

2.15

2.2

2.1

2.0

2.4

2.2

2.5

4.2

3.0

Apr.

2 7

2.45

9 3

2 2

2. 15

2.3

2. 1

2.05

2.5

2.4

2.25

2.15

2.1

3.75

3.3

2.8

2.6

2.4

2.3

2.2

2.2

2.1

2.0

2.0

1.95

1.9

1.9

1.9

1.9

1.85

May.

2.0

1.9

2. 1

2.0

1.9

2.0

2.0

1 Q

1.8

1.7

1. 7

1.7

1.7

1.65

1.6

1.6

1.6

1.55

1.55

1.5

1.5

1.55

1.5

1.45

1. 4

1.5

2.0

2.4

1.9

1.7

1.6

June.

1.55

2.5

1.5

1.7

1.9

1.9

1.7

1.6

1.6

1.7

1.7

1.65

3.7

2.2

3.6

2.5

2.2

2.0

2.0

1.9

1.8

1.8

1.75

2.6

2.2

1.9

1.9

1.8

1.8

1.7

July.

1.65

1.6

2.0

2.1

1.8

2.1

1.9

2.0

1.9

1.65

1.65

1.6

1.6

2.4

2.6

2.2

2.7

3,35

2.7

2.4

2.7

2.5

2.5

2.2

2.1

2.0

2.0

2.1

2.1

2.0

Aug.

2.2

2.4

2.3

2.2

2.0

2.1

2.0

1.9

1.7

1.7

1.65

1.6

1.9

2.2

2.0

2.0

2.4

2.1

2.0

2.1

2.0

2.0

2.3

2.0

2.0

2.1

2.3

2.7

3.6

2.8

Sept.

2.5

2.25

2.4

2.4

3.2

2.6

2.4

2.2

2.1

2.0

1.9

2.0

2.0

1.8

1.8

1.75

1.7

4.2

4.6

3. 1

2.7

2.6

2.8

2.5

2.4

2.25

2.3

2.4

4.4

6.2

Oct.

3.8

4.8

4.6

3.9

4.2

3.4

3.1

2.9

2.7

2.5

2.4

2.45

2.3

2.2

2.2

2.15

3.0

2.4

2.35

2.2

2.1

2.0

2.0

1.9

1.9

1.85

1.8

1.8

1.8

1.8

Nov.

1.75

1.75

1.7

1.7

1.7

1.7

1.65

1.65

1.6

1.6

1.9

1.7

1.7

1.7

1.6

1.6

1.75

5.0

10.0

4.2

3.4

2.9

2.8

2.5

2.4

2.25

2.2

2.1

2.0

2.0

Dec.

1.95

1.9

2.0

1.9

1.85

2.3

1.9

1.8

1.8

2.2

2.3

2.0

1.9

1.9

1.9

1.9

2.6

2.3

2.3

2.3

2.2

2.2

2.0

2.05

2.0

2.9

2.6

2.55

Rating table for Tnckasegee River at Bryson, N. C., 1904 to 1906.

Gage 

height.

Feet.

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

Discharge.

Sec.-ft.

380

460

550

650

750

860

980

1,100

1 , 230

1,370

1,510

Gage Disheight. charge.

Feet.

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

Sec.-ft.

Gage 

height.

Feet.

1,660 1, 3.10

1.810

1,970

2,130

2,300

2,480

2,660

2,850

3,050

3,250

3,460

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.20

Discharge.

Sec.-ft.

3,670

3,890

4,110

4,330

4,560

4,800

5,Q40

5.290

5,540

5,800

6, 350

Gage 

height.

Feet.

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

Discharge.

Sec.-ft.

6,920

7,530

8,160

8,800

9.475

10,250

11,125

12,100

13,200

14,360

15. 520

NOTE. The above table is based on discharge measurements made during 1904 to 1906. It is well 

defined to gage height 3 feet. Above gage height 6.0 feet the rating curve is a tangent, the difference 

being 580 per tenth.
TENNESSEE EIVER DRAINAGE BASIN. 97

Monthly discharge of Tuckasegee Riier at Bryson, N. C.,for 1906. 

[Drainage area, 662 square miles.]

Month.

May ..........................................

July..........................................

The year. ... ..... ...... . .....

Discharge in second-feet.

Maximum.

10,700 

1,970 

6,350 

5, 160 

2,300 

5,040 

4,220 

4,800 

14,400 

8,160 

36,400 

5,800

Minimum.

1,100 

1,100 

1,100 

1,440 

860 

980 

1,100 

1,100 

1,230 

1,370 

1,100 

1,370

36, 400 860

Mean.

2,870 

1,390 

2,190 

2,170 

1,300 

1.7cO 

1,930 

1,900 

3,070 

2,960 

3,230 

2,040

Kun-ofl.

Sec.-ft. per 

sq. mile.

4.34 

2.10 

3.31

3.28 

1.96 

2.64 

2.92 

2.87 

4.64 

4.47 

4.88 

3.08

2,230 3.37

Depth in 

inches.

:..oo

2.19 

3.82 

3.66 

2.26 

2.94 

3.37 

3.31 

5.18 

5.15 

5.44 

3.55

45.87

NOTE. Values for 1906 are excellent.

HIWASSEE RIVER AT MURPHY, N. C.

This station was established July 26, 1896. It is located at the 

highway bridge, Murphy, N. C., about 80 feet above the Louisville 

and Nashville Railroad bridge and one-half mile above the mouth of 

Valley River. The conditions at this station and the bench marks 

are described in Water-Supply Paper No. 169, page 130, where are 

given also references to publications that .contain data for previous 

years.

Discharge measurements of Hiwassee Riicr at Murphy, X. C.. in 1906.

Date.

April 16 .......

Hydrographer.

O. P. Hall. ............................ -....-

.....do.......................................

M. R. Hall................... .............. -

.....do.. .....................................

O. P. Hall. ................................. .

.....do.......................................

Width.

Feet. 

169

172

172

176

170

170

Area of 

section.

Sq.ft. 

425

473

471

559

426

414

Gage 

height.

Feet.

5.78

6.17

6.17

6.68

5.61

5.63

Discharge.

Sec.-ft. 

902

1,310

1,400

2.060

847

799

IRR 205 07-
98 SUBFACE WATER SUPPLY IN 1906.

Daily gage height, infect, of Hiirassec River at Murphy, jV. C.,for 1906.

Day.

2 

3. .............. 

4..---.--.--.-..

6.......... .. ...

8. .............. io'.'.'.'.'.'-'.'.'.~.'.'.'-'.~.

12.---...----.-.. 

13.-.--..--..--..

IS.--..,...--.--. 

1°

20-...-...-.---.. 

21. --.-..--...-. .

22.

24.'.'.'.'.'.'.'.'.'.'.'.'.'.'.

25...--...-..-...

20

97

28!!!!!!!!!."!."!!!

29. 

30. ..............

31. ...... -.---..-

Jan.

5. 6

5.6

5. 85 

8.2 

6.9

6. 45

6.1 

6.05 

6.2

5*9

6.3 

6.0)

5. 95

5.85 

5.85

5. 95 

9.5 

7. 5 

6.6

6.7

6.65 

6.25 

6.35 

6.25

6.2

Feb.

6. 05 

5.95 

5.9 

5.9

5.85

5.8 

5.8 

5. 75

5.7

5.7

5.6

5.6

5.55

5.7 

5.6 

5.6

5.55 

5.5

Mar.

. ,

5. 5 

5. 65 

6.15 

5.9

5. 75

5.9 

5. 75

5.65 

5. 65

7.6

6.4

6.2 

6 2

7.2 

6. 65

6.4 

6.25 

6.1 

6.1

6.1

6.1 

6.05 

6.05 

6.5

7.2

Apr.

6.45 

6.25 

6. 15 

6.1

6.05

5. 95 

5. 95 

6.55

6.25

6.1 

6.05 

fi.O

6.75

6.45

6.25 

6. 15

6.05 

6.0

5.95 

5.9 

5. 85 

5 8

5.8 

6. 85 

5.9 

5.85

May.

5. 75 

5. 75 

5. 85 

5. 75

5. 7 

6.15

5. 85 

5.7 

5. 7

5. 65 

5. 65

5.5

5.5

5.5

5. 45 

5.4

5. 45 

5.4 

5. 35 

5.35

5. 45

6. 25 

5. 65

5. 55 

5. 45

5.4

June.

6.7 

5.65

5.8 

5.85

5.8

5.5 

5.5 

5.4

5.4

5. 55 

5. 75 

6.2

6.15

6.55

6.1

5.85 

5.75

5.7

5.1

5.45 

6.2

6.0

5.65 

5. 55 

5.6

July.

5.4 

5.4 

5.65 

5.4

5.4 

5.5

5.35

5.75 

5.4

5.4

5.45 

5.4

6 9

6.45

8.2

6.45

K OK

6.4 

6.45

6.3 

6.2 

6.05

5. 85 

5-75 

5. 7 

6.3

5. 85

Aug.

6.4

6.4 

6.2 

6.3 

6.1

6.0 

6.25

5.9 

5.8 

5.7

5.65

5.6 

5.6

6 3

7.4

5.9

5.95

6.25 

6.1

6.2 

5.95 

6.1

6. 05 

5.8 

6.4 

8.7

Sept.

6.3 

6. 15 

6.1

6.1

5. 95

K Q

6.4 

5.85 

5.85

6.7 

5.9 

5.7

5.7

5.05

6.35

6.3 

6.25 

6.3

6.1

6.05 

5.95 

7.1 

9.6

Oct.

9 0

7.6

7.8 

7.8 

7.2

7.4 

7.2

6.85 

6.6 

6.5

6.25 

6.15 

6.1

6.0

5.95 

6.5

6.2

6.05 

6.0 

5. 95

5.85

5.8 

5.75

H?

5.75

Nov.

5.7

5.7

5.7 

5.65 

5.65

5.65 

5. 65

5.6 

5.6 

5.6

5. 75 

5.6 

5.6

5.6

5. 65

6.6 

15.8

8.2 

7.2

6.95 

6.6 

6. 45 

6.3

6.2 

6. 15 

6.1

Dec.

6.0

6.0 

6.0 

5. 95 

5.9

5.9 

6.1

5.95 

5.9 

5.9

6.7

6.3 

6. 15

6.1

7.15

6.65

6. 35 

fi. 2 

0.1

6.0

6. 75 

7.6 

6.9

7.8

Rating table for Ilhrassee River at Murphy, N. C'.,for 1906.

Gage

height.

Feet.

5.00

5.10

5.20

5. 30

Dis- Gage Di«- Gage Dipcharge, height. charge. ; height. , charge.

Sec.-ft. Feet.

310 , 5.90

365

125

490

5.40 560

6.00

6.10

0.20

6.30

5.50 ' 635 6.40

5.60 715 6.50

5.70

5.80

800

900

Sec.-ft. Feet. Sec.-ft.

1,010 i 6.80 2,370

1,130

1,260

1,400

1,540

1,690

1,850

6.60 i 2,020

1 6.70 2,190

6.90

7.00

7.10

7.20

7.30

7.40

7.50

7.60

2, 550

2,740

2,930

3,130

3, 330

3, 540

Gage

heignt.

, Feet.

! 7.70

7.80

7.90

8.00

8.20

8.40

3, 750

3, 960

Discharge.

Sec.-ft.

4,180

4,400

4,620

4.810

5,280

5, 720

NOTE. The above table is applicable only for open-channel conditions. It is based on discharge 

measurements made during 1900 to 1906. It is well defined between gage heights 5.0 feet and 6.8 feet. 

Above gage height 8.0 feet the rating curve is a tangent, the difference being 220 per tenth.
TENNESSEE BIVEB DRAINAGE BASIN. 99

of Jfur^Ay, .y. C., /or

[Drainage area, 410 square miles.]

Month.

Mnv ..........................................

Discharge in second-feet. 

Maximum. Minimum. Mean.

8,140 

1,260 

3.960 

3, 540 

1,470 

2,190 

5,280 

6,380 

8.360 

7.040 

22,000 

4.400

22,000

1

715 

635 

635 

900 

525 

365 

560 

715 

338 

850 

715 

1,010

338

1,760 

830 

1,410 

1,410 

749 

912 

1,150 

1,520 

1,570 

1,950 

1,990 

1,030

1,410

RunSec.-ft. per 

sq. mile.

4.29 

2.02 

3.44 

3.44 

1.83 

2.22 

2.80 

3.71 

3.83 

4.76 

4.85 

3.98

3.43

off.

Depth in 

inches.

4.95 

2.10 

3.97 

3.84 

211 

2.48 

3.23 

4.28 

4.27 

5.49 

5.41 

4.59

46.72

. Values ior 1906 aro excrll^nt.

IHWASSEE RIVER AT RELIANCE, TENN.

This station was established August 17, 1900. It is located at the 

Louisville and Nashville Railroad bridge at Reliance, Tenn. The 

conditions at this station and the bench marks are described in 

Water-Supply Paper No. 169, page 132, where are given also references to publications that contain data for previous years.

Discharge v,easurem cnis of Hiuasset

Date. Hydrographer.

November ^ ' *lo

I

Rircr at Relianc

Width.

.......... 317

.......... 326

.......... 330

.......... i 319

°, Tenn., in 1906.

section.

1,990 

2,210 

2,270 

2,040

Gage Disheight. charge.

l.W 

2.27 

2.38 

1.92

2,090 

3,000 

3,440 

2,210
100 SURFACE WATER SUPPLY IN 1906.

Daily gage height, infect, of Hlirassce River at Reliance, Tenn.,for 1906.

Day.

]...............

3...............

4

6...............

Q

11...............

12

13...............

15..........---.. 

16.. .............

18............... 

19...............

20...............

21...............

23............... 

24..........---..

28...............

30............... 

31.. ...... .....--

Jan.

1.85 

1.8

1.95 

6.3

3.6

2.9 

2.5 

2.3

2.7

2.35

2.2 

2.3

2. 35

2. 2 

2.2

2.1 

2.35

2.15

2.05

6.9 

4.0 

3.2

2.6

2.5 

2.4

Feb.

2.35

2.25

2.2 

2.1

2.05

2.05 

2.0 

2.0

1.95

1 9

1.85 

1.85

1.9

i or.

1.85 

1.8

1 . 75 

1.75

1.7

1.8 

2.0

1.85 

3.8

1.75

1.8

1.8

Mar.

1.7

2.1

2.8

2.3

2.1

2.0

2.15

1.9

1.85

3.0 

3.6

9 #5

2. 45 

2.45 

4.0

3.2

L. v> 

2.4

9 9

9 9

2.9

3.2

Apr.

3.1

2. 25

2.5 

2.4

2.3

2. 2 

2! 15

9 9

9 ;

2. 45

2.3

I!. 65

3.1

2 f> 

2.4

2.2

H5

2.1 

2.05 

2.0

2. 1

2. 05

May.

2.05

1.95 

2.1

2.0

1.95 '2.0

1 . 85

1.8

1.7

1 . 65 

1.65

1.6 

1.6 

1.55

1 . 55

1 . 55

1 . 65 

] . 55

June.

1.5

2.0 

1.8

1.9

2.15 

1.9

1.5

2.05 

o s

2.5

3.6 

9 7

2.3

2.1 

2.0

1.9

1.7 

1 . 75

2.0

1 9

1.85

1.7

July.

1.7 

1.6

1.6

1.75

1.75

1.6 

1.55 

1.65

1.65

1.55

1.65

5.0

3.2 

2.9

5.4 

3.7 

3.1

3.0

3.3 

2. 75

2.4

2.4

2.0

2.4 

2.35

Aug.

2.9

2.85 

2.75

2.5

2.3

2.7

2. 15

2.0

1.95

1.85 

1.85

2.25

2.3 

2.0

2.0 

2.0 

2.35

2.6

2.3

2.25 

2.3

9 95

2.0

2.05

3.8 

3.9

Sept.

3.0

2.6

2.4

2 35

2. 25

2.65 

2.25 

2.25

2.25

2. 25

2 "> 

2.65

2 25 

2. To

2.0 

1.95

1.85 

3.5 

2.9

2.5

2. 55 

2.85

2.5

2.4

2. 25

2.25

2.25

5.2

Oct.

5.4 

3 9

4.5 

4.2

4.2

3.4 

4.0

3.0

2.35

2.0 

2.4

2.3

2.3 

2.25

2.4 

3.4

2.35

2.4

2.25 

2.2 

o o

2.1

2.0

2.0 

2.0

Nov.

1.95 

1 95

1.9 

1 9

1.9

1.9 

1.85 

1.85

1.8

1 fi

1.85

1.85

1 R

1.85

1.85 

1 9

15.2 

7.0

4.1

3.1

2.9

2.5

2.3

Dec.

2.3

2. 25 

2.25

2.3

2.1 

2.5

2.1

3.2

2.4

2

0

2.25

2. 2 

2^25

3.9 

3.0 

2.85

2.75 

2. 65

2. 55 

2.4

3.3 

3.8

Rating table for Hiirass

Gage

height.

Feet.

0.70

0.80

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

Discharge.

Sec.-ft.

380

460

550

655

770

895

1,030

1,180

1,345

1,525

Gage

height.

Feet.

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2. .50

ec River at Reliance, Tenn., 1904 to 1906.

Discharge.

Sfc.-ft.

1,725

1.910

2,165

2,400

2,650

2,915

3,190

3.480

3,780

Gage Disheight. charge.

Feet.

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

Sec.-ft.

4,090

4,410

4,745

5, 090

5,445

5, 805

6,170

6, 540

6,915

Gage

height.

Feet.

3.50

3.60

3.70

3.80

3.90

4.00

4.20

4.40

4.60

Discharge.

Sec.-ft.

7,300

7,690

8,080

8,475

8,875

9,280

10, 090

10,910

11, 730

NOTE. The above table is based on 12 discharge measurements made during 1904-5 and 1 measurement made in 1901. It is well defined between gage heights 0.7 foot and 2.3 feet. Above gage height 

4.2 feet the rating curve is a tangent, the difference being 410 per tenth.
TENNESSEE EIVER DRAINAGE BASIN. 101

Monthly discharge of Hiwassee Ricer at Reliance, Tenn.,for 1906. 

[Drainage area, 1,180 square miles.]

Discharge in second-feet. Run-off.

Month.

July..........................................

Govern her

The year ................................

Maximum.

21,200

3,330

9,280

7,880

3,480

7,690

8,880

]4,200

15, 000

55,200

10,100

55, 200

Minimum.

1,940

1,720

1,720

2,400

1,260

1,340

2, 050

2,050

1,040

2,650

1,260

Mean.

4,810

2,200

3,680

3,580

1,940

12,540

3,540

3.970

4 990

5.580

4,160

3, 760

Sec. -ft. per 

sq. mile.

4.08

1.8G

3. 12

3.03

1.64

3.00

3. 36

4.73

3.53

3.18

Depth in 

inches.

4.70

1.94

3.60

3.38

1.89

2.10

3.46

3.75

4.88

5.28

4.07

43. 35

NOTE.- -Values for 1906 are excellent.

VALLEY RIVER AT TOMOTLA, N. C.

This station was established June 29, 1904. It is located at a 

footbridge about 250 feet below a public-road ford at Tomotla, N. C., 

and 5 miles above Murphy, N. C. A new gage for 1906 is at the 

right end of the footbridge. The lower 5.4 feet consists of a sloping 

section bolted to solid rock. The upper end is vertical and is fastened to the bridge abutment. An additional bench mark, consisting of a circle cut in solid rock under the right bank near the end of 

the footbridge,was established, having an elevation of 4.5 feet above 

the zero of the gage. The conditions at this station and the bench 

marks are described in Water-Supply Paper No. 169, page 135, where 

are given also references to publications that contain data for previous years.

Discharge measurements of Valley Hirer at Tomotla, N. C., in 1904 to 1906.

Date.

1904.

1905.

June 16........

1906.

April 12. ......

April 12...... .

Hydrographer.

Olin P. Hall. . ...............................

M. R. Hall...................................

0. P. Hall.............. .....................

.....do.......................................

M. R. Hall...................................

O. P. Hall...................................

.....do.......................................

.....do.......................................

Width.

Feet.

58

55

56

55

60

60

58

58

Area of 

section.

Sq.ft. 

101

150

125

125

110

154

195

195

140

138

Gage 

height.

Feet. 

1.10

1.79

1.42

1.42

1.20

1.75

2.42

2.43

1.54

1.57

Discharge.

Sec.-ft. 

69

204

125

118

78

217

426

423

175

171
102 SURFACE \VATER SUPPLY IN 1906.

Daily gage height, in feet, of Valley Hirer at Tomotla, N. C., 1905 and 1906.

Day. Jan.

1905. 

1........... ...' 1.4

2 .. ..... 1.4

o 14

4.......... .....' 1.4

6 19

7 19

8...... ......... 1.7

9............... 1.5 

10. .............. 1. 6

11. ........... 1.8

14... ............ 2.7

15............... 2.5

16............... 2.1

17............... 1.9

18............... 1.7

22............... 1.6

24............... 1.4 

25............... 1.3

27............... 1.1

98 11

29 11

1906. 

I............... 1.85

2............... 1.95

3.. ............. 4.6

4............... 4.8

5............... 3.1

6............... 2.75

7.-..-.-...-.... 2.45

8............... 2.25

11... ............ 2.15

13............... 2,25

14............... 2.25 

15............... 2.25

17... ............ 2.35

18. ............ . 2. 45

19..............,: 2.35 

20. .............. 2. 25

21............... 2.25

22... ............ 2.35

23... ............ 5.6 

24............... 4.2

25............... 3.4

26............... 2.65

27............... 2.65

28.... ........... 2.45

30. .............. 2. 33

31 ............... 2. 25

Feb.

1.3

1.4

1.4

1.5

2.4

2.1

3.1

7.9 

3.7

2.9

9 9

3 9

2.7

2.6

2.4

2.2

2.7

." 4

3.9

2. 9 

£7

2.3

2.2

2.25

2.15

2. 15

2.05

2.05

2.05

1.95

1.95

1.85

1.85

1.85

1.75

1.75 

1. 75

1.65

1.65

1. 65

1.75

9 25

1.95

1. 75 

1.75

1.65

1. 65

1.85

1. 85

Mar.

2.1

2.0

1.9 

1 9

1.9

1.8

1.8

2.6 

2.8

2.3

9 1

2.0

2.0

1.9

1.85

1.8

2.2

2.5

2 2

2.3 

2.3

2.1

2. 1

2.3

2. 1

1.85

1.95

3.2

2.35

2. 15

2.05

2.05

2.25

2.05

1.85

2.45 

3.8

2.45

2.25

3.4 

3. 1

2.65

2.45

2.25 

2. 15

2.05

2.15

2.45

3.8

3 4

Apr.

1. 85

1.85

1.85

1.75

1.85

2.05

2.35 

2.05

1.85

2.45 9 05

1 93

1.85

2. 15

1. 85

1.85

1.85

1.75

1.75

1.95

1.85 

1. 85

9 05

1.95

2.85

3.15

2.4

2.2

2. 1

2.3

2.8

2.4

2.1

2.2

4.6

3.4

2.8

2.6

2.4

2.4 

2.4

9 3

2.3

2. 25

2.25

9 9

2.2

2.1

2.05 

2. 05

2.0

2.0

2.0

2.3

2.0

May.

2.45

2.05

1.95 

1.85

1.85

2.15

2.05

1.95 

1.95

1.85

2.15

3. 15

2.45

2.25

2.05

1.95

2. 05

2.35

2. 35 

2. 05

1 95

1.85

1.85

1.85

1.75

1.9

1.85

2.3

2.0

2.0

2.0

1.9

1.9

1.85

1.8

1.8

1.75

1. 75 

1.7

1. 65

1.6

1. 55

1. 55 

1.5

1.5

1.45

1. 45 

1.4

1.4

1.6

1.5

1. 45

1.4

1.4

June.

1.75

1.65

1.65

1.55

1.45

1.45

1.45

1.35 

1.35

1..35

1.25

1 25

1.35

1.35

1.35

1.35

1.45

1.45 

1.35

1.45

1.45

1.45

2.85

1.35

2.5

1.5

1.5

1.4

1.4

1. 35

1.3

1.3

1.25

1.25

9 0

2.0

2.5 

4.4

3 9

ao

2.4

2.0

2.5

2.0

2.0 

3.0

2.4

2.0

1 9

1.8

1.8

1.6

July.

2.3

2.2

1.8

1.8 

1.6

2.0

1.8

1.6

1.6 

1.8

2.1

9.6

2.6

2.4

2.2

2.4

2.2

2.1

2.0

1.8

1.7 

1.7

1.6

1.5

1.5

1.7

1.7

1.65

1.6

1.7

1.7

1.9

1.7

1.6

1.55

1. 55

1.5

4.8 

4.0

3.0

3.6

4.5

3.3 

3.0

2.4

2.2

2. 2 

2. 1

2.0

1.9

2. 4

2.0

1.8

2.5

2.2

Aug.

1.4

1.4

1.3

1.3 

1.3

1.3

1.4

1.8

1.5 

2.0

1.8

2.3

2.6

3.2

2.8

2.2

1.8

1.6

1.6

1.5

1.6

1.8

2.9 

1.8

1.7

1.6

1. 5

1.5

1 -4

3.2

2.6

2.4

2.1

2.2

2.3

2.1

2.1

2.0

o n

2.0

2.0

2.0 

2.1

1.9

1.9

1.8

1.9 

2. 1

2.0

1.9

1.8 

1.8

1. 75

1.8

3.0

2.6

2.2

2.0

1.9

Sept.

1.5

1.4

1.4

1.4 

1.4

1.3

1.3

1.3

1.3 

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.1

1.1

1.1 

1.1

1.1

1. 1

1.0

1.1

1.1

1.9

1.8

1.8

1.8

1.75

2.9

2.6

2.1

2.0

1 9

1.8

1.6 

1.5

2.6

2.4

2.0

2 1

2.3

2.3

3.2

2.8

2 4

2.3

2. 4

2.6

2.8

5.0

Oct.

1.05

1.35 

1.25

1.15

1.15

1.15

1. 15 

1.35

2.55

1.75

1. 15

1.15

1.05

1.25

1.15

1.15

1.15 

1.15

1.85

1.55

1.25

1.15

1.15

3.0

3.0

2.8

3.0

6.0

4.0

3.4

3.0

2. 4

2.2

2. 1

2.05 

2.0

2 1

2.8

2.4

2 9

2. 1

2.0

2.0 

1.9

1.9

1.8

1.8

1.75

1.75

1.7

Nov.

1.15

1.05 

1.05

1.05

1.25

1.15

1. 15 

1. 15

1.15

1.15

1 05

1.05

1.05

1.15

1.55

1.35

1.25

1.15 

1. 45

1.25

1.35

1.75

1.65

1.7

1.65

1.6

1.55

1.55

1.5

1.5

1.7 

1.8

1.8

1.8

4.5

17.3 

6.0

4.0

3.6

3.2 

3.0

2.9

2.8

2.7

2.6

2.5

2.4

Dec

1

7

3.

9

0

1

3

4.

9

9

9

2

9

,

9,

9

9

2

9

3.

2.

9

o

9

9

9:

9

9,

9

9

9

2.

9

4

3

3.

3.

?

2

2.

9

9

2

9

4

3

3

NOTE. Qage heights for 1905 have been corrected for error in gage datum found in 1906.
TENNESSEE RIVER DRAINAGE BASIN. 103

Rating tables for Valley Rirer at Tomotla, N. C. 

JANUARY 1 TO DECEMBER 31, 190f,.a

Gage

height.

Feet.

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

Discharge.

Sec.-ft.

50

66

82

100

118

138

158

180

205

Gage

height.

Feet.

1.90

2 00

2.10

2.20

2.30

2 40

2 50

2 60

2 70

Discharge.

Sec.-ft.

230

260

290

320

3,50

380

415

450

490

Gage

height.

Feet.

2.80

2 90

3.00

3. 10

3.20

3.30

3.40

3.50

3. 60

Discharge.

Sec.-ft.

530

570

610

655

700

7,50

800

850

905

Gage Disheight.

Feet.

3.70

3.80

charge.

Sec.-ft.

960

1,015

3.90 1,075

4. 00 1 , 135

4.20 1,260

4.40

4 60

4.80

5.00

1,390

1,520

1.660

1,800

JANUARY 1 TO DECEMBER 31, 1906.6

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

92

112

134

156

180

205

230

255

285

2.10

2.20

2.30

2.40

2 50

2 60

2. 70

2.80

2.90

315

345

375

405

440

47,5

515

555

595

3.00

3.10

3. 20

3. 30

3.40

3.50

3. 60

3.70

635

680

725

775

825

875

930

985

3.80 1,040

3. 90 ] . 100

4. 00

4 20

1,160

1,285

4 40 1,415

4.60 i 1,545

4.80 1,680

5.00 1,820

a This table is applicable only for open-channel conditions. It is based on four discharge measurements made during 1905. It is well denned bet ween gage heights 1.0 feet and 2.0 foot. Above, gage height 

4.6feet the rating curve is a tangent, the difference being 70 per tenth.

b This table is applicable only for open-channel conditions. It is based on five discharge measurements made during 1906. It is well defined between gage heights 1.2 feet and 3.0 feet. Above gage height 

4.7 feet the rating curve is a tangent, the difference being70 per tenth.

Monthly discharge of Valley Rircr at Tomotla. Ar. C.,for 1905 and 1906.

[Drainage a 

Month.

1905.

May .........................................

July..........................................

1906.

April..........................................

July..........................................

rea, 106 square miles.] 

Discharge in second-feet.

Maximum.

3,830 

800 

678 

678 

550 

5, 020 

700 

138 

432 

192 

3,720

5,020

2, 240 

360 

1,040 

1,540 

375 

1,420 

1,680 

725 

1.820

10.400 

1,220

10,400

Minimum.

66 

100 

20,5 

192 

192 

91 

138 

100 

50 

58 

58 

128

50

242 

192 

242 

285 

134 

102 

156 

217 

156 

205 

156 

285

102

Mean.

302 

766 

314 

265 

282 

154 

420 

222 

86.4 

102 

85.2 

559

296

574 

250 

446 

419 

204 

325 

434 

325 

393 

483 

803 

562

Run-off.

Sec. -ft. per 

sq. mile.

2.85 

7.23 

2.96 

2.50 

2.66 

1.45 

3.96 

2.09 

.815 

.962 

.804 

5.27

Depth in 

inches.

3.20 

7.53 

3.41 

2.79 

3.07 

1.62 

4.56 

2.41 

.91 

1.11 

.90 

0.08

2. 80 ' 37. 68

5. 42 

2.36 

4.21 

3. -95 

1.92 

3.07 

4.09 

3.07 

3.71 

4.56 

7.58 

5.30

43,5 , 4. 10

6. 25 

2.46 

4.85 

4.41 

2.21 

3.42 

4.72 

3.54 

4.14 

5.26 

8.46 

6.11

55.83

NOTE. -Values for 1905 and 1906 can be considered only fair, owing to discrepancies between the gage 

readings, probably due to daily fluctuations from stored water.
104 SURFACE WATER SUPPLY IN 1906.

OKOEE RIVER AT M CAYS, TENN.

This station was established March 21, 1903. It is located at a 

suspension footbridge just below McCay's ferry at McCays, Tenn., 

near the Georgia-Tennessee boundary, and one-half mile below the 

railroad bridge of the Louisville and Nashville Railroad. The conditions at this station and the bench marks are described in WaterSupply Paper No. 169, page 138, where are given also references to 

publications that contain data for previous years.

Discharge measurements of Okoee River at McCays, Tenn., in 1906.

Date. Hydrographer.

O. P. Hall...................................

.....do.......................................

.....do............................... .......

.....do......................................

Daily gage height, in feet, of Okoee River at

Width.

Feet. 

153 

156 

152 

153

Area of 

section.

Sq.ft. 

544 

616 

501 

525

Gage, 

height.

Feet. 

1.63 

1.98 

1.33

1.57

Discharge.

Sec.-ft. 

925 

1,130 

733 

848

McCays, Tenn., for 1906.

Day.

2 ..............

3...............

4... ........... 

5.............. .

7...............

9...............

10...............

11...............

12...............

13...............

14...............

15.--...-........

18...............

19.---..---..-... 

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...--.--.......

29..-...--....-..

30......---...-..

31 ...............

Jan.

1.4

1.3

4.4

4.4 

2.8

2.4

2.05

2.0

2.0

1.95

1.9

2.0

1.95

1.9

1.8

1.8

1.7 

1.65

1.65

3.8

6.5

3.2

2.8

2.7

2.8

2.4

2.4

2.3

2.2

Feb.

2.1

2.0

1.9

1.9 

1.9

1.8

1.8

1.7

1.7

1 6

1.5

1.6

1.6

1.6

1.5

1.5

1.4

1.45 

1.45

1.9

1.65

1.5

1.5

1.5

1.4

1.55

1.4

Mar.

1.5

1.5

2.7

2.45 

1.8

1.6

1.6

1.8

1.7

1.6

1.6

1.5

1.5

1.65

4.8

2.6

2.15

2.15

3.6 

3.4

2.7

2.45

2.25

2.1

2.05

2.05

2.1

2.1

2.25

3.0

2.8

Apr.

2.75

9 d

9 1

2.1 

2.0

2.0

1 Q

1.9

2.6

2.2

2.0

2.0

1.9

2.2

2.7

2.1

2.05

1.9

1.9 

1.9

1.8

1.8

1.8

1.7

1.7

1.65

2.0

2.9

2.0

1.9

May.

1.8

1.75

1.9

2.05 

1.75

1.65

1 Q

1.7

1.65

1.65

1.6

1.5

1.5

1.45

1.4

1.4 

1.4

l.oS

1.3

1.3

1.2

2.0

1 9

1.5

1.4

1.3

1.3

June.

1.4

2.45

1.65

1.55 

1.75

1.4

1.4

1.35

1.45

1.4

4.0

2.65

3.8

1.85

L65

1.5

1.45

1.4

3.8

1.8

1.65

1.5

1.4

July.

1.3

1.35

1.6

1.5 

1.35

1.5

1.4

1.35

1.5

4.3

2.85

2 15

3.8

2.95 

2.65

2.55

3.6

2.3

2.1

2.15

2.0

2.2

Aug.

2.3

2.35

2.1

2.05

2.2

1.85

1.7

1.65

2.3

9 2

2.1

1.65

1.8

1.95

1.9

1 9

2.05

1.8

1.7

3.6

3.3

2.5

Sept.

2.1

2.0

1.9

1.85 

2.2

2.05

1 9

1.8

2.4

1 9

2.1

1 o

1.75

1.65

1 ^

3.4 

2.3

1 95

2.3

2.0

1.9

1.8

1.8

3.1

Oct.

3.25

3.5

3.1 

2.75

3.7

3.05

2.5

2.4

2.3

2.2

9 9

2.1

2.0

2.3 

2.0

1.9

1 9

1.8

1.8

1.8

1.6

1.6

1.6

Nov.

1.6

1.6

1.6

1.55 

1.5

1.5

1.5

1.45

1.4

1.6

1.5

1.5

1.5

1.5

18.5 

8.0

3.2

2.55

2.4

2.3

2.2

2.2

2.1

2.0

1 9

Dec.

1.9

1.9

1.9

1.8 

1.85

1.95

1.9

1.7

1.7

2.65

2.75

2.2

2.05

1.85

1.8

1.85

9 1

2.05 

2.25

2.1

1.95

1.9

1.8

1.8

1.7

2.2

2.25

2.1

4.4
U. S. GEOLOGICAL SURVEY

WATER-SUPPLY PAPER NO. 505 PL. II!

OKOEE RIVER NEAR DUCKTOWN, TENN.
TENNESSEE RIVER DRAINAGE BASIN.

Rating table for Olcoee River at McCays, Tenn.,for 1906.

105

height.

Discharge,

Sec.-ft.

695

750

810

870

930

990

1,055

1,120

1,185

1,250

Gage

height.

Feet.

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3. 30

Dis- ! Gage

charge. height.

Sec.-ft. Feet.

1,315 3.40

1, 380 3. 50

1,445 3.60

1,510 3.70

1,580 3.80

1,650 3.90

1,720 4.00

1,790 4.20

1,860 4.40

1,930 4.60

2, 000 4. 80

Discharge.

Sec.-ft.

2,0/5

2,150

2,225

2,300

2,375

2,450

2,530

2,690

2,850

3,015

3, 185

Gage

bright.

Feet.

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

Discharge.

Sec.-ft.

3, 360

3,540

3,730

3,930

4,130

4, 330

4,530

4,740

4,960

5,180

5, 400

Feet. 

1.20 

1.30 

1.40 

1.50 

l.CO 

1.70 

1.80 

1.90 

2.00 

2.10 

2.20

NOTE. The above table is applicable only for open-channel conditions. It is based on 4 discharge 

measurements made during 1906 and on the general form of the earlier curves. It is well defined between 

gage heights 1.0 foot and 3.5 feet. Above gage height 6.5 feet the rating curve is a tangent, the difference 

being 110 per tenth.

Monthly disctianie of Okoce River at McCays, Term., for J906. 

[Drainage area, 374 square miles.]

Month.

January... 

February.. 

March.....

April......

May.......

June......

July.......

August....

September. 

October... 

November. 

December..

The vear.

Discharge in second-feet.

Maximum.

4,850

1,180

3,180

1,720

1,150

2,530

2,850

2,220

3,020

2,340

18,000

2, 850

18,000

Minimum.

695

750

810

900

640

722

695

900

810

870

750

930

640

Mean.

1,450

896

1,280

1,160

853

1,050

1,300

1,170

1,200

1,330

1,920

1,180

1,230

Run-off.

Sec.-ft. per 

sq. mile.

3.88

2.40

3.42

3.10

2.28

2.81

3.48

3.13

3.21

3.56

5.13

3.16

3.29

Depth in 

inches.

4.47

2.50

3.94

3.46

2.63

3.14

4.01

3.61

3.58

4.10

5.72

3.64

44.80

NOTE. Values for 1906 are excellent.

ELK RIVER NEAR ELKMONT, ALA.

This station was established June 24, 1904. It is located at the 

wagon bridge near Wilson's store, about 5 miles east of Elkmont, Ala., 

and 3 miles below the bridge of the Louisville and Nashville Railroad. 

The conditions at this station and the bench marks are described in 

Water-Supply Paper No. 169, page 141, where are given also references to publications that contain data for previous years.
106 SURFACE WATER SUPPLY IN 1906.

Discharge measurements of Elk River near Elkmont, Ala., in 1905 and 1906.

Date.

1905. 

April 12. .......

September 30 . .

1906.

May 10 ........

October 26

Hydrographer.

W. E. Hall. . .................................

W. E. Hall. ..................................

W. E. Hall. ............ .....................

O. P. Hall.......... ... . . .................

.....do.......................................

 W. E. Hall.................... ...............

Width.

Feet. 

235

232

201

233

230

221

231

231

230

Area of 

section.

Sq.ft. 

629

KQA

360

847

508

400

606

605

583

Gage 

height.

Feet. 

2.71

1 81

2.41

2.53

2.50

Discharge.

Sec.-ft. 

1.380

1,050

1,190

1,200

Daily gage height, in feet, of Elk River near Elkmont, Ala., for 1906.

Day.

1. ....... .......

8......-.-....--

9.. ..-....-.--. -

10. ..............

11...............

12...............

13. ..............

15........ ...... -

19-.....--....-.-

20...... .........

21...............

22...............

23........ .......

25. .............. 

26. ..............

97

28...............

29. .............

30.... ...........

31

Jan.

3.8

3.9

6.3

5.6

4.9

4.4

4.4

4.4

4.3

4.0

4.0

7.0

6.0

5.5

5.0

5.0

5.5

4.6

5.0

4.6

4.4

9.1

12.5

14.0

11.4 

7.5

5.9

5.1

4.7

4.6

4.5

Feb.

3. 85

3.5

3.3

3.3

3.25

3.15

3.1

3.0

2.9

2.9

2.85

2.8

2.8

2.75

2.75

2.7

2.6

2.55

2.5

2.5

2.5

2.55

2.6

2.6

2.65 

2.75

2.8

2.8

Mar.

2.7

3.0

8.7

10.7

5.9

4.8

4.1

3.9

3.7

3.55

3.35

3. 15 3*05

4.4

7.1

5.6

4.6

4.4

4.1

4.0

3.9

3.7

3.4

3.3

3.2 

3. 1

3.75

4.8

5.3

11.5

Apr.

8.6

6.8

5.3

4.8

4.6

4.4

4.2

3.8

3.4

4.2

40

3.8

3.4

3.2

3.3

3.05

3.0

2.95

2.8

2.7

2.6

2.8

2.6

2.55 

2.5

3.8

3. 15

3. 25

2.9

May.

2.75

2. 6

2. (i

 > 7

2.0

2.65

2.85

2. 75

2.5

2.4

2.3

2.3

2.15

2 2

2.3

2.2

2.2

2.1

2.0

2.0

1.9

2.4

1.9

1.9

1. 85 

4.0

3.2

3.05

3.15

3.1

9 7

June.

2.5

2.8

2.7

2.6

3.0

2.5

2.4

2 9

2.15

2.4

2.2

2.05

2.5

2.35

2.5

2. 1

2.05

2.0

1.9

1.8

1.8

1.8

1.8

1.75

2.1 

1.9

1.9

1.8

1.8

1.75

July.

1. 75

1.7

1.65

1.85

1. 7

1.9

1.7

1.8

1.75

1.8

1.7

1.6

2.2

3.5

3.2

2.35

2.7

3.0

3.3

2.7

3.35

3.0

2.8

3.5

3.3

2.85

2.55

2.35

4.0

3.7

3.25

Aug.

2.9

2.7

2.55

2.5

2.45

2.6

2.1

2.0

2.0

1.9

2.0

2.2

2.9

3.4

3.4

3.65

3.1

2.9

2.6

2.45

2.2

2.0

2.2

2.3

2.4 

2.5

2.4

2.3

2.2

2.1

2.0

Sept.

2.0

2.0

2.0

2. 15

2.2

2.2

2. 1

2.0

2.1

2.3

4.3

3.0

2.4

2.4

2.3

2.2

2.1

2.0

7.9

4.2

3.0

3.85

5.8

4.0

3.4 

4.5

3.4

7.6

16.4

18.5

Oct.

13.3

9.8

13.3

11.3

8.3

12.3

10.0

8.2

5.9

5. 1

4.4

4.0

4.0

3.9

3.8

3. 15

3.1

3.0

3.15

3.1

3.0

2.9

2.8

2.7

2.6 

2.5

2.5

2.2

2.2

2.3

2.3

Nov.

2.2

2.2

2.15

2.15

2.15

2.1

2.1

2.15

2.15

2.15

2.1

2.1

2.1

2.05

2.07

2.1

2. 15

2.2

3.8

6.8

6.3

5.8

42

3.8

3.5

3.5

3.1

3.0

2.8

2.5

Dec.

2.3

2.4

2.5

2.55

2.55

2.5

2.7

2.7

2.5

2.5

2.5

44

4.4

4.4

4.5

6.3

9.6

8.0

6.7

5.6

5.0

4.9

4.4

3.75

3. 5 

3.35

3.2

44

5. 7

6. 0

11.2
TENNESSEE RIVER DRAINAGE BASIN. 107

Rating table for Elk River near Elkmont, Ala., for 1905 and 1906.

Gage Disheight. charge.

feet. See.-fl.

1. 50 315

1. 00 375

1. 70 440

1. 80 510

1.90

2.00

2. 10

585

600

740

2. 20 830

2. 30 930

2.40

2.50

1,040

1,150

Gage

height.

Feet.

2. (0

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3. 50

3. 00

Dis- Gage Discharge, height.

Sec.-ff. ' Fret.

1,270 3.70

charge.

Gage

height.

Sec.-ft. Feet.

3,030

1,400 3.80 3,220

1,530 3.90 3,420

1,070 4.00 3,020

1,820 4.20 4,040

1, 970 4. 40

2, 130 4. 60

4,490

4,950

2, 300 4. 80 5, 430

2. 480 5. 00 5,930

2, 000 5. 20 0, 450

2, 840 5. 40 0, 980

5.00

5.80

0.00

0.20

0.40

Discharge.

Sec.-ft.

7, 520

8,080

8,040

9,210

9, 790

0. 00 10, 380

0. 80 10, 980

7.00

8.00

11,600

14, 800

NOTE. The above table is applicable only for open-channel conditions. It is based on discharge 

measurements made during 1904 to 1906. It is well defined between gage heights 1.2 feet and 1.0 feet. 

Above gage height 7.0 feet the rating curve is a tangent, the difference being 320 per tenth.

Monthly flixchart/e of Elk Hirer at Elkmont. Ala., for 1906.

[ Drainage area, 1,7(K) square miles.]

Discharge in second-feet. 

Maximum. Minimum. Metni

3,220

1,150

I, tOO

1,150

548

475

375

585

660

830

700

930

Run-off.

30.42

DUCK RIVER AT COLUMBIA, TENN.

This is an old Weather Bureau station that has not been maintained continously. Discharge measurements were made during 

1904 and gage heights have been regularly recorded since October 

21, 1904. The station is located at the highway bridge two blocks 

north of the public square at Columbia, Tenn. The conditions at this 

station and the bench marks are described in Water-Supply Paper 

No. 169, page 143, where are given also references to publications 

that contain data for previous years. A new gage, established June 

17, 1905, is set at the same datum with th^ old gage of the United 

States Weather Bureau, which is a vertical timber 38 feet long bolted 

to the downstream side of the right-bank pier.
]Q8 SURFACE WATER SUPPLY IN 1906.

Discharge measurements of Duck River near Columbia, Tenn., 1901 to 1906.

Date.

1901. 

Fcbriiciry 9

April 19. .......

1904.

October 21

1905. 

ADril 14. .......

Ilydrographer.

M. R. Hall ...................................

.....do........................................

J. M. Giles...................................

.....do.......................................

.....do.......................................

.do.......................................

.....do.......................................

W. E. Hall ...................................

Width.

Feet. 

138

175

85

115

115

79

79

115

Area of 

section.

Sq. ft. 

1,100

2,380

010

755

725

139

144

772

Gage 

height.

Feet. 

3.60

11.90

 Ttt

.70

.70

.44

.40

1.21

Discharge.

Sec.-ft. 

2,420

9,500

299

287

284

130

158

533

September 29. 

November 27..

.....do..... 

W. E. Hull.

1906. 

March 23.......' W. E. Hall..............

May 11......... | F. A. Murray...........

May 11. ............ do..................

June 25........' O. V. Hall.............

October 27...... F. A. Murray...........

October 27..... i.... .do ..... .\ ...........

December 12.. | W. E. Hall..............

I __ _ .

120

116

116

112

119

119

115

863

772

95

718

752

752

713

761

761

749

1.97

1.34

.60

1.90

1.02

1.00

0.94

1.12

1.10

1.15

1,040

135

237

951

412

434

348

465

451

478

Day.

9

3

6...............

8.........-.--.. 

9...............

10....... ....... -

13..--..-.-.--...

14..-.....----.-.

16...............

19

22...............

23............... 

24.............. 

25...............

26...............

28...............

29........-.--..-

30...-....-..-...

31...............

Jan.

2.6

3.3

4.6

3.7

3.0

2.8 

3.6 

3.2

3. 4

7.6

5.8

4.0

4.0

3.6

3.0

2.9

2. 65

2 5

ias

26. 4 

24.2 

9.6

5.8 

4.8

3.9

3.4

3.0

Feb.

2. 55

2.3

2.15

1. 95

1.0

1.6

1. 55 

1. 45 

1. 35

1.3

1.25

1.2

1 2

1.2

1.2

1. 15

1.05

1. 1

1.1

1. 1 

1.2

1.25 

1.3 

1.3

1.3 

1.3

1.3

Mar.

1.3

1.35

8.2

8.2

4.4

9 q

2. 75

2.6 

2.45 

2.3

1.95

1.85

1. 75

2.15

2.75

2.95

2.75

2. 55

2.4

2.4

2.25 

2.05

1.9

1.75 

1.7

1.6 

10.4

11.0

17.2

22.6 

17. 1

Apr.

9.4

6 2

4. 7

3.8

3. 0

3.4

3.4

2.8 

3.8

:;2. 35

2.25

2.65

2.0

1.85

1.8

1.6

1.5

1.45

1.4 

1.4

1.3 

1.3 

1.2

1.15 

4. 1

3. 1

3.2

2.05

May.

2.0

1. 05

1. 45

1.35

1.3

1.3

1. 35

1. 25 

1. 15 

1. 15

1.05

.9

.8

.8

.9

.8

.8

. 75

. 65 

. 6

.6

.6 

.8

2.5 

2.75

2.25

2.05

1.6 

1. 15

June.

1«

2.0

11

1. 15

1. 25

1.15

1.1 

1.0

.85

.9

.85

1.1

1.1

1.0

.9

.85

.8

.8

.8

. 75 

.65

.7 

.95

. 75

. 65

.0

July.

0.55

.6

.8

.8

.7

.65

1.5 

.95 

. 75

.7

.65

.6

1.7

1.2

1.0

10.3

10.4

4.9

3.6

4.0 

3.4

2.5 

2.5 

2. 3

1.8 

1.4

1. 15

1.2

2.1 

3. 6

Aug.

2. 15

1.6

1.15

1.15

1. 05

1. 15

0. 95

0.8 

0.8 

1.3

1.3

2.35

2.3

2.3

1.6

1.55

1.4

1.25

1.5

1.25

1.2 

1.2

2.85 

2. 35 

1.75

2.1 

1.7

1. 25

1. 15

1.05 

0.95

Sept.

0.85

.75

.65

.6

.75

1.6

1.05

.85 

.85 

1. 95

2. 55

4.0

2. 45

1.65

1.25

.95

.85

.8

.95

1.2

2.4 

3.1

7.5 

4.2 

2.65

3.1

2.7

6.2

20.9

9.9

Oct.

8.2

9.9 lag

12.4

9.8

15. 2

13. 0

8.3 

5.4 

3.9

3.0

2.5

2.25

1.85

1.6

1.35

1.4

1.55

1.6

1.8

1.7 

1.55

1.4 

1.25 

1.15

1.1 

1.1

1.05

0.95

1.0 

0.95

Nov.

0.9

.95

.85

.85

.8

.85

.8

.8 

.8 

.75

.8

.8

.85

.95

.85

1.15

10.6

13.3

9.8

7.2 

5.2

3.7 

3.0 

2.75

2.3 

2.05

1.85

1.8

1.65

Dec.

1.55

1.45

1.35

1.3

1. 25

1. 25

1.2

1.3 

1.2 

1.2

1. 15

1. 1

1. 1

1.15

1.6

10.4

13.5

8.4

6.2

5.1

4.6

3.7 

3.2 

2.95

2.5 

2.2

2.5

4.2

6.8 

17.9
TENNESSEE RIVER DRAINAGE BASIN. 109

Gage 

height.

Rating tables for Duck Hirer near Columbia. Term. 

OCTOBER 21, 1904, TO DECEMBER 24, 1904."

Discharge.

Gage 

height.

Discharge.

Sfi.-ft. 

222 

280 

342

Gage 

height.

Feet. 

0.90

Discharge.

Sec.-ft. 

408

1. 00 475

1. 50 825

Gage 

height.

FeeJ. 

2.00

2.50

Discharge.

Sec.-ft. 

1,200

1,600

DECEMBER 25, 1904, TO DECEMBER 31, 1906.6

1.080

1,160

1,240

1.320

1,400

1,480

1,560

1,64.5

2.80

2.90

3.00

3. 10

3.20

1,730

1,815

1.900

1.990

2.080

a This table is applicable only for open-channel conditions. It is based on 5 discharge measurements 

made during 1904 and on the form of the 1905-6 curve.

6 This table is applicable only for open-channel conditions. It is based on discharge measurements 

made during 1901, 1905, and 190('>. It is well defined between gage heights 0.5 foot and 4.0 feet. Above 

gage height 4.0 feet it is bas.xl on a discharge measurement at gage height 11.90 made in 1901. Above 

gage height 3.00 feet the rating curve is a tangent, tho difference being 90 por tenth.

Monthly discharge of Duck River near C'ulumbia, Term., for 1904 to 1906.

[Drainage area, 1,2(10 square miles.J

Discharge in second-feet. Run-oft".

Month.

1904. 

October 21-31 .. . ........ .. ...

November

1905.

March

.lime

July ..........................................

November .......... .................. .

1906.

February

March

July

August

November

170

280

14,000

11,800

14,700

17, 800

1,360

25, 600

8,380

2,980

3,340

3, 340

685

9,460

1,520

19.500

1,690

8,560

1.770

18,000

12,900

11.200

15,300

23,000

80

80

101

310

80

440

100

80

145

408

145

122

250

342

222

100

133

137

1,730

1,990

3,080

621

3,500

654 38,'

307

675

543

731

3,160

1,790

2,640

1,930

sq. mile.

0. 106

1.58

493

.307

.833

. 536

2. 86

1.43

.431

286

.580

2.51

1.42

1.53

inches.

0. 04

1.82

1.11

60

.34

96

19. 67

56

1 60

1.28

2.89

1.58

2.42

20.98

NOTE. Values are rated as follows: October, 1904, to March, 1905, May and December, 1905, and 

January, March September, October, and December, 190'», good; all remaining months, excellent.
110 SURFACE WATER SUPPLY IN 1906.

MISCELLANEOUS MEASUREMENTS IN TENNESSEE RIVER DRAINAGE

BASIN.

The following is a list of miscellaneous discharge measurements 

made in Tennessee River drainage basin during 1906:

French Broad River at Oldtown, Term. This was originally one of 

the temporary stations established in connection with the general 

hydrographic study of the southern Appalachian region. The conditions at this station and the bench marks are described in WaterSupply Paper No. 169, page 93 7 where are given also references to 

publications that contain data for previous years.

The following discharge measurement was made May 25, 1906:

Width, 379 foot; area, 1,600 square feet; gage height, 1.67 feet; discharge, 2,010 

second-feet.

Swannanoa River at Biltmore, N. C. This station was established 

May 21 7 1904, for the purpose of making miscellaneous measurements. 

It is located at the Biltmore, N. C., terminal of the Asheville-Biltmore 

electric railway line, about three-fourths mile above the mouth of 

Swannanoa River. The conditions at this station and the bench 

marks are described in Water-Supply Paper No. 169, page 95 , where 

are given also references to publications that contain data for previous 

years.

The following discharge measurement was made April 16, 1906:

Width, 80 feet; area, 266 square feet; gage height, 2.35 feet; discharge, 617 secondfeet.

Avery Creek at Davidsons River, N. C. This station was established May 19, 1904, for the purpose of making miscellaneous measurements. It is located about one-fourth mile above the junction 

of Avery Creek with Davidsons River and a less distance from the 

regular gaging station on the latter stream. The conditions at this 

station and the bench marks are described in Water-Supply Paper 

No. 169, page 104, where are given also references to publications 

that contain data for previous years.

The following measurement was made June 15, 1906:

Width, 23 feet; area, 42 square feet; gage height, 2.80 feet; discharge, 169 secondfeet.

Pigeon River at Newport, Tenn. This station is located at the highway bridge in the eastern part of Newport, Tenn., 1 mile from the 

railroad station and 1 mile above the dam of the Newport Flouring 

Mill, out of reach of backwater. The conditions at this station and 

the bench marks are described in Water-Suppby Paper No. 169, page 

110 7 where are given also references to publications that contain data 

for previous years.
TENNESSEE KIVEE DRAINAGE BASIN. Ill

The following discharge measurement was made May 24, 1906:

Width, 186 feet; area, 608 square feet; gage height, 1.34 feet; discharge, 663 secondfeet.

Doe River at Elizabeihton, Tenn. This station was established May 

22, 1904, for the purpose of making miscellaneous measurements. It 

is located at the covered wagon bridge in the town of Elizabethton, 

Tenn. The conditions at this station and the bench marks are 

described in Water-Supply Paper No. 169, page 121, where are given 

also references to publications that contain data for previous years.

The following discharge measurement was made October 23, 1906:

Width, 129 feet; area, 281 square feet; gage height, 1.63 feet; discharge, 318 secondfeet.

Little Tennessee River at Almond, N. O. This station is located at 

a suspension footbridge across Little Tennessee River, about onefourth mile above its junction with Nantahala River and about 300 

feet from the station at the Southern Railway bridge on Nantahala 

River. The section is about 200 feet wide; the bed is very rough 

and the current moderately swift. Gage heights for discharge measurements are determined by measuring down from a bench mark, 

which consists of 3 nails driven in the upstream side of an elm tree on 

the left bank of river, 20 feet upstream from the footbridge; elevation, 

8.00 feet above gage datum.

The following discharge measurement was made June 9, 1906:

Width, 187 feet; area, 398 square feet; gage height, 2.27 feet; discharge, 938 secondfeet.

Nantahala River at Almond, N. C. This station is located at the 

Southern Railway bridge crossing Nantahala River about one-fourth 

mile above its junction with Little Tennessee River. Discharge 

measurements are made from the railroad bridge. The section is 

about 160 feet wide and is shallow and very swift, but fairly good 

for measurements. Only low-water measurements are made and 

the gage heights are determined from a bench mark, there being no 

gage. The bench mark is the center of the bolt or pin connecting 

the intermediate post and the floor beam at the middle of the left 

span on the upstream side of the bridge; elevation, 15.00 feet above 

gage datum.

The following discharge measurement was made June 8, 1906:

Width, 121 feet; area, 166 square feet; gage height, 1.12 feet; discharge, 649 secondfeet.

Figlitingtown Creek at McCays, Tenn. This station was established 

August 27, 1904, for the purpose of making miscellaneous measurements. It is located about one-half mile above the mouth of the 

creek, which flows into Okoee River about one-half mile below the 

gaging station on Okoee River at McCays, Tenn. The conditions at
112 SUKPACE WATEE SUPPLY IN 1906.

this station and the bench marks are described in Water-Supply 

Paper No. 169, page 140, where are given also references to publications that contain data for previous years.

The following discharge measurements were made in 1906:

April 19: Width, 43 feet; area, L64 squ feet; gage height, 2.85 feet; discharge, 

241 second-feet. June 12: Width, 40 feet: area, 130 square feet; gage height, 2.25 feet; 

discharge, 129 second-feet.

Paint Rock River near Paintrock, Ala. This station is located at 

the highway bridge 2| miles south of Paintrock, Ala., and about 400 

feet above the Southern Railway bridge. The conditions at this station and the bench marks are described in Water-Supply Paper No. 

128, page 149.

Discharge measurements of Paint Rock Hirer near PaintrocJc, Ala., in 1906.

Date. Ilydrognipher.

O. P. Hall.............. .....................

Width.

Feet. 

63

65

64

Area of 

section.

Sq.ft. 

248

222

266

Gage 

height.

Feet. 

1.31

1.13

1.51

Discharge.

Stc.-ft. 

118

87

155

Flint River at Brownsboro, Ala. This station is located at the highway bridge about one-fourth mile west of Brownsboro, Ala., and 100 

feet below a 6-foot milldam. The conditions at this station and the 

bench marks are described in Water-Supply Paper No. 128, page 150.

Discharge measurements of Flint River at Brownsboro, Ala., in 1906.

Date.

June 22........

October 29.. ...

F

0

F

A

P

A

Hydrographer.

Hall....................................

Width.

Feet. 

140

140

144

Area of 

section.

 _

Sq.ft. 

450

398

454

Gage 

height.

Feet. 

1.89

1.65

2.01

Discharge.

Sec.-ft. 

224

158

237

LOWER EASTERN MISSISSIPPI RIVER DRAINAGES.

The streams flowing into Mississippi River from the east below the 

mouth of the Ohio are in the main comparatively small. In the lower 

portion they are practically a network of bayous. The following 

pages contain the results of data collected in the lower eastern Mississippi River drainage by the United States Geological Survey during 

1906:

YAZOO RIVER DRAINAGE BASIIST.

DESCRIPTION OF BASIN.

Yazoo River rises in the northwestern part of Mississippi. It flows 

southward just west of the central portion of the State and enters 

Mississippi River just above Vicksburg.
YAZOO RIVER DRAINAGE BA.SHST.

TALLAHATCHIE RIVER AT BATESVILLE, MISS.

113

This station was established on June 15, 1906. It is located at the 

county highway bridge 1 mile west of Batesville and about 2 miles 

below the crossing of the Illinois 0 oral Railroad. The bridge from 

which discharge measurements are made is a single steel span 220 feet 

long, with wooden approaches at both ends.

Both banks will overflow at high floods, sometimes beyond the ends 

of the bridge approaches. The bed is mostly firm sand, and the current is fairly good. An island about 300 feet below the station 

divides the river into two channels, the combined width of which 

appears to be less than that of the river above, making the water 

swifter.

The boxed-chain gage is bolted to the upstream lower chord in the 

third panel from the left bank; length of chain, 29.96 feet. The gage 

is read once a day by J. S. Goff.

The reference point is the top of the downstream end of the third 

floor beam from the left-bank end of the bridge; elevation, 27 feet 

above gage datum.

Discharge measurements of Tallahatchie River at Batesville, Miss., in 1906.

Date. Ilydrographer.

W. E. Hall..................................

M. R. Hall..................................

.....do.......................................

Width.

Feet.

128

Area of 

section.

Sq.ft. 

679

393

Gage 

height.

Feet.

9 Q9

Discharge.

Sec.-ft.

584

Daily gage height, in feet, of Tallahatchie River at Batesville, Miss., for 1906.

Day. '.June. July. Sept. Oct.

1.. .........'...... 2.8 ...... 9.0

2........... ...... 3.8 ......' 10.6

3........... ...... 2.^5 ......' 12.2 

4........... ...... 2. "5 ...... 13.0 

5........... ...... 2.7 ...... 13.6

7........... ...... 2." ...... 14.0 

8........... ...... 2.8 :...... 14.0 

9........... ...... 2.9 ...... 13.9 

10. ................ 2.85 ...... 13.4 

ll...........i...... 2.9 ...... 13.3

12...........!...... 3.0 ...... 1.1.3 

13...........'...... 3.4 ...... 13.6

14........... ...... 3.0 ...... 13.3

15........... 2.9 2.8 ...... 13.0 

16........ ...i 2.85 3.5 ...-...' 12.0

i

Nov.

3.1

3.1

3.1 

3.1 

3.0

3.0

3.0 

3.0 

3.0 

3.0 

3.0

3.0 

3.0

3.0

3.0 

3.0

Dec.

14.2

13.0

11.1

8.3

6.8

7.0 

6.9 

7.0 

8.0 

8.0

7.8

7.7

8.0 

11.0

Day.

17...........

18. ..........

19. .......... 

20. .......... 

21...........

22...........

23........... 

24........... 

25.. .........

26. .......... 

27...........

28........... 

29. ..........

30. ..........

31...........

June.

2.85

2.8

2.8 

2.8

2.8 

2.8 

2.9 

3.5 

2.9

2.85 

2.8

July.

5.2

5.1

4.6 

4.8

4.7

4.3 

3.5 

3.2

2.8 

2.75

2.6 

2.5

2.6

2.55

Sept.

'2.3"

3.9 

3.8 

3.3 

3.2 

3.1

10.0 

9.6

8.6

......

Oct.

11.0

7.8

5.2 

4.0 

4.0

4.0

3.6 

3.8 

3.6 

3.6

3.2 

3.2

q o

3.2

Nov.

3.0

2.95

2.95 

9.0 

18.0

18.2 

18.1 

17.9 

17.4 

16 9

16.5 

16.0

15.0

Dec.

13.7

13.3

13.1 

13.1

1 "2 1

13.2 

13.1 

13.0 

12.7

12.1 

9 6

o q

8.6

YALOBUSHA RIVER AT GRENADA, MISS.

This station was established on June 14, 1906. It is located in 

the western part of Grenada at the county highway bridge, about 

one-half mile from the depot and the same distance below the crossIBB 205 07 8
114 SUEFACE WATEE SUPPLY IN 1906.

ing of the Illinois Central Railroad. The bridge from which measurements are made is 260 feet long, there being a main span of 160 feet 

across the river and two short spans of 50 feet each on the right bank.

Both banks of the river are high and not liable to overflow. The 

current is fairly swift and regular. The bed is sandy and is liable to 

shift, but conditions below the station will probably cause the rating 

to remain constant.

The boxed chain gage is bolted to a special timber, which is itself 

bolted to the intermediate post and diagonal brace on the downstream side of the bridge in the fourth panel from the left bank; length 

of chain, 40.71 feet.

The reference point is the top of the downstream corner of a plate 

near bridge floor on the right side of the intermediate post at downstream end of the third floor beam from the left bank: elevation, 

37.94 feet above gage datum.

Discharge measurements of Yalobusha River at Grenada, Miss., in 1906.

Date. Hydrographer.

\V. E. Hall. ..................................

.....do............. ..... .. ................

M. R. Hall......................... ......... .

.....do.......................................

Width.

Feet. 

118

80

79

78

78

Area of 

section.

Sq.ft. 

1,190

136

132

121

Gage 

height.

Feet. 

11.20

1.85

1.52

1.22

Discharge.

Sec.-ft. 

4,190

280

137

134

Daily gage height, in feet, of Yalobusha River at Grenada, Miss., for 1906.

Day.

2...........

3.. .........

June. July* Aug. Sept.

2.3 

2.2

...... 1 5

1.4

L2 1.0 

.9

...... .9

.9

1.1 '......

1.1

1.3

8........... ._._..' 1.3

9 1.3

10........... ......

H

2.8

3.3

2.8

...... 2.8

2.3

Oct. Nov.

13 3 1.4 

13.8 1.4

13.4 1.4

12.8

18.3

18. 8

1.45

1.4

1.35

17.9 1.35

17.6 1.35

16. 6

1.2 ! .. . 1.9 15.3

2.0 1.7

12........... ......; 2.7 ...... 1.4

13 2.8 1.3

14. ..........

15...........

1.5

2.2

2.7 ...... 1.3

2.7

i

1.2

1.1

13.4

8.6

7.0

6.5

4.4

3.2

1.35

1.35

1.35

Day. June. July.

17 .... 3.3 4.3

18 2.5 4.1

Aug Sept.

1.2 

1.0

Oct.

2.7 

2.35

19 9.3 4. 2 1.2 2.1

20..........

21..........

22..........

1.9 4.3 ; ...... 1.2 i 2.0 ......

Nov.

1.35

1.7 4.1 ...... 1.5 1.9 '

1.5 3.7 1.9

1.4

24 1-3

25..........

26.. ........

1.35 28.

1.35

1.35

1.35

1.4 _. ....

1.8

3. 2 ' 1.35 1.7 i 3 9

3.2

2.1 2. 3 1.5

1.3 1.8

1.2

29.......... 1.1

; 30... ....... 1.1

01

1.6

1.4

1.3

1.3

1 9

1.8 

1.55

2.45

11.0

1.5 14.4

1.1

1.0

13.7

12.5

1.65

1.55

1.45

1.45

1.4

1.4

HOMOCH1TTO RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN.

Homochitto River drains a small area in the southwestern part of 

the State of Mississippi. It rises in the southwestern part of Copiah 

County and flows in a southwesterly direction into Mississippi River. 

The United States Geological Surve}^ maintains one station on this 

river at Rosetta, Miss.
HOMOCHTTTO RIVER DRAINAGE BASIN. 115

HOMOCHITTO RIVER AT ROSETTA, MISS.

This station was established June 16, 1906. It is located at the 

Yazoo and Mississippi Valley Railroad bridge in the town of Rosetta.

The river at high stages will overflow the right bank under the 

bridge trestle and will overflow left bank under the trestle and 

through short opening in the embankment. The bed of the river is 

sand and may shift considerably.

The chain gage is attached to the downstream guard rail at the 

first floor beam from the right end of the bridge; length of chain from 

end of weight to marker, 34.79 feet. The gage is read once a day by 

William Z. Taylor.

The reference point is the top of the extreme downstream end of 

the first floor beam from the right-bank pier; elevation, 30 feet above 

gage datum.

discharge measurements of Ilomochitto River at Rosetta, Miss., in 1906.

Date.

April 30. .......

September 22 . .

Hydrographer.

W. E. Hall. ..................................

M. R. Hall........ .. .. ..............

.....do........................................

Width.

Feet. 

125

96

92

Area of 

section.

Sq.ft. 

846

451

476

Gage 

height.

Feet. 

5.75

3.51

3.78

Discharge.

Sec.-ft. 

704

308

391

Daily gage height, in feet, of Homochitto River at Rosetta, Miss., for 1906.

Day.

2

3.......... 

4.......... 

5..........

8.... ..... 

9.......... 

10.....-...- 

11..........

12.......... 

13.......... 

14.......... 

l.i..........

June. July.

Q 7K

T(

5.4 

4.35 

3.9 

o F;

3.0

3.25 

3.4 

5.5 

5.6

5.9 

7.8 

6.6 

5.6 

6.0

Aug.

3.5

Q A

3.3 

4.2 

5.5

4 7

3 7

3.6 

3.7 

3.2 

3.1

3.0 

3.3 

3.5 

3.4 

3.1

Sept.

i n

0 1 C

3.1

3.6

4.5

4.4

4.0 

3.7 

3.4 

3.3

6.2 

3.95 

3.4 

3.4 

3.3

Oct.

4.8

4.3

6.0 

5.9

6.8 

9 9

8.9

8. 3 

8.8 

7.0 

6.1

5.5 

5.3 

5.0 

4.9

| Nov.

3.7

3 0

3.6 

3.7 

3.6 

3.6

3.5

3.5 

3.5 

3.6 

3.6

3.5

::::..

Day.

19.......... 

20.. ........ 

21..........

22..........

23..........

24.......... 

25. ....... .. 

26.......... 

27..........

28.......... 

29.......... 

30.......... 

31 ..........

June.

3.5

3.5 

3.6 

3.1 

3.2

3.3

3.35 

3.15 

3.7 

3.6

3.6 

3.95 

3.6

July.

5.5

7.0

7.8 

6.1 

4.5

6.8

4.8 

4.1 

3.8 

3.7

3.7 

4.9 

4.4 

3.9

Aug.

3.9

3.6 

3.6 

3.5 

3.9

3.6

4.0 

3.1

4.5 

4.7

4.55 

3.7 

3.2 

3.1

Sept.

3.2

o 1

3.0 

2.95 

4.35 

3.5

3.0

3.8 

3.3 

3.6 

3.9

6.4 

8.8 

4.9

Oct.

3.9

4.65 

4.4 

4.2 

4 6

4.1

4.0 

3.9 

3.9 

3.7

3.7 

3.8 

3.8 

3.7

Nov.

......

:;;:;:
INDEX.

A. Page.

Acknowledgments and cooperation......... 22

Acre-foot, definition of..................... 10

Alderson, W. Va.,

Greenbrier River at:

description......................... 47

discharge........................... 48

discharge, monthly.................

gage heights........................

rating table........................

Allegheny River at 

Kittanning, Pa.:

description......................... 30

discharge........................... 31

discharge, monthly................. 32

gage heights........................ 30

rating table........................ 30

Redhouse, N. Y.:

description......................... 28

discharge........................... 29

discharge, monthly................. 30

gage heights........................ 29

rating table......................... 29

Allegheny River basin:

description of........................... 27-28

stream data............................ 28-33

Almond, N. C.,

Little Tennessee River at:

description......................... Ill

discharge........................... Ill

Nantahala River at:

description......................... Ill

discharge........................... Ill

Asheville, N. C.,

French Broad River (at Smith Bridge)

near: 

description......................... 72

discharge........................... 72

discharge, monthly................. 73

gage heights........................ 72

rating table......................... 73

Austins Mills, Tenn.,

Holston River at:

description......................... 87

discharge........................... 88

discharge, monthly................. 89

gage heights........................ 88

rating table......................... 88 !

A very Creek at 

Davidsons River, N. C.:

description......................... 110

discharge........................... 110

Batesville, Miss.,

Tallahatchie River at:

description......................... 113

discharge........................... 113

gage heights........................ 113

Page. 

Beaver River basin:

description of........................... 39

stream data............................ 39-41

Biltmore, N. C.,

Swannanoa River at:

description......................... 110

discharge........................... 110

Blacklick, Pa.,

Blacklick Creek at:

description......................... 32

discharge........................... 32

discharge, monthly................. 33

gage heights........................ 32

rating table......................... 33

Blacklick Creek at 

Blacklick, Pa.:

description......................... 32

discharge........................... 32

discharge, monthly................. 33

gage heights........................ 32

rating table......................... 33

Bluff City, Tenn.,

Holston River (South Fork) at:

description......................... 85

discharge........................... 85

discharge, monthly................. 87

gage heights........................ 86

rating table......................... 86

Bolster, R. H., work of..................... 7

Brennan, M. S., work of................... 7

Brownsboro, Ala., 

Flint River at:

description......................... 112

discharge........................... 112

Bryson, N. C.,

Tuckasegee River at:

description......................... 95

discharge........................... 95

discharge, monthly................. 97

gage heights........................ 96

rating table......................... 96

Cable station, figure showing. 

Casselman River at 

Confluence, Pa.:

description...........

discharge.............

discharge, monthly...

gage heights ..........

rating table...........

Cataract, Ind., 

Sel River at:

description...........

gage heights..........

Chattanooga, Tenn., 

Tennessee River at:

description...........

discharge.............

117
118 INDEX.

Chattanooga, Tenn. Continued. 

Tennessee River at:

discharge, monthly.......

gage heights..............

rating table...............

Columbia, Tenn.. 

Duck River at:

description...............

discharge.................

discharge, monthly.......

gage heights..............

rating table...............

Columbus, Ohio,

Olentangy River near:

description...............

discharge.................

Scioto River near:

description...............

discharge, monthly.......

gage heights..............

rating table...............

Computation, methods of........

Confluence, Pa.,

Casselman River at:

description...............

discharge.................

discharge, monthly.......

107

108

109

108

109

50

50 

19-22

rating table.....................

Laurel Hill Creek at:

description......................

discharge........................

discharge, monthly..............

gage heights.....................

rating table......................

Youghioghony River near:

description......................

discharge........................

discharge, monthly..............

gage heights.....................

rating table.....................

Cooperation and acknowledgments......... 22

Current meters, classes of.................. 16

methods of using....................... 16-19

plate showing.......................... Hi

Current-meter station, plate showing...... 16

Curves (discharge, area, and velocity), figure showing.................... 21

D.

Davidsons River, N. C., 

Avery Creek at:

description......................... 110

discharge....................... ... 110

Davidsons River near:

description......................... 77

discharge........................... 77

discharge, monthly................. 79

gage heights........................ 78

rating table......................... 78

Dayton, Ohio,

Miami River at:

description......................... 55

discharge........................... 56

discharge, monthly................. 57

gage heights........................ 56

rating table......................... 57

Definitions of terms used.................. 9-10

Delphi, Ind.,

Tippecanoe River near:

description......................... 64

discharge........................... 64

discharge, monthly................. 65

gage heights........................ 65

horsepower......................... 66

rating table......................... 65

Discharge, measurement and computation

of............................... 13-22

Doe River at 

Elizabethton, Tenn.:

description......................... ill

discharge........................... Ill

Drainage basins, list of..................... 8-9

map showing........................... 7

Duck River at 

Columbia, Tenn.:

description......................... 107

discharge........................... 108

discharge, monthly................. 109

gage heights........................ 108

rating tables........................ 109

East Branch of White River. See White 

River (East Branch).

Eel River at 

Cataract, Ind.:

description......................... 68

gage heights........................ 68

Elizabethton, Tenn., 

Doe River at:

description......................... ill

discharge........................... Ill

Watauga River near:

description......................... 89

discharge........................... 90

discharge, monthly................. 91

gage heights........................ 90

rating table......................... 90

Elk River near 

Elkmont, Ala.:

description......................... 105

discharge........................... 106

discharge, monthly................. 107

gage heights........................ 106

rating table........................ 107

Elkmont, Ala.,

Elk River near:

description......................... 105

discharge........................... 106

discharge, monthly................. 107

gage heights........................ 106

rating table........................ 107

Equivalents, table of....................... 12-13

V. 

Flint River at 

Brownsboro, Ala.:

description......................... 112

discharge........................... 112

Floats, use of, in measuring discharge..... 15-16

Follansbee, Robert, work of................ 7

Frankfort, Ky.,

Kentucky River at:

description......................... 57

discharge........................... 58

gage heights........................ 58
INDEX. 119

French Broad River at and near Page.

Asheville, N. C.:

description......................... 72

discharge........................... 72

discharge, monthly................. 73

gage heights........................ 72

rating table......................... 73

Horseshoe, N. C.:

description......................... 70

discharge........................... 70

discharge, monthly................. 71

gage heights........................ 71

rating table......................... 71

Oldtown, Tenn.:

description......................... 110

discharge........................... 110

Gaging stations, equipment of............. 15

location of, map showing............... 7

Greenbrier River at 

Alderson, W. Va.:

description......................... 47

discharge........................... 48

discharge, monthly................. 48

gage heights........................ 48

rating table......................... 48

Greeneville. Tenn.

Nolichucky River near:

description......................... 83

discharge........................... 83

discharge, monthly................. 85

gage heights........................ 84

rating table......................... 84

Grenada, Miss.,

YaloTausha River at:

description....................... 113-114

discharge........................... 114

gage heights........................ 114

Grover, N. C., work in charge of........... 7

II.

Hall, M. R., work in charge of.............. 7

Hall, 0. P., work of........................ 7

hall, W.E., work of................... ... 7

Henshaw, F. F., work of................... 7

Hiwassee River at 

Murphy, N. C.:

description......................... 97

discharge........................... 97

discharge, monthly................. 99

gage heights........................ 98

rating table......................... 98

Reliance, Tenn.:

description......................... 99

discharge........................... 99

discharge, monthly................. 101

gage heights........................ 100

rating table......................... 100

Holston River at 

Austins Mills, Tenn.:

description......................... 87

discharge........................... 88

discharge, monthly................. 89

gage heights........................ 88

rating table......................... 88

Holston River (South Fork) at Page. 

Bluff City, Tenn.:

description......................... 85

discharge........................... 85

discharge, monthly................. 87

gage heights........................ 86

rating table........................ 86

Homochitto River at 

Rosetta, Miss.:

description......................... 115

discharge........................... 115

gage heights........................ 115

Homochitto River basin:

description............................. 114

stream data............................ 115

horsepower computation of............ 11

Horseshoe, N. C.,

French Broad River at:

description......................... 70

discharge........................... 70

discharge, monthly................. 71

gage heights........................ 71

rating table......................... 71

Horton, A. H., work in charge of........... 7

Tloyt, J. C., work in charge of.............. 7

Hydrographic surveys, organization and

scope of......................... 8

Ice-covered streams, method of measuring 

flow of..........................

Indianapolis, Ind.,

White River (West Branch) at:

description.........................

discharge...........................

discharge, monthly.................

gage heights........................

rating table.........................

Judson, N. C.,

Little Tennessee River at: 

description............

discharge..............

discharge, monthly....

gage heights...........

rating table............

Kanawha River basin:

description of........................... 45

si/ream data............................ 46-48

Kentucky River at 

Frankfort, Ky.:

description......................... 57

discharge........................... 58

gage heights........................ 58

Kentucky River basin:

description of........................... 57

stream data............................ 57-58

Kittanning, Pa.,

Allegheny River at:

description......................... 30

discharge........................... 31

discharge, monthly................. 32

gage heights ....................... 31

rating table......................... 31
120 INDEX.

Knoxville, Term.,

Tennessee River near:

description.........

discharge...........

discharge, monthly.

gage heights........

rating table.........

Kriegsman, E. F., work of.

L.

Laurel Hill Creek at 

Confluence, Pa.:

description......................... 37

discharge........................... 38

discharge, monthly................. 39

gage heights........................ 38

rating table.................... ----- 38

Licking River at 

Pleasant Valley, Ohio:

description......................... 43

discharge........................... 43

discharge, monthly................. 45

gage heights........................ 44

rating tables........................ 44

Little Miami River at 

Loveland, Ohio:

description......................... 51

discharge........................... 51

gage heights........................ 52

Little Miami River basin:

description of........................... 51

stream data............................ 51-54

Little Tennessee River at 

Almond, N. C.:

description.......................... Ill

discharge........................... Ill

Judson, N. C.:

description......................... 91

discharge........................... 91

discharge, monthly................. 93

gage heights........................ 92

rating table......................... 92

McGhee, Tenn.:

description......................... 93

discharge........................... 93

discharge, monthly................. 95

gage heights........................ 94

rating table......................... 94

Logansport, Ind.,

Wabash River at:

description......................... 60

discharge............ .............. 60

discharge, monthly................. 61

gage heights............'............ 61

rating table......................... 61

Loveland, Ohio.,

Little Miami River at:

description......................... 51

discharge........................... 51

gage heights........................ 52

Lower eastern Mississippi drainages:

description............................. 112

stream data... ----- ...... ......... 112-115

M.

McCays, Tenn.,

Fightingtown Creek at:

description....................... 111-112

discharge........................... 112

Ocoee River at:

description......................... 104

discharge........................... 104

discharge, monthly................. 105

gage heights........................ 104

rating table......................... 105

McGhee, Tenn.

Little Tennessee River at:

description......................... 93

discharge........................... 93

discharge, monthly................. 95

gage heights........................ 94

rating table......................... 94

Mad River near 

Springfield, Ohio:

description......................... 52

discharge........................... 52

discharge, monthly................. 54

gage heights........................ 53

rating table......................... 53

Mahoning River at 

Youngstown, Ohio:

description......................... 39

discharge........................... 40

discharge, monthly................. 41

gage heights........................ 40

rating table......................... 40

Miami River at 

Dayton, Ohio:

description......................... 55

discharge........................... 56

discharge, monthly................. 57

gage heights........................ 56

rating table......................... 57

Miami River basin:

description of........................... 54-55

stream data............................ 55-57

Mills River (North Fork) at 

Pinkbed, N. C.:

description......................... 79

discharge........................... 79

discharge, monthly................. 81

gage heights........................ 80

rating table......................... 80

Mills River (South Fork) near 

Sitton, N. C.:

description......................... 81

discharge........................... 81

discharge, monthly................. 83

gage heights........................ 82

rating table......................... 82

Miner's inch, definition of.................. 10

Mississippi River basin (lower eastern"):

description of.......................... 112

stream data.......................... 112-115

Monongahela River basin:

description of .......................... 33-34

stream data............................ 34-39
INDEX. 121

Page. 

Multiple-point method of measuring discharge, description of. .......... 17-18

Murphy, N. C.,

Hiwassee River at:

description .........................

discharge. ..........................

discharge, monthly .................

rating table...... ..

Murray, F. A., work of .....

Muskingum River at - 

Zanesville, Ohio:

description .........

discharge ...........

discharge, monthly.

gage heights ........

rating table .........

Muskingum River basin: 

description of..........

99

Ill 

Ill

110

111

Nantahala River at 

Almond, N. C.:

description. ........................

discharge. ..........................

New Haven, Ky.,

Salt River (Rolling Fork) at:

description .........................

gage heights ........................

Newport, Tenn.,

Pigeon River at:

description .........................

discharge. ..........................

New River at 

Radford, Va.:

description .........................

discharge ...........................

discharge, monthly. ................

gage heights. ........................

rating table. ........................

Nolichucky River near 

Greeneville, Tenn.:

description .........................

discharge ...........................

discharge, monthly .................

gage heights ........................

rating table. ........................

North Fork Mills River. See Mills River 

(North Fork).

O. 

Ohio River at 

Wheeling, W. Va.:

description .........................

discharge ...........................

discharge, monthly. ................

gage heights ........................

rating table. ........................

Ohio River basin:

description of ........................... 23-25

stream data ............................ 25-27

Ohio River drainage:

stream data. .......................... 23-112

Page.

Okoee River at 

McCays, Tenn.:

description......................... 104

discharge........................... 104

discharge, monthly................. 105

gage heights........................ 104

rating table........

Oldtown, Tenn.,

French Broad River al: 

description........

discharge..........

Olentangy River near 

Columbus, Ohio:

description........

discharge..........

105

110

111

P. 

Padgett, H. D., work of.................... 7

Paintrock River nearPaint rock, Ala.:

description......................... 112

discharge........................... 112

Pigeon River at and near 

Newport, Tenn.:

description.....................

discharge.......................

Pinkbed, N. C.,

Mills River (North Fork) at:

description.....................

discharge.......................

discharge, monthly.............

gage heights....................

rating table.....................

Pleasant Valley, Ohio, 

Licking River at:

description.....................

discharge.......................

discharge, monthly.............

gage heights....................

rating tables....................

Price current meter, view of............

R.

Radford, Va., 

New River at:

description.......................

discharge.........................

discharge, monthly...............

gage heights......................

rating table.......................

Rating tallies, construction of.............. 19-20

Redhouse, N. Y.,

Allegheny River at:

description.......................

discharge.........................

discharge, monthly...............

gage height s ......................

rating table.......................

Reliance, Tenn.,

Hiawassee River at:

description........................

discharge.........................
122 INDEX.

Rolling Fork of Salt River. See Salt River

(Rolling Fork). 

Rosetta, Miss.,

Homochitto River at:

description.......................... 115

discharge........................... 115

gage heights........................ 115

Run-off, computation of.................... 19-22

Run-off in inches, definition of............. 10

Salt River (Rolling Fork) at 

New Haven, Ky.:

description......................... 58

gage heights........................ 29

Salt River basin:

description of........................... 58

stream data............................ 58-59

Scioto River nearColumbus, Ohio:

description.......................... 49

discharge, monthly................. 50

gage heights........................ 49

rating table......................... 50

Scioto River basin:

description of........................... 49

stream data............................ 49-50

Second-feet per square mile, definition of... 10 

Second-foot, definition of................... 10

Shoals, Ind.,

White River (East Branch) at:

description......................... 68

discharge........................... 69

discharge, monthly................. 69

gage heights........................ 69

rating table......................... 69

Single-point method of measuring discharge, description of........... 18

Sitton, N. C.,

Mills River (South Fork) near:

description of....................... 81

discharge........................... 81

discharge, monthly................. 83

gage heights........................ 82

rating table......................... 82

Slope method of measuring discharge, use

and value of.................... 14

South Fork Ilolston River. See Holston

River (South Fork). 

South Fork Mills River. See Mills River

(South Fork). 

Springfield, Ohio., 

Mad River near:

description.......................... 52

discharge........................... 52

discharge, monthly................. 54

gage heights........................ 53

rating table......................... 53

Stewart, J. E., work of...................... 7

Stream flow, measurement and computation

of............................... 13-22

papers on, list of........................ 9

Surface water supply, papers on........... 8-9

Swannanoa River at 

Biltmore, N. C.:

description......................... 110

discharge........................... 110

T. Page. 

Tables, explanation of...................... 10-11

Tallahatchie River at 

Batesville, Miss.:

description......................... 113

discharge........................... 113

gage heights........................ 113

Tennessee River at and near 

Chattanooga, Tenn.:

description.......................... 75

discharge........................... 75

discharge, monthly................. 77

gage heights........................ 76

rating table........................ 76

Knoxville, Tenn.:-

description......................... 73

discharge........................... 73

discharge, monthly................. 75

gage heights........................ 74

rating table......................... 74

Tennessee River basin:

description of........................... 70

miscellaneous measurements in....... 110-112

stream data........................... 70-112

Torre Haute, Ind., 

Wabash River at:

description......................... 62

discharge............. . . ....... 62

discharge, monthly................. 63

gage heights........................ 62

horsepower......................... 63-64

rating table......................... 63

Tippecanoe River nearDelphi, Ind.:

description......................... 64

discharge........................... 64

discharge, monthly................. 65

gage heights........................ 65

horsepower......................... 66

rating table......................... 65

Tomotla, N. C., 

Valley River at:

description......................... 101

discharge........................... 101

discharge, monthly................. 103

gage heights........................ 102

rating table......................... 103

Tuckasegee River at 

Bryson, N. C.:

description......................... 95

discharge........................... 95

discharge, monthly................. 97

gage heights........................ 96

rating table......................... 96

V.

Valley River at 

Tomotla, N. C.:

description......................... 101

discharge........................... 101

discharge, monthly................. 103

gage heights........................ 102

rating table......................... 103

Velocity method of measuring discharge,

description of................... 15-19

Vertical-integration method of measuring

discharge, description of........ 18

Vertical-velocity-curve method of measuring discharge, description of.... 17-18
INDEX. 123

Wabash River at 

Logansport, Ind.:

description.........

discharge...........

discharge, monthly.

gage heights........

rating table .........

Terre Haute. Ind.:

description.........

discharge...........

discharge, monthly.

gage heights........

Page. White River (East Branch) at 

Shoals, Ind.:

gage heights..............

go ! rating table...............

White River (West Branch) at 

Indianapolis, Ind.:

description...............

discharge.................

discharge, monthly.......

gage heights..............

rating table...............

horsepower.............. .......... 63-64

rating table........................ 03

Wabash River basin:

description of........................... 59-60

stream data............................ 60-69

Watauga River near 

Elizabethton, Tenn.:

description........................ 89

discharge........................... 90

discharge, monthly................. 91

gage heights........................ 90

rating table......................... 90

Water power, computation of.............. 11

Water supply, surface, papers on.......... 8-9

Weir method of measuring discharge, requirements of................... K-15

West Branch of White River. See White

River (West Branch.) 

Wheeling, W. Va., 

Ohio River at:

description......................... 25

discharge........................... 26

discharge, monthly................. 27

gage heights........................ 26

rating table......................... 26

White River (East Branch) at 

Shoals, Ind.:

description......................... 68

discharge........ ........... 69

discharge, monthly................. 69

Page.

69

69

Yalobusha River at 

Grenada, Miss.:

description....................... 113-114

discharge.......................... 114

gage heights........................ 114

Yazoo River basin:

description............................. 112

stream data.......................... 11.V114

Youghiogheny River nearConfluence, Pa.:

description......................... 34

discharge........................... 34

discharge, monthly................. 35

f gage heights........................ 34

rating table......................... 35

Youngstown, Ohio., 

Mahoning River at:

description......................... 39

discharge........................... 40

discharge, monthly................. 41

gage heights........................ 40

rating table......................... 40

7.

Zanesville, Ohio.

Muskinguin River at:

description......................... 41

discharge...................... ... 41

discharge, monthly................. 43

gage heights....... ............ . 42

rating table......................... 42
CLASSIFICATION OF THE PUBLICATIONS OF THE UNITED STATES GEOLOGICAL

SURVEY.

[Water-Supply Paper No. 205.]

The publications tff the Ignited States Geological Survey consist of (1) Annual 

Reports; (2) Monographs; (3) Profession 1 Papers; (4) Bulletins; (5) Mineral 

Resources; (6) Water-Supply arid Irrigation Papers; (7) Topographic Atlas of 

United States, folios and separate sheets thereof; (8) Geologic Atlas of United 

States, folios thereof. The classes numbered 2, 7, and 8 are sold at cost of publication; the others are distributed free. A circular giving complete lists can be had 

on application.

Most of the above publications can be obtained or consulted in the following ways:

1. A limited number are delivered to the Director of the Survey, from whom they 

can be obtained, free of charge (except classes 2, 7, and 8), on application.

2. A certain number are delivered to Senators and Representatives in Congress, 

for distribution.

3. Other copies are deposited with the Superintendent of Documents, Washington, 

D. C., from whom they can be had at practically cost.

4. Copies of all Government publications are furnished to the principal public 

libraries in the large cities throughout the United States, where they can be consulted by those interested.

The Professional Papers, Bulletins, and Water-Supply Papers treat of a variety of 

subjects, and the total number issued is large. They have therefore been classified 

into the following series: A, Economic geology; B, Descriptive geology; C, Systematic 

geology and paleontology; D, Petrography and mineralogy; E, Chemistry and 

physics; F, Geography; G, Miscellaneous; H, Forestry; I, Irrigation; J, Water 

storage; K, Pumping water; L, Quality of water; M, General hydrographic investigations; N, Water power; O, Underground waters; P, Hydrographic progress reports.

Series P. The hydrographic progress reports contain the results of stream measurements. A 

report is issued for every calendar year, containing the results of data collected during that year. 

These reports were first published as a part of the Director's annual report or as a bulletin; they are 

now published as water-supply and irrigation papers. The following is a list, by years, of the publications containing the progress reports of stream measurements (* means out of stock). A detailed 

index of these reports (1888-1903) is published as Water-Supply Paper No. 119.

1888. Tenth Annual Report, Part II*.

1889. Eleventh Annual Report, Part II*.

1890. Twelfth Annual Report, Part II*.

1891. Thirteenth Annual Report, Part III*.

1892. Fourteenth Annual Report, Part II*.

1893. Bulletin No. 131*.

1894. Bulletin No. 131*; Sixteenth Annual Report, Part II*.

1895. Bulletin No. 140*.

1896. Water-Supply Paper No. 11*; Eighteenth Annual Report, Part IV*.

1897. Water-Supply Papers Nos. 15* and 16*; Nineteenth Annual Report, Part IV*.

1898. Water-Supply Papers Nos. 27* and 28*; Twentieth Annual Report, Part IV*.

1899. Water-Supply Papers Nos. 35*, 36*, 37*, 38*, and 39*; Twenty-first Annual Report. Part IV*.

1900. Water-Supply Papers Nos. 47, 48, 49, 50, 51, and 52; Twenty-second Annual Report, Part IV.

1901. East of Mississippi River, Water-Supply Papers Nos. 65* and 75*. 

West of Mississippi River, Water-Supply Papers Nos. 66 and 75*.

I
II SERIES LIST.

1902. East of Mississippi River, Water-Supply I'apers Nos. 82 and 83. 

West of Mississippi River, Water-Supply Paper- Nos. 84 and 85.

1903. East of Mississippi River, Water-Supply I'apers Nos. 97 and 98.

West of Mississippi River, Water-Supply I'apers Nos. 99 and 100. 

J904. East of Mississippi River, Water-Supily Papers Nos. 124, 125, 126, 127, 128, and 129.

West of Mississippi River, Water-Supply Papers Nos. 130, 131, 132, 133, 134, and 135.

1905. East of Mississippi River, Xos. 165*, Hid*. 167, 168*, 169, 170, and 171.

West of Mississippi River, Nos. 171, 172*, 173*, 174, 175*, 176,177, and 178.

1906. East of Mississippi River, Nos. 201, 202, 203, 204, 205, 206, and 207.

West of Mississippi River, Nos. 207, 208, 209, 210, 211, 212, 213, and 214.

Correspondence should be addressed to

TIIK DIRECTOR,

UNITED STATES GEOLOGICAL SURVEY,

WASHINGTON, 1). C. 

JULY, 1907.

o