'-' 1

Water-Supp!/ and Irr , , on Paper No. i*S f -.rJes P, Hydrographic Progress Reports, 33

Dr.LVxi.JTMEj.ri *>x Tlij] INTERIOR

UNITED STATES GEOLOGICAL SURVEY

' ' ' CHARLES D. WALCOTT, DIRECTOR

REPORT

OP

PROGRESS OF STREAM MEASUREMENTS

FOE

THE CALENDAR YEAR 1904

PREPARED UNDER THE DIRECTION OF F. H. NEWELL

BY

M. R. HALL, E. JOHNSON, Jr., and JOHN C. HOYT

PART V. Eastern Mississippi River Drainage

WASHINGTON

GOVERNMENT PRINTING OFFICE 

1905

CONTENTS.

Letter of transmittaL..........-----.........-_.-.........._..._........... 5

Introduction............................................................. 7

Cooperation and acknowledgments ........................................ 17

Mississippi River drainage basin........................................... 18

Mississippi River near Sauk Rapids, Minn.......................... 18

Chippewa River drainage basin ........................................... 20

Chippewa River near Eau Claire, Wis .........-........-..--.-...- 20

Flambeau River near Ladysmith, Wis ............................. 22

Wisconsin River drainage basin ............................... ........... 25

Wisconsin River at Merrill, Wis................................... 25

Wisconsin River near Necedah, Wis ............................... 28

Rock River drainage basin................................................ 31

Rock River at Rockton, 111........................................ 31

IL mois River drainage basin .............................................. 34

Illinois River near Minooka, 111................................... 35

Illinois River at Ottawa, 111....................................... 37

Illinois River near Peoria, 111...................................... 39

Des Plaines River above Jackson Creek, near Channahon, 111 ....... 40

Miscellaneous measurements ...................................... 44

Allegheny River drainage basin ........................................... 44

Allegheny River at Redhouse, N. Y ............................... 45

Allegheny River at Kittanning, Pa ................................ 47

Chadakoin River at Jamestown, N. Y ............................. 48

Kiskiminitas River at Salina, Pa .................................. 49

Blacklick Creek at Blacklick, Pa .................................. 50

Monongahela River drainage basin ........................................ 51

Cheat River near Morgantown, W. Va.....--....-............----. 52

Youghiogheny River at Friendsville, Md .......................... 54

Youghiogheny River near Confluence, Pa.......................... 56

Casselman River at Confluence, Pa ................................ 57

Laurel Hill Creek at Confluence, Pa............................... 58

Mahouing River drainage basin ........................................... 59

Mahoning River at Youngstown, Ohio............................. 60

Muskingum River drainage basin.......................................... 62

Licking River at Pleasant Valley, Ohio ........'.................... 63

Kanawha River drainage basin.-.-......-.............-.....-...-...-.-.-. 65

New River at Radford, Va ........................................ 66

New River at Fayette, W. Va...................................... 68

Greenbrier River at Alderson, W. Va .............................. 70

Scioto River drainage basin ............................................... 74

Scioto River near Columbus, Ohio ................................. 74

Olentangy River near Columbus, Ohio............................. 77

Little Miami River drainage basin......................................... 80

Mad River near Springfield, Ohio ..-........--.............-.-.--. 80

Wabash River drainage basin ............................................. 82

Wabash River at Logansport, Ind ,,.,....,..,.,.............--.... 83

3
4 CONTENTS.

Wabash River drainage basin Continued. Page.

Tippecanoe River near Delphi, Ind ................................ 86

White River (West Branch) at Indianapolis, Ind .................. 89

Eel Eiver (lower) near Cataract, Ind.......----...-..........-.... 91

White River (East Branch) at Shoals, Ind......................... 93

Cumberland River drainage basin ......................................... 96

Cumberland River at Nashville, Tenn ............................. 96

Tennessee River drainage basin ........................................... 98

French Broad River at Horseshoe, N. C ........................... 98

French Broad River at Bingham Bridge near Asheville, N. C........ 99

French Broad River at Smith Bridge, near Asheville, N. C.......... 100

French Broad River at Oldtown near Newport, Tenn .............. 101

Swannanoa River at Biltmore, N. C................................ 104

Tennessee River near Knoxville, Tenn............................. 104

Tennessee River at Chattanooga, Tenn............................. 107

Davidsons River near Davidsons River, N. C....................... 109

Avery Creek at Davidsons River, N. C. ............................ 110

Little River at Calhoun, N. C..................................... Ill

Mills River (North Fork) at Pinkbed, N. C ........................ 112

Mills River (South Fork) near Sitton, N. C ........................ 114

Pigeon River at Newport, Tenn ................................... 116

Nolichucky River near Greeneville, Tenn.............. ........... 119

Holston River (South Fork) at Bluff City, Tenn.................... 122

Holston River at Austins Mills near Rogersville, Tenn ............. 124

Wautauga River near Elizabethton, Tenn .......................... 126

Doe River at Elizabethton, Tenn .................................. 129

Little Tennessee River at Judson, N. C ............................ 130

Tuckasegee River at Bryson, N. C...............................'.. 133

Hiwassee River at Murphy, N. C.................................. 135

Hiwassee River at Reliance, Tenn .................. .............. 138

Valley River at Tomotla, N. C .................................... 141

Nottely River near Ranger, N. C .................................. 143

Ocoee River at McCays, Tenn..................................... 146

Fightingtown Creek at McCays, Tenn.............................. 148

Paint Rock River near Paintrock, Ala ............................. 149

Flint River at Brownsboro, Ala ................................... 150

Elk River near Elkmont, Ala ..................................... 150

Big Spring at Tuscumbia, Ala ..................................... 152

Duck River at Columbia, Tenn.................................... 153

Miscellaneous measurements ...................................... 154

Yazoo River drainage basin............................................... 157

Yazoo River at Yazoo City, Miss .................................. 158

Index ................................................................... 161

ILLUSTRATIONS.

PT,ATE I. Map showing location of principal gaging stations in the United

States ....................................................... 8

II. Price electric current meters, with buzzers............ 1 ......-.-. 10

FIG. 1. Cable station, showing section of the river, car, gage, etc ............ 9
LETTER OF TRANSMITTAL.

DEPARTMENT OF THE INTERIOR, 

UNITED STATES GEOLOGICAL SURVEY,

HYDROGRAPHIC BRANCH, 

Washington, D. C., March 2, 1905.

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

twelve papers which compose the Report oSf Progress of Stream Measurements for the Calendar Year 1901. Parts I to VI of this report 

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

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

in the territory west of the Mississippi River.

The larger part of the original data f<br this report was collected 

under the direction of district hydrogriphers M. R. Hall and E. 

Johnson, jr. Mr. Hall covered the territory south of and including 

Tennessee River and was assisted by Warren E. Hall, J. M. Giles, and 

B. S. Drane. Mr. Johnson had the northern portion of the drainage

and was assisted by F. W. Hanna and R. 

of the data and its preparation for publ

W. Pratt. The assembling 

cation were done under the

direction of John C. Hoyt, who has beerk assisted by R. H. Bolster, 

Robert Follansbee, Willis E. Hall, A. H. Horton, H. D. Comstock, 

F. H. Tillinghast, and H. M. Morse.

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

Water-Supply and Irrigation Papers. 

Very respectfully,

F. H. NEWELL, Chief Engineer. 

Hon. CHARLES D. WALCOTT,

Directs United States Geological Survey.

PROGRESS REPORT OF STREAM MEASUREMENTS 

FOR THE CALENDAR YEAR 1904.

By M. R. HALL, E. JOHNSON, Jr., and JOHN C. HOYT.

INTRODUCTION.

The hydrographic work of the United States Geological Survey 

includes the collection of facts concerning and the study of conditions 

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

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

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

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

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

extended as larger funds became available. The first distinctive 

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

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

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

investigation of underground currents and artesian wells in the arid 

and semiarid sections." (Digest of Appropriations for 1895, p. 2TO.)

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

appropriations have gradually increased, as shown in the following 

table:

Annual appropriations for hydrographic surreys.

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

Year ending June 30, 1896.............................................. 25, 000

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

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

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

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

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

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

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

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

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

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

7
8 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

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

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

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

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

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

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

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

agricultural development of the country.

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

work has been largely extended and thoroughly systemized. The 

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

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

of his district.

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

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

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

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

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

At these stations discharge measurements are taken from time to time 

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

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

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

observation.

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

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

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

is to be stored, the high waters are given special attention. In all 

sections certain permanent stations are maintained for general statistical purposes to show the conditions which exist through long periods. 

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

short series of measurements to determine the flow in particular 

portions of the drainage basin.

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

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

addition to the bridge, cable, or boat, the equipment of a currentmeter gaging station consists in a gage for determining the daily 

fluctuations of the water surface, bench marks to which the zero of 

the gage is referred, and permanent marks on the bridge or a tagged 

line indicating the points of measurement. Where the current is
U. 3. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 128 PL.

185 183 121- 119- 117" 115" 113" llr 108" 107" 106° 103° 101" . 99" 97° 95" 93" 91 87° 85° 83° 81s W" 77" 78° 75" 71" »°

117° 115 113°

MAP OF THE UNITED STATES, SHOWING LOCATION OF PBINCIPAJL BIVEB STATIONS MAINTAINED DURING 19O4.
L
HALL, JOHNSON, 

AND HOYT.

NSON, "1 

YT. J

INTRODUCTION. 9

swift some appliance, generally a secondary cable, is necessary to 

hold the meter below the surface.

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

stations are located as far as possible at points where the channel is 

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

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

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

high stages only. At stations with shifting beds more measurements 

are made, and special methods of computing daily discharges are 

employed. Great care is taken in the selection and equipment of 

gaging stations in order that the data may have the required degree 

of accuracy.

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

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

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

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

weirs are in some cases erected.

The principal instrument used in stream-measurement work is the 

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

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

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

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

the Price acoustic meter as a basis.

A discharge measurement is the determination of the quantity of 

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

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

bed and the fluctuations of the surface, which govern the depth.
10 ' STREAM MEASUREMENTS IN 1904, PART v. [NO. m.

In making the measurement an arbitrary number of points are laid 

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

are usually at regular intervals varying from 2 to 20 feet, depending 

upon the size and conditions of the stream. They are known as 

measuring points, and at them the observed data, the velocities and 

soundings, are taken. The perpendiculars dropped from the measuring points divide the gaging section into strips, and for each strip or 

pair of strips the mean velocity, area, and discharge su-e determined 

independently; thus conditions existing in one part of the stream are 

not distributed to parts where they do not apply.

The methods of obtaining velocity with the current meters which 

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

multiple point, and integration.

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

depth of the thread of mean 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 lies at from 0.5 to 0.7 of the total depth. 

In general practice the thread of mean velocity is considered to be at 

0.6 depth, and it is at this depth that the meter is held in the majority 

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

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

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

velocity is practically unit}7 , ranging, in a series of 910 measurements 

made at 39 gaging stations, between .94 and 1.04, with a mean for the 

910 observations of 1.00. In the other principal single-point method 

the meter is held near the surface, usually 1 foot below, or low enough 

to be out of the action of the wind or other disturbing influences. 

This is known as-the subsurface method. The coefficient for reducing 

the velocities taken at the subsurface has been found by repeated 

experiments with vertical velocity-curves to be from .85 to .95, 

depending upon the depth of the stream and velocity and channel 

conditions. This method is specially adapted for flood measurements, or when the velocity is so great that the meter can not be kept 

at 0.6 depth.

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

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

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

determinations are taken in the vertical at regular intervals, usually 

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

their depths as ordinates, and drawing a smooth curve through these 

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

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

mean velocity in the vertical is then obtained by dividing the depth
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 128 PL. II

PRICE ELECTRIC CURRENT METERS, WITH BUZZERS.

INTRODUCTION. 11

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

Owing to the length of time it takes to make these measurements they 

are seldom used except for determining coefficients for purposes of 

comparison and for measurements under ice.

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

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

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

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

as the roughness of the bottom disturbs the velocit}^ at that point. 

For shallow streams with comparatively smooth beds good results are 

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

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

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

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

velocity by 4.

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

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

the surface. The number of revolutions and the time taken in the 

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

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

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

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

under ice and as a check on the point methods.

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

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

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

by sounding. The soundings are usually taken at each measuring 

point at the time of the discharge measurement, either by using the 

meter and cable or by a special sounding line or rod. For stations 

with permanent beds standard cross sections are usually taken during 

low water. These sections serve to check the soundings which are taken 

at the time of the measurements, and from them any change which 

may have taken place in the bed of the stream can be detected. They 

are also used for obtaining the area for use in high-water measurement 

computations, as accurate soundings are hard to obtain at high stages.

In computing the discharge measurements from the observed velocities and depths at the various points of measurements the measuring 

section is divided into elementary strips, as shown in fig. 1, and the 

mean velocity, area, and discharge are determined separately for 

either a single or double strip. The total discharge and area are the 

sums of those for the various strips, and the mean velocity is obtained 

by dividing the total discharge by the total area.

The volume of water flowing in a stream is known as run-off. In 

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

for which the data are needed. Those used in this report are "second-
12 8TEEAM MEASUBEMENTS IN 1904, PAET V. [NO. 128.

feet," "acre-feet," "run-off per square mile," and "run-off in depth 

in inches," and may be defined as follows:

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

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

rate of 1 foot per second.

The '' acre-foot" is the unit of capacity used in connection with storage 

for irrigation work, and is equivalent to 43,560 cubic feet. It is the 

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

convenient relation between the second-foot and the acre-foot; 1 

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

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

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

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

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

distributed.

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

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

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

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

depth in inches.

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

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

a rate of flow per second.

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

daily gage heights, and the various discharge measurements of which 

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

fundamental laws upon which these computations are based are the 

following:

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

or near the gaging station remain constant;

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

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

given stage; and

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

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

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

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

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

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

different methods are necessary.

In determining the daily discharge of streams with permanent beds 

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

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

Through these points a smopth curve is drawn, which shows the dis-
HALL, JOHNSON," 

AND HOYT. INTRODUCTION. 13

charge for any gage height, and from which a rating table is prepared. 

Aside from plotting the discharge, the mean velocity and area determined for each discharge measurement are plotted. Through these 

points the curves of mean velocity and of area are drawn, and the 

rating curve is largely determined by taking the product of the mean 

velocity and the area at various stages as determined by these curves. 

These curves of mean velocity and area are of special value to determine 

the location of the rating curve for stages at which actual discharge 

measurements are not available and for extending the discharge curve 

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

table the discharge for each tenth or 

from the curve. The first and second 

are then taken and adjusted according

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

table are then changed in accordance v 

In making up the station-rating curve

half tenth on the gage is found

differences of these discharges

to the law that they shall either

ith these adjusted differences, 

the individual discharge measurements and the conditions under which they were taken are carefully 

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

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

For stations of permanent character tile results of the measurements 

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

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

may be as high as 10 per cent.

The determination of the daily discharge of streams with changeable beds is difficult, and unless frequent discharge measurements 

are made the results obtained are oi|ly roughly approximate. For 

streams with continually shifting beds,

Rio Grande, discharge measurements

such as Colorado River and the 

are made every two or three

days, and the discharges for the intervening days are obtained by 

interpolation, modified by the gage heights for these days. For stations with beds which shift slowly, 91* are only materially changed 

during floods, station-rating curves anjl tables can be prepared for the 

periods between changes, and satisfactory results can be obtained with 

two or three measurements a month., providing measurements are 

taken soon after the changes take place. 

In determining the flow for periods

special rating curves and tables have 

ments taken under these conditions, 

these curves and tables are the same

when the streams are frozen, 

to be prepared from measureThe methods of constructing 

as for open sections. The discharge measurements, however, are Either taken by integration in 

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

laws which govern the position of the thread of mean velocity.
14 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

The Report of Progress of Stream Measurements for the Calendar 

Year 1904, of which this is Part V, is published in a series of twelve 

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

subtitles:

Part 1. Atlantic coast of New England drainage.

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

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

River drainages.

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

drainage.

Part 5. Eastern Mississippi River drainage.

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

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

River drainages.

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

Part 9. Western Gulf of Mexico drainage.

Part 10. Colorado River and Great Basin drainage.

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

Part 12. Columbia River and Puget Sound drainage.

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

the larger drainages are, for convenience in arrangement, subdivided 

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

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

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

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

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

data:

1. Description of station.

2. List of discharge measurements.

3. Gage-height table.

4. Rating table.

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

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

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

find the station and use the same. They also give, as far as possible, 

a complete history of all the changes that have occurred since the 

establishment of the station that would be factors in using the data 

collected.

The discharge-measurement table gives the results of the discharge 

measurements made during the year. This includes the date, the 

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

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

of the surface of the river as found from the mean of the gage read-
HALL, JOHNSON 

AND HOYT

ON."] 

 J

INTRODUCTION. 15

ings taken on that day. At most of the; stations the gage is read in 

the morning and in the evening.

The rating table gives discharges in second-feet corresponding to 

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

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

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

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

height. As the gage height is the mean for the da}7 , 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" gives 

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

the computations for the three remaining columns which are defined 

on page 12 are based.

In the computations for the tables of this report the following general and special rules have been used:

Fundamental rules for computation.

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

money is imperative.

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

not more than four significant figures.

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

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

should be rejected.

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

by dropping the last figure, the following rules apply:

(a) When the figure in the place to be rejected is less than 5, drop it without 

changing the preceding figure. Example: 1,827.4 becomes 1,827.

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

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

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

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

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

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

1,828.

5. In constructing and applying rating tables a 

error should seldom be exceeded.

Special rules for computation

1. Rating tables are to be constructed as close

based will warrant. No decimals are to be u 

second-feet.

*

2. Daily discharges shall be applied directl 

tabulated.

3. Monthly means are to be carried out to on 

are below 100 second-feet. Between 100 and 10 

monthly mean shall be a significant figure. Thi

maximum limit of one-half per cent

as the data upon which they are 

sed when the discharge is over 50

y to the gage heights as they are

decimal place when the quantities 

000 second-feet, the last figure in the 

s also applies to the yearly mean.
16 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

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

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

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

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

.0012. The yearly means for these quantities are always to be expressed in three 

significant figures and at least two decimal places.

The results of the stream measurements made during previous years 

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

Survey publications. A detailed index of these reports'is given in 

Water-Supply Paper No. 119.

1888. Tenth Annual Report, Part II.

1889. Eleventh Annual Report, Part II.

1890. Twelfth Annual Report, Part II.

1891. Thirteenth Annual Report, Part III.

1892. Fourteenth Annual Report, Part II.

1893. Bulletin No. 131.

1894. Bulletin No. 131; Sixteenth Annual Report, Part II.

1895. Bulletin No. 140.

1896. Water-Supply Paper No. 11; Eighteenth Annual Report, Part IV.

1897. Water-Supply Papers Nos. 15 and 16; Nineteenth Annual Report, 

Part IV.

1898. Water-Supply Papers Nos. 27 and 28; Twentieth Annual Report, 

Part IV.

1899. Water-Supply Papers Nos. 35 to 39, inclusive; Twenty-first Annual 

Report, Part IV.

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

Report, Part IV.

1901. East of Mississippi River, Water-Supply Papers Nos. 65 andt5. 

West of Mississippi River, Water-Supply Papers Nos. 66 and 75.

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

West of Mississippi River, Water-Supply Papers Nos. 84 and 85.

1903. East of Mississippi River, Water-Supply Papers Nos. 97 and 98. 

West of Mississippi River, Water-Supply Papers Nos. 99 and 100.

1904. East of Mississippi River, Water-Supply Papers Nos. 124 to 129, inclusive.

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

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

the supply lasts they may be obtained by application to the Director 

United States Geological Survey or to members of Congress. Other 

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

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

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

those interested.
HALL, JOHNSON, 

AND HOYT. ] STREAM MEASUREMENTS IN 1904, PART V.

COOPERATION AND ACKNOWLEDGMENTS.

17

Most of the measurements presented in this paper have been obtained 

through local hydrographers. Acknov? ledgment is extended to other 

persons and corporations who have assisted local hydrographers or 

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

of water or by assisting in transportation.

The following list, arranged alphabetically by States, gives the 

names of the resident hydrographers and others who have assisted in 

furnishing and preparing the data contained in this report:

,« assisted by J. M. Giles, W. E. Hall,

jr.,& assisted by E. H. Heilbron, 

Acknowledgment is due to the Ster- 

;nt of two chain gages on the Avenue

jr., assisted by F. W. Hanna, assistAlabama. District hydrographer, M. R. Hall 

and B. S. Drane.

Illinois. District Hydrographer, E. Johnson 

assistant engineer, sanitary district of Chicago, 

ling Manufacturing Company for the establishm 

G bridge, Sterling, 111.

Indiana. District hydrographer, E. Johnson, 

ant engineer. Acknowledgment should also be made to Joseph M. Steiner and O. H. 

Griest, who have assisted the Survey in establishing stations and supplying voluntary 

readings at Cataract and Shoals, Ind.

Maryland. Resident hycfrographer, E. G. Paul, during the first half and N. C. 

Grover^ during the last half of the year, assisted by H. D. Comstock. Acknowledgment is due to the State Geological Survey for cooperation in the work to the extent 

of paying the observers.

Minnesota. District hydrographer, E. Johnson, jr., assisted by E. F. Chandler, 

assistant« ngineer, University, N. Dak.

Mississippi. District hydrographer, M. R. Hail, assisted by J. M. Giles, B. S. Drane, 

and W. E. Hall.

New York. District hydrographer, R. E. Horton,^ assisted by C. C. Covert. 

Special acknowledgment is made of the interest and assistance of Hon. Edward A. 

Bond, State engineer, and William Pierson Judson, deputy State engineer.

North Carolina. District hydrographer, M. !!,. Hall, assisted by J. M. Giles, B. S. 

Drane, and O. P. Hall. Dr. C. A. Schenck

Forestry, paid the gage readers at Davidsons R

Ohio. District hydrographer, E. Johnson, jr., assisted by R. W. Pratt, engineer 

of the State board of health. Acknowledgment should also be made to the Baltimore 

and Ohio Railroad for passes issued to E. Johnsson, jr., and R. W. Pratt.

Pennsylvania. Resident hydrographer, E. G. 

Grover during the last half of the year, assisted

Tennessee. District hydrographer, M. R. Hall, assisted by J. M. Giles, B. S. Drane,

and O. P. Hall. Gage heights for stations at

Rogersville, and part of the year at Bluff Ciiy, were furnished by United States 

Weather Bureau officials H. C. Bate, L. M. Pir. dell, and Levi A. Judkins.

West Virginia. Resident hydrographer, E. 

Grover in the last half of the year.

Wisconsin. District hydrographer, E. Johnson, jr.

director of the Biltmore School of 

ver, Sitton, and Pinkbed.

Paul during the first half and N. C. 

by R. J. Taylor and H. D. Comstock.

Nashville, Chattanooga, Knoxville,

Paul in the first half and N. C.

a The office of the district hydrographer for South Atlantic States and Eastern Gulf of Mexico, 409 

Temple Court, Atlanta, Ga.

b The office of the district hydrographer for Mississippi

c The office of the resident hydrographer for North A 

vey, Washington, D. C.

eZThe office of the district hydrographer for New York and Michigan, 75 Arcade, Utica, N. Y,

IER 128 05 2

Valley, 876-7 Federal Building, Chicago, 111. 

lantic States, United States Geological Sur-
18 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

MISSISSIPPI RIVER DRAINAGE BASIN.

MISSISSIPPI RIVER NEAR SAUK RAPIDS, MINN.

This station was established by W. R. Hoag April 23, 1903. It is 

located about 1| miles south of Watab station, on the Northern Pacific 

Railroad, and about 5 miles north of Sauk Rapids, 7 miles north of St. 

Cloud. The gage is a vertical timber fastened to a post driven into 

the bed on the left side of the river. It is read daily by Frank McCrea. 

Discharge measurements are made from a boat running on a T5¥-inch 

cable, which is securely fastened to trees on each side of the river. 

The point to which the soundings are referred is a nail head in the 

root of a tree on the left bank, to which the cable is fastened. The 

channel is straight for 4,000 feet above the station and for 600 feet 

below. Both banks are high and not subject to overflow. The bed 

consists of sand and gravel, and is somewhat shifting. There is but 

one channel at all stages. The channel has a width of about 625 feet 

at low water and about 700 feet at high stages.

Bench mark No. 1 is the top of a large pointed rock 150 feet 

upstream from the gage and 10 feet from the water's edge. Its elevation above the zero of the gage is 18.58 feet. Bench mark No. 2 is 

a f-inch iron stake, driven on the left shore between the cable and 

bench mark No. 1. Its elevation is 14.22 feet above the zero of the 

gage. Bench mark No. 3 is on the root of a small tree on the left bank 

just below the cable. Its elevation is 18.29 feet above the zero of 

the gage. A short distance above the old gage is a large rock with a 

vertical face at an elevation of 14.45 feet above the zero of the gage. 

Observations of the river height can be made by determining distances 

from the top of this rock to the water surface.

The drainage area at this station is 12,340 square miles.

The observations at this station during 1904 have been made under 

the direction of E. Johnson, jr., district hydrographer.
HALL, JOHNSON, 

AND HOYT,°N> ] MISSISSIPPI KIVEK DRAINAGE BASIN. 19

Discharge measurements of Mississippi River near 8auk Rapids, Minn., in, 1904.

Date.

April 20.......

July 1. ........

July 25........

August 22&.....

Hydrographer.

E. F. Chandler ....

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

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

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

E. F. Chandler ....

Width.

feet. 

515

585

577

557

572

561

578

Area of 

section.

Sq.feet. 

2,201

4,171

3,790

2,678

3,404

2,858

3, 815

Mean

velocity.

Ft. per gee. 

0.94

2.94

2.12

1.77

1.28

1.68

2.45

Gage 

height.

Feet. 

10.20

14.26

13.31

11.38

12.76

11.77

13.75

Discharge.

See.-feet. 

2,473

12, 250

8,019

4,745

4,344

4,802

9,348

a Frozen over. & Log jam below station. 

Mean daily gage height, in feet, of Mississippi River near Sauk Rapids, Minn., for 1904.

Day.

1..........

2.... ......

3..........

5...--.....

7..........

8..........

9.......... 

10..........

11..........

12..........

13..........

14..........

15..........

16..........

17..........

18..........

19..........

20..........

21..........

22..........

24...'.......

25. .........

27..........

28..........

29.... ......

30..........

31.. ........

Jan."

11.60

11.70

11.80

11.80

d 11. 60

11.60

11.60

11.50

11.50 

11.48

11.48

11.61

11.61

11.52

11.61

11.70

11.70

11.61

11.61

11.52

11.52

11.44

11.36

11.36

11.36

11.36

11.28

11.20

11.20

Feb.a

11.20

11.20

11.28

11.28

11.28

11.28

11.28

11.28

11.28 

11. 28

11.32

11.32

11.32

11.32

11.28

11.28

11.24

11.20

11.20

11.28

11.28

11.28

11.28

11.28

11.28

11.28

11.28

11.28

........

Mar.ct

11.32

11.36

11.44

11.52

11.52

11.53

11.57

11.61

11.61 

11.61

11.70

11.70

11.70

11.70

11.70

11.70

11.70

11.70

11.70

11.70

11.78

11.78

11.78

11.78

11.78

11.78

11.90

11.90

12.20

12.70

Apr.&

14.00

14.10

14.60

15. 50

15.90

17.00

17.00

19.60

17.10 

17.00

15.90

15.00

14.70

14.50

14.40

14.40

14.35

14.35

14.35

14.25

14. 15

14.05

14.30

14. 55

14.60

14.70

14.90

14.80

14.80

14.70

May.

14.50

14.30

14.40

14.30

14. 25

14.25

14.25

14.30

14.40 

14.50

14.60

14.60

14.50

14.45

14.45

14.30

14.30

14.20

14.00

 13.80

13.75

13.70

13.50

13.60

13.65

13.50

13.40

13.35

13. 25

13. 15

13 25

T June.

13.35

13.40

13.60

14.00

14.50

14.65

14.75

14.60

14. 45 

14.35

14.25

14.10

13.95

13.80

13.65

13.45

13.20

13.10

12.90

12.60

12.55

12.40

12. 30

12. 15

12.45

12. 75

12. 80

12.35

12.85

13.20

July.

13.30

13.25

12.90

12.75

12. 60

12.60

12.85

12.85

12.80 

12.65

12.45

12.30

12.50

12.45

12.50

12. 60

12.35

12.50

12.65

12.75

12.70

12.50

11.80

11.40

11.30

11.30

11. 50

11.30

11.25

11.20

11.15

Aug.

11.00

11.05

11.35

11.20

11.05

11.00

10.95

11. CO

11.05 

11.60

11.70

11.75

11.75

11.65

11.50

11.40

11.80

11.85

11.75

12.60

12.65

12.80

12.45

12.45

12.60

12.80

12.75

12.50

12.40

12.45

12.80

Sept.

12.85

12.90

12.90

11.30

11.35

11.40

11.80

11.75

11.70 

11.55

11.45

11.40

11.30

11.40

11.50

11.40

11.30

11.30

11.25

11.20

11.40

11.50

11.60

11.65

11.80

11.75

11.75

12.10

12.20

12.20

Oct.

12.20

12.20

12.00

12.00

12.20

12.20

12.10

12.15

12.50 

13.60

13.75

13.85

13.90

13.90

13.75

13.75

13.75

13.75

13.95

14.00

13.95

13.90

13.95

14.05

13.90

13.80

13.60

13.50

13.40

13.30

13.20

Nov.

13.00

12.90

12.80

12.70

12.60

12.40

12.20

12.20

12.35 

12.30

12.30

12.25

12.20

12.15

11.90

12.15

12.05

12.00

11.90

11.80

11.70

11.70

11.70

11.70

11.65

11.65

11.50

11.35

11.10

11.00

Dec.c

11.70

11.85

11.85

11.75

11.70

11.75

11.85

11.95

11.60 

11.60

11.60

11.40

11.35

11.25

11.15

11.10

11.05

11.00

10.85

10.90

10.90

10.90

10.90

10.90

10.80

10.90

11.00

11.10

11.15

11.20

11.30

a River frozen from January 1 to March 31, 1904. Average thickness of ice about 9 inches.

bice conditions April 1 to about April 8. April 6 and 7 ice gorge.

c Frozen December 1 to 31.

<*On January 5 from surface of water to under side of ice was 1.3 feet.
20 STEEAM MEASUREMENTS IN 1904, PART V. [NO. 128.

CHIPPEWA KIVEK DRAINAGE BASIN.

Chippewa River rises in the southeastern part of Ashland County, 

Wis. It flows southwest, emptying into the Mississippi near Wabasha, 

Minn. Its principal tributary is the Flambeau, which enters from 

the east in Gates County. During the latter part of 1902 the United 

States Geological Survey began systematic measurements in this and 

other drainage basins of Wisconsin.

Gaging stations have been maintained in this basin on the Chippewa 

at Eau Claire, and on the Flambeau at Ladysmith, Wis.

CHIPPEWA RIVER NEAR EAU CLAIRE, WIS.

This station was established November 13,1902, by L. R. Stockman. 

It is located 2 miles below Eau Claire, at a suburb known as Shawtown. Discharge measurements are made from a two-span highwaj7 

bridge. A standard chain gage is fastened to the downstream side of 

highway bridge, having a length of 30.69 feet from the end of the 

weight to the marker. The gage is read twice each day by Joseph E. 

Kimpton. The channel is straight above and below the station, and 

the current is swift. The right bank is protected by a high masonry 

wall. The left bank is low, but the water is confined by an earthen 

embankment. The bed is composed of gravel, with a few rocks, and 

is permanent. There are two channels at all stages. The width is 450 

feet at low water and 500 feet at flood stages.

Bench mark No. 1 is a nail in the top of a 6-inch white-oak stump 

which is attached to a tree still standing. It is located about 200 feet 

east of the road and 200 feet south of the river. Its elevation is 20.09 

feet above the zero of the gage. The initial point for soundings is a 

point marked by two nails in the footway at the right end of the 

bridge, also marked 0 in white paint.

The observations at this station during 1904 have been made under 

the direction of E. Johnson, jr., district hydrographer.
HALL, JOHNSON 

AND HOYT,°N'] CHIPPEWA EIVER DEAINAGE BASIN. 21

Discharge measurements of Chippewa River war Eau Claire, Wis., in 1904.

Date.

May 14........

May 24........

June 7.........

July 13........

August 28......

September 19 ..

October 12.....

October 13.....

November 29 ..

Hydrographer.

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

Johnson and Hanna

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

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

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

F. W. Hanna. .....

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

E. Johnson, ir.....

Width.

Feet. 

310

385

370

426

354

322

329

495

457

324

Area of 

section.

Sq. feet. 

2,429

4,272

4,074

5,815

3,770

2,766

3,122

7,118

6,137

2.847

Mean 

velocity.

Feet per sec. 

0.99

3.42

3.10

4.52

2.10

.82

1.47

5.43

4.76

.80

Gage 

height.

Feet. 

3.80

8.40

7.60

11.25

6.55

4.20

5.25

14.80

13.10

4.44

Discharge.

Second-ft. 

2, 454

14, 610

12, 630

26, 270

7,918

2,274

4,581

38, 680

29, 200

2,281

a Frozen. 

Mean daily gage height, in feet, of Chippewa Eiver near Eau Claire, Wis., for 1904-

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

22

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

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

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

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

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

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

99

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

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

Jan. a

< 4. 90

c5.15

c5.00

c4.80

<-5. 00

c5.00

e4.70

Feb.a

e4.80

d 5. 00

d 5. 10

d5.30

Mar.a

d4.80

*4.95

4.45

4.07 

4.45

4.37

4.32

5.62

5.95 

6.45 

6.10

5.72 

5.05

5.10

5.32

Apr.

6.25

6.72

6.50

6.52

6.60

7.17

7.60 

9.10

9.67

9.72

9.70

9.32

9.05

8.82

8.50

7.55 

7.25

7.50

8.38

8.20 

8.13

7.45

8.05

8.50

9.65 

10.63 

10. 45

9.18 

9.55

9.03

May.

9.00

8.63

8.28

8.10

8.03

10.13

8.50

8.83

9.35

9.25

8.85

8.78

10.20

8.00

8.20 

7.55

7.22

7.55

6.93 

10.30

6.30

6.83

7.33

9.20 

12.00 

13.48

13.63

10.67

9.20

June.

8.45

7.65

7.65

8.85

9.00

10.95

11.30 

10.85

9.85

8.92

7.95

7.80

7.80

7.45

7.80

8.35 

6.25

5.50

5.10

6.20 

6.50

5.90

5.80

5.50

8.95 

5.55

7.75

7.60

7.75

7.50

July.

8.10

8.52

8.28

8.02

10.32

10.12

9.63 

8.93

7 09

7.10

7.20

6.72

6.60

5.88

5.07

5.55 

5.35

5.60

5.50

5.10 

5.47

5.05

4.75

3.93

4.07 

4.90 

4.80

5.00 

4.88

6.45

5.00

Aug.

4.42

4.80

4.38

4.78

4.32

4.12

3.45 

4.62

5.10

5.42

5. 85

4.38

4.12

3.50

3.80

4.55 

4.82

4.65

4.78

7.20 

5.25

4.75

4.68

4.60

5.00 

5.40 

8.15

3.58 

5.55

4.92

4.52

Sept.

4.58

5.05

8.18

7.52

8.30

7.30

7.52 

7.12

6.72

7.95

5.03

5.28

5.42

5.35

5.38

5.42 

7.10

4.80

4.89

4.27 

4.30

4 35

5.10

4.24

5.76 

8.18 

7.61

6.93 

9.81

6.65

Oct.

6.31

5.24

8.27

5.65

5.30

5.27

4.82 

9.12

7.86

13. 35

15. 07

14.93

13.15

11.38

10.30

9.17 

8.10

8.00

7.08

6.85 

8.35

9.25

9.42

9.00

8.78 

7.81 

8.02

7.22 

7.55

7.30

6.85

Nov.

6.79

6.84

6.80

6.61

5.91

6.41

6.08 

5.35

5.35

5.60

5.36

5.02

6.27

4.82

6.26

5.42 

5.30

5,47

5.20

4.98 

5.28

5.23

5.74

4,77

4.94 

5.10 

4 85

4.55

Dec.&

3.93

3.92

3.93

3.45

4.42

4.28

4.26 

4.28

4.37

4.36

4.20

4.34

4.39

4.20

4.34

4.32 

4.15

4.53

4.29 

4.34

4.37

4.55

4.38

3.31 

4.19 

4.55

« River frozen over January 1 to March 18, 1904, but open about 200 to 300 feet above and one-fourth 

mile below bridge. 

b Frozen December 28 to 31.

clce 2.0 feet thick at gage; 1.0 foot in middle of channel, 

dice 2.5 feet thick at gage; 2.5 feet in middle of channel, 

elce 2.0 feet thick at gage; 2.0 feet in middle of channel.
22 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

Rating table for Chippewa, River near Eau Claire, Wis., from January 1 to December

31, 1904.

Gage 

height.

Feet.

3.7

3.8

3.9

4.0

4.1

4.2

4.3

4.4

4.5

4.6

4.7

Discharge.

Second-feet.

1,240

1,410

1,590

1,780

1,980

2,180

2,390

2,610

2,840

3,080

3,330

Gage 

height.

Feet.

4.8

4.9

5.0

5.1

5.2

5.3

5.4

5.5

5.6

5.7

5.8

Discharge.

Second-feet.

3,590

3,850

4,120

4,390

4,660

4,930

5,200

5,480

5,760

6,040

6,320

Gage 

height.

Feet.

5.9

6.0

6.2

6.4

6.6

6.8

7.0

7.2

7.4

7.6

7.8

Discharge.

Second-feet.

6,610

6,900

7,490

8,100

8,720

9,350

9,990

10, 650

11, 310

11, 970

12, 630

Gage 

height.

Feet.

8.0

8.5

9.0

9.5

10.0

10.5

11.0

11.5

12.0

13.0

14.0

Discharge.

Second-feet.

13, 290

14, 980

16, 680

18, 380

20, 080

21, 780

23, 480

25, 210

26, 960

30, 500

34, 480

The above table is applicable only for open-channel conditions. It is based upon 

23 discharge measurements made during 1902 to 1904, inclusive. It is well defined 

between gage heights 4.20 feet and 14.80 feet.

Estimated monthly discharge of Chippewa River near Eau Claire, Wis., for 1904- 

[Drainage area, 6,740 square miles.]

Month.

March 19-31 ..................

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

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

July ............ ^ ............

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

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

November ....................

December 1-27 ................

Discharge in second-feet.

Maximum.

8,255 

22, 220 

32, 900 

24, 510 

21, 170 

13, 790 

19, 430 

40, 400 

9,478 

2,960

Minimum.

1,920 

7,640 

7,790 

4,390 

1,647 

650 

2,264 

3,642 

2,748 

380

Mean.

4,622 

14, 550 

16,960 

12, 600

8,525 

3,778 

7,801 

15, 170 

5,576 

2,230

Run-off.

Second-feet 

per square 

mile.

0.686 

2.16 

2.52 

1.87 

1.26 

.561 

1.16 

2.25 

.827 

.331

Depth in 

inches.

0.332 

 2.41 

2.90 

2.09 

1.45 

.647 

1.29 

2.59 

.923 

.332

FLAMBEAU RIVER NEAR LADYSMITH, WIS.

This station was established February 13, 1903, by L. R. Stockman. 

It is located three-foarths mile south of the Minneapolis, St. Paul and 

Sault Ste. Marie Railroad station, three-fourths mile south of Lady-
HALL, JOHNSON 

AND HOYT

ON,~j OHIPPEWA RIVER DRAINAGE BASIN.

smith and one-half mile below the dam of the Menasha Pulp Company. Discharge measurements are made from a three-span highway 

bridge. A standard chain gage is fastened to the upstream side of the 

right span. The length of the chain from the end of the weight to 

the marker is 25.40 feet. The gage is read twice each day by Leonard McCandless. The initial point for soundings is a point marked 

by two nails and a straight white line at the right end of the bridge. 

The channel is straight for about 500 feet above and below the station. The right bank is low, but the overflow passes beneath the 

bridge. The left bank is high and covered with trees. The gaging 

section is broad and shallow, with a bed of small bowlders, gravel, 

and sand, and is not liable to shift. The stream is divided into three 

channels by the bridge piers. The channels are somewhat obstructed 

by log jams during the rafting season. The bench mark is a cut on a 

rivet head on the post to which the pulley of the chain gage is attached. 

When the gage reads zero this mark is 36.28 feet above the water 

surface. An arrow cut on the iron guard rail is exactly opposite the 

10-foot mark of the scale of the chain gage.

The observations at this station during 1904 have been made under 

the direction of E. Johnson, jr., district hydrographer.

Discharge measurements of Flambeau River near Ladysmith, Win., for 1903 and 1904.

Date.

1903. 

February 13 « . . 

March 19 &.....

April 8 ........

May 6 .........

July 11 ........

August 21 ......

September 10 . . 

October 23.....

1904. 

May 16 ........

June 3.... .... .

August 29......

September 20 . .

October 12.....

Hydrographer.

L. R. Stockman.... 

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

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

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

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

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

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

E. 0. Murphy ..... 

L. R. Stockman ....

E. Johnson, jr .....

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

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

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

F. W. Hanna......

Width.

Feet. 

325 

366

349

361

342

342

342

364

348

350

350

349

343

364

Area of 

section.

Sq.feet.

472 

1,871

1,330

1,927

703

1,430

995

1,579 

1,271

1,333

1,448

733

702

1,653

Mean velocity.

Ft. per sec. 

1.64 

1.77

2.80

3.70

1.91

2.95

2.69

3.36 

3.07

3.15

2.99

2.07

2.21

3.37

Gage 

height.

Feet. 

16.20 

18. 95

17.40

18.97

16.00

18.10

16. 85

18.05 

17, 21

17.88

17.45

16.06

16.01

18.58

Discharge.

»Sec. feet. 

773 

3,312

3,727

7,113

1,345

4,222

2,681

5, 303 

3, 899

4,203

4,321

1,517

1,554

5,588

a Frozen. b Log jam below.
24 STEEAM MEASUEEMENTS IN 1904, PAET V. [NO. 128.

Mean daily gage height, in feet, of Flambeau River near Lady smith, Wis., for 1904-

Day.

2. .........

K

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13.......... 

14..........

15..........

16..........

17..........

18..........

19

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31..........

Jan. «

16.75

16. 95

16.75

16. 85

16. 50

16.50

16.65

16. 65

16.70

16.60

16. 50 

16.70

16.70

16.60

16.60

16.75

16.75

16.75

16.65

16.70

16.70

16.45

16.65

16.60

16.75

16.65

Feb.a

16.75

16.75

16.10

16.70

16.80

16.75

16.75

16.70

16.95

17.00 

16.70

16.55

17.10

16.95

16.95

17. 55

16.90

17.00

16.60

17.00

17.00

16. 95

Mar. a

17.00

17.05

17 00

17.05

17 IP;

16.95

16.90

17.15

17.50

17.40

17.05

17.30 

17.20

17.20

17 00

17. 15

17. 20

17.15

17.05

17. 05

17.15

16.85

17.15

16.95

17.15

17.05

16.45

17.20

Apr. 6

16 90

17.20

16.80

16 90

16.80

17.10

17. 25

17.05

17 Art

17.10

17.10

17. 15 

17.05

17 25

17 ''0

17.10

17. 05

17.00

16.85

16.85

16.65

17.20

17. 20

18.00

18.40

18.45

18.50

TQ Qfl

May.

18.70

18.55

18.60

18.35

18.45

18.60

18.60

18.85

19.20

19.15

18.90

18.80

18.35 

18.15

18.01

n

QK

18.01

18.01

18.03

17.05

17.03

17.01

17.04

18.40

19 00

19 40

19.30

18.80

17.80

June.

17.50

17.40

17.42

17.43

18.00

18.02

18.26

18. 27

17.90

17.22

17.10

17.25

17.15 

17.12

16.60

16.55

16.35

16.25

-i a 09

15.95

16.15

15.95

16.35

Ifi KK

16.70

17.05

17. 05

17.20

July.

17.58

17.77

17.70

19 90

18.88

18.75

18.75

18.05

17.95

17.70

16.40 

16.30

16.15

16.03

16.00

15.60

15.80

15.95

15.85

15.80

15.70

15.85

16.15

16.76

16.75

15.70

15.25

15.55

Aug.

15.15

15.40

(')

(«)

15. GO

15.72

15.13

15.40

15. 75

15 9°

15.85

16.00

15.90 

15.90

15.85

16.02

15. 85

1 K QK

1 K 7K

16.00

16.20

18.35

16.45

16.65

16.45

16.45

16.20

16.10

16.27

16.15

Sept.

16.25

16.30

16.38

17.78

17.65

17.20

17.28

17.30

17.03

16.00

16.40

16.32

16.45 

16.30

16.15

16.05

16.05

16.13

16.15

16.00

16.00

15. SO

15.95

15.95

16.40

16.40

16.40

16.45

16.40

16.45

Oct.

(d)

(d)

(«*)

(d)

16.05

16.05

16.10

16.10

17.05

18.70

18.65

18.60

18.50 

18.43

18.30

17.85

17.20

16.95

17.15

17.25

17.60

17.80

17.75

17.75

17.85

17.75

17. 65

17.55

17. 65

17.70

17.22

Nov.

17.25

17.30

17.20

16.90

16.70

16.80

16.30

16.20

16.17

16.15

16.05

15.55

15.60 

15.45

15.82

15.28

15.55

15.72

15.70

15.60

15.45

15.82

15.27

15. 55

15.72

15.70

15.55

15.40

14.95

15.55

Dec.c

15.65

15.05

15.95

14.50

15.15

15.30

14,87

15. 78

15.57

15.55

15.25

15.77

15.55 

15.30

15.35

15.45

15.35

15.30

15.50

15.57

15. -70

15.72

15.68

15.60

15. 65

15.70

16.10

15.75

15.80

16.30

16.40

a Frozen from January 1 to March 30, when ice begins to break. Ice varied rom 6 to 18 inches in 

thickness.

& Ice conditions March 31 to about April 10. 

<*Ice conditions during December. 

d Weight gone. 

f Key lost. No gage height taken on August 3 and 4.

Rating table for Flambeau River near Ladysmith, Wis., from January 1 to December

31, 1904.

Gage 

height.

Feet.

15.0

15.1

15.2

15.3

15.4

15.5

15.6

15.7

15.8

15.9

Discharge.

Second-feet.

567

596

637

690

755

832

921

1,022

1,135

1,260

Gage 

height.

Feet.

16.0

16.1

16.2

16.3

16.4

16.5

16.6

16.7

16.8

16.9

Discharge.

Second-feet.

1,399

1,542

1,686

1,830

1,974

2,118

2,262

2,406

2,550

2,695

Gage 

height.

Feet.

17.0

17.1

17.2

17.3

17.4

17.5

17.6

17.8

18.0

18.2

Discharge.

Second-feet.

2,841

2,990

3,143

3,300

3,461

3,626

3,795

4,145

4, 511 .

4,893

Gage 

height.

feet.

18.4

18.6

18.8

19.0

19.2

19.4

19.6

19.8

20.0

Discharge.

Second-feet.

5, 291

5,704

6,120

6, 539

6,959

7,379

7,799

8,219

8,639
HALL, JOHNSON, 

AND HOYT. ] WISCONSIN E1VEB DRAINAGE BASIN.

The foregoing table is applicable only for open-channel conditions. It is based 

upon fourteen discharge measurements made during 1903 and 1904. It is well defined 

between gage heights 16 feet and 19 feet. The table has been extended beyond these 

limits. Above gage height 18.9 feet the rating curve is a tangent, the difference being 

210 per tenth.

Estimated monthly discharge of Flambeau River near Lady smith, Wis., for 1904- 

[Drainage area, 2,120 square miles.]

Month.

April a .......................

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

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

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

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

October & .....................

November ....................

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

Discharge in second-feet.

Maximum.

6,339 

7,379 

5,034 

8,429 

2,334 

4,109 

5,912 

3,300 

1,974

Minimum.

2,334

2,856 

1,234 

662 

607 

1,260 

1,470 

555 

390

Mean.

3,389 

5,183 

2,890 

2,834 

1,336 

2,056 

3,517 

1,416 

951

Run-off.

Second-feet 

per square 

mile.

1.60 

2.44 

1.36 

1.34 

.630 

.970 

1.66 

.668 

.449

Depth in 

inches.

1.78 

2.81 

1.52 

1.54 

.726 

1.08 

1.91 

.745 

.518

a Estimates April and December made as if open channel. 

l> Discharge estimated for August 3 and 4 and October 1 to 4.

WISCONSIN RIVER DRAINAGE BASIN.

Wisconsin River is the largest river in the State of Wisconsin. It 

rises in the northern part and flows south through the central portion of the State to Portage, where it turns at nearly a right angle 

and flows west, emptying into the Mississippi about 60 miles above 

Dubuque.

Gaging stations were operated at Necedah and Merrill, Wis., during 

1904.

WISCONSIN RIVER AT MERRILL, WIS.

This station was established November 17, 1902, by L. R. Stockman. It is located on the highway bridge in the city of Merrill, Wis., 

three blocks from the Lincoln County court-house, one-half mile 

from the Chicago, Milwaukee and St. Paul Railroad station, and 1,000 

feet below the dam of the electric power house. Prairie River enters 

about one-half mile above the station and there is an island about 600 

feet below. There is a vertical gage fastened to the mill abutment, 

from which part of the gage readings for 1903 have been made. 

June 17, 1903, a chain gage was established on the bridge and made 

to read the same as the old gage at the mill. It is fastened to the 

guard timber on the downstream side, and the zero is marked by a 

brass screw driven into the guard timber. The fall of the water 

from the old to the new gage is 2.70 feet when the water is at a high
STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

stage. The length of the chain from the end of the weight to the 

marker is 23.68 feet. The gage is read twice each day by A. F. 

Lueck. The initial point for soundings is a nail in the footboard at 

the left end of the bridge, opposite the center of the iron hand-rail 

post. This point is marked "zero." Discharge measurements are 

made from the two-span highway bridge, to which the chain gage is 

fastened. Each span of the bridge is 175 feet in length. The channel is straight from the dam above to the bridge and for about 400. 

feet below. The velocity is rapid and the surface rough. The 

station is so near the dam that at high stages the velocity is affected, 

and it is possible that the bed of the stream may be subject to slight 

change, although it is of rock and gravel and is very rough. The 

channel is about 300 feet wide at low stages and 400 feet wide at high 

water. Both banks are high and do not overflow. Bench mark No. 

1 is a cross cut in the sandstone rock in the bridge seat of the abutment nearest to the city. Its elevation above the zero of the gage is 

16.25 feet. This bench mark is 18.28 feet below the United States 

bench mark located at the corner of the engine house opposite the 

city hall.

The observations at this station during 1904 have been made under 

the direction of E. Johnson, jr., district hydrographer.

Discharge measurements of Wisconsin River at Merrill, Wis., in 1903 and 1904-

Date.

1903. 

January 20 a ... 

February 16 « . .

March 20 ......

May 76........

June 17 6 ......

July 13........

August 22 6 ....

September 11 .. 

October 24.....

1904. 

May 12 6....... 

June 5.-. .......

July 156......

October 14.....

November 30 « .

Hydrographer.

L. R. Stockman.... 

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

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

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

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

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

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

E. C. Murphy ..... 

L. R. Stockman ....

E. Johnson, jr ..... 

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

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

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

F. W. Hanna......

E. Johnson, jr .....

Width.

Feet. 

310 

310

344

332

308

305

283

343 

334

334 

334

334

312

327

306

Area of 

section.

Sq.feet. 

718 

669

2,639

2,232

1,269 ' 

1,424

1,115

1,759 

1,594

2,220 

2,286

1,366

1,210

2,333

1,237

Mean 

velocity.

Feet per sec. 

1.91 

 1.86

3.78

3.54

1.78

2.10

2.36

3.19 

2.61

3.71 

4.19

1.98

1.91

4.42

1.85

Gage 

height.

Feet. 

4.05 

3.70

8.90

6.85

4.72

5.70

5.00

6.66 

6.08

7.85 

8.25

5.30

5.01

8.25

4.97

Discharge.

Sec. feet. 

1,376 

1,250

9,995

7,893

2,258

2,993

2,638

5,614 

4,159

8,242 

9,587

3,107

2,312

10, 320

2,294

a Partly frozen. & Effected by log jam.
HALL, JOHNSON,"!

AND HOYT. J WISCONSIN RIVER DRAINAGE BASIN. 27

Mean daily gage height, in feet, of Wisconsin River at Merrill, Wis,, for 1904-

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

5 on

6.00

6.05

6.10 

6.10

5.75

5.80 

5 50

5 85

5.55

5.70

5.75

5.70

5. 55 

5.60

'5.60

5.55

5.65

5.60

6.70

5.65

5.60

5.50

5.85

5.55

5.55

5.55

5.55

5.55

5.50

Feb.

5.65

5.65

5.60

5.55 

5.70 

5.70

5.60

5.80

5.85

5.75

6.10

5.55

5.60 

5.65

5.95

5.90

5.90

6.15

5.85

5.95

5.90

5.90

5 on

5.90

5.90

5.90

5.95

Mar.

5.95

5.90

5.90 

5.90 

5.85

5.95

5.85 

5 on

r: oft

5.90

5.90

5.80

5.80

5.90

5.85

5.90

5.75

5.65

5.70

5.75

5.80

5.35

5.75

6.00

5.85

5,55

5.70

5.80

5.70

5.80

Apr.

5.90

5.85

5.90

5.85 

5.90 

6.40

6.35

6.65

7 1 K

7.15

6.75

6.80

6.65

6.35 

5.85

6.45

6.30

6.35

6.15

6.05

6.05

6.10

7.00

8.35

8.45

8.50

8.20

7.75

May.

7.55

7.10

6.80

7.05 

7.30 

6.75

6.75

7.05 

8.40

8.20

7.90

7.95

7.70

7.95

7.70 

7.90

~7.40

6.55

6.75

6.75

6.85

7.05

7.05

7 05

8.10

10.10

10.60

9.80

9 05

8.60

7.95

June.

7.55

7.25

7.30

7.70 

8.05 

8.30

7.80

7.85 

7 55

7.35

7.00

7.55

7.25

6.50

6.20 

6.10

6.05

6.10

6.50

6.20

6.05

6.10

6.05

7.25

6.00

6.25

7.25

6.80

6.30

July.

6.75

6.80

6.60

6.20 

6.25 

6.20

6.20

6.35 

6.70

7.20

6.55

5.45

6.00

5.75 

5.60

5.80

6.05

4.50

4.60

5.10

5.20

5.30

4.90

4

Pif\

4.60

5.40

5.10

5.50

5.70

5.50

Aug.

5.15

5.20

5.10

5.00 

5.05 

5.25

5.20

6.65 

5.10

5.20

5.30

6.20

7.15

5.50

5.30 

5.70

6.65

5.90

5.75

6.40

6.10

6.20

5.80

5.70

6.00

5.50

5.90

6.35

5.05

Sept.

fl (YK

4.90

5.95

7.80 

6.90 

6.25

7.05

7.00 

6.75

^ on

6.15

6.60

6.15

5.95

5.95 

5.90

5.90

5.95

5.90

5.20

5.35

5.05

5.50

6.80

7.10

7.75

7.15

7.20

6.10

Oct.

6.25

6.70

5.85 

6.40 

5.90

5.60

6.70

10.10

10.40

10.15

9.05

8.30

7.55 

7.15

6.90

6.90

6.95

6.25

6.35

6.80

6.65

6.55

7.10

7.20

6.90

6.75

6.85

6.65

6.25

Nov.

6.70

6.60

6.25

5.90 

5.75 

5.70

5.55

5.15 

4.70

4 55

4.40

4.75

5.90

6.00

4.60 

4.50

4.55

4.55

4.75

5.05

5.10

5.25

5.10

4.75

4.95

5.45

5.15

5.15

4.85

Dec.

4.85

5.20

4.85

4.85 

4.75 

4.95

4.80

5.15 

5.00

5 no

4.65

4.45

4.80

5.05

5.20 

6.30

5.20

5.20

5.10

5.05

5.20

5.70

5.25

5.20

5.45

5.05

5.60

5.95

5.60

5.50

5.15

Rating table for Wisconsin River at Merrill, Wi$.,from June 17,1903, to December 31,1904'

Gage 

height.

Feet.

4.5

4.6

4.7

4.8

4.9

5.0

5.1

5.2

5.3

5.4

Discharge.

Second-feet.

1,485

1,645

1,805

1,970

2,140

2,310

2,485

2,665

2,845

3,035

Gage 

height.

Feet.

5.5

 5.6

5.7

5.8

5.9

6.0

6.1

6.2

- 6.3

6.4

Discharge.

Second-feet.

3,225

3,425

3,635

3,855

4,075

4,305

4,535

4,765

5,005

5,245

Gage 

height.

Feet.

6.5

6.6'

6.7

6.8

6.9 .

7.0

7.2

7.4

7.6

7.8

Discharge.

Second-feet.

5,485

5,725

5,975

6,225

6,475

6,725

7,245

7,785

8,345

8,Q35

Gage 

height.

Feet.

8.0

8.2

8.4

8.6

8.8

9.0

9.5

10.0

10.5

11.0

Discharge.

Second-feet.

x 9,565

10, 225

10, 885

11,545

12, 205

12, 865

14, 515

16, 165

17, 815

19, 465

The above table is applicable only for open-channel conditions. It is based upon 

17 discharge measurements made during 1902 to 1904, inclusive. It is not well 

defined. Above gage height 8 feet the rating curve is a tangent, the difference being 

330 per tenth.
28 STREAM MEASUKEMENTS IN 1904, PART V. [NO. 128.

Estimated monthly discharge of Wisconsin River at Merrill, Wis., for 1904- 

[Drainage area, 2,630 square miles.]

Month.

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

May ... _....................

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

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

-1

November ....................

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

Discharge in second-feet.

Maximum.

4, 535 

4,655 

4,305 

11, 220 

18, 140 

10, 560 

7,245 

7,110 

8,935 

17, 480 

5,975 

4,195

18, 140

Minimum.

3,225 

3,330 

2,945 

3,970 

5,610 

3,425 

1,485 

2,310 

2,140 

3,425 

1,410 

1,490

1,410

Mean.

3,664 

3,749 

3,889 

6,242 

8,935 

6,472 

3,957 

3,766 

5,000 

7,343 

2,800 

2,566

4,865

Run-off.

Second-feet 

per square 

mile.

1.39 

1.43 

1.48 

2.37. 

3.40 

2.46 

1.51 

1.43 

1.90 

2.79 

1.06 

.976

1.85

Depth in 

inches.

1.60 

1.54 

1.71

2.64 

3.92 

2.74 

1.74 

1.65 

2,12 

3.22 

1.18 

1.12

25.18

WISCONSIN RIVER NEAR NECEDAH, WIS.

This station was established December 2, 1902, by L. R. Stockman. 

It is located on the highway toll bridge 3 miles east of Necedah, Wis., 

and 3 miles from the Chicago, Milwaukee and St. Paul and Chicago 

and Northwestern Railroad stations. Yellow River flows into the 

Wisconsin about 4 miles below the station. There are islands both 

above and below the station, but they are several hundred feet away. 

A regulation chain gage is fastened to the upstream side of the highway bridge. The length from the end of the weight to the marker is 

26.87 feet. The gage is read daily by W. F. Bingman. Discharge 

measurements are made from the two-span highway bridge to which 

the gage is attached. The initial point for soundings is a point over 

the right abutment, marked by a nail in the floor of the bridge and 

also marked "zero" with paint. The general direction of the channel 

is straight for 2,000 feet above and below the station. The velocity is 

rapid and rather poorly distributed on account of an ice breaker above 

the middle pier and the variation in width of the channel just above 

the bridge. The width of the channel at ordinary stages is about 325 

feet, broken by one pier. The right bank is high and rocky; the left 

bank overflows, making the width of the channel from 500 to 600 feet. 

During the spring floods of 1903 the water overflowed the turnpike.
HALL, JOH 

AND HOYT ,YT°N'] WISCONSIN RIVER DRAINAGE BASIN. 29

The right side of the bed of the stream is rocky, but the remainder is 

sandy and liable to shift.

Bench mark No. 1 is a nail in the top of a red-oak stump, 2i feet in 

diameter, about 60 feet south of the center of the roadbed and about 

50 feet from the river at ordinary stages. Its elevation above the 

zero of the gage is 12.99 feet. Bench mark No. 2 is a nail in the root 

of a large cottonwood tree, 280 feet south of the bridge and about 80 

feet from the river. Its elevation above the zero of the gage is 11.90 

feet. Bench marks Nos. 1 and 2 are on the east side of the river. 

Bench mark No. 3 is a cross on a large sandstone rock, 70 feet south 

of the center of the roadway and 15 feet west of the water's edge on 

the west bank of the river. Its elevation above the zero of the gage 

is 20.36 feet.

The drainage area at this station is 5,800 square miles.

The observations at this station during 1904 have been made under 

the direction of E. Johnson, jr., district hydrographer.

Discliarge measurements of Wisconsin River near Necedah, Wis., in 1903 and 1904-

Date.

1903. 

January 13 « ... 

February 5 «...

March 5 «....__

March 26 ......

April 2 ........

April 28 .......

June 12........

July 7.........

August 19......

October 12.....

1904. 

January 12 « ...

May 11........

May 23........

July 16........

September 21 . .

Hydrographer.

L. E. Stockman .... 

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

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

Johnson and Stockman. 

L. R. Stockman ....

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

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

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

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

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

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

E. Johnson, jr .....

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

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

F. W. Hanna......

Width.

Feet. 

280 

284

284

220

309

281

316

302

276

314

286

317

314

294.

294

449

Area of 

section.

Sq.feet. 

2,617 

2,360

2,411

5,405

4,206

3,860

3,282

4,708

2,832

2,463

3,871

2,031

4, 685

3,717

3,525

1,823

6,216

Mean velocity.

Feet per sec. 

1.18 

1.26

1.09

3.94

2.42

1.84

1.79

4.43

2.46

2.05

3.23

1.33

3.65

2.67

1.66

2.08

5.71

Gage 

height.

Feet. 

5.65 

5.80

5.80

11. 05

7.55

6.50

6.00

10.50

6.20

5.30

9.43

4.60

9.60

7.05

5.80

4.92

13.35

Discharge.

Sec.-feet. 

2,840 

2, 585

2,422

21, 280

10, 190

7,123

5,888

20, 860

6,962

5,047

12, 500

3,000

17, 110

9,921

5,845

3,800

& 34, 420

Frozen. b Add to this discharge 3,000 second-feet overflow.
30 STKEAM MEASUBEMENTS IF 1904, PAET V. [NO. 128. 

Mean daily gage height, in feet, of Wisconsin River near Necedah, Wis.,for 1904-

Day.

3..........

4..........

5..........

6..........

7..........

8..--......

9..........

10..........

11..........

12..........

14..........

15..........

16..........

17..........

18.... ......

19..........

20..........

22..........

23.... ......

24..........

25..........

26..........

27.......... 

28.......... 

29..---.....

30..........

31..........

Jan.a

6.0

5.7

59

5.6

6.0

6.0

5.9

6.1

6.1

6.0

5.9

5.1

5.1

5.2

5.2

5.3

5.2

5.1

5.3

5.0

5.2

5.2

5.2

5.1

5.0

5.1

5.0 

5.1 

5.2

5.2

. 5.1

Feb.a

5.1

5.2

5.1

5.0

5.2

5.2

K 9

5.0

5.2

4.9

5.1

5.2

5.1

5.2

5.2

5.1

5.1

5.0

5.1

5.1

5.2

5.3

5.4 

5.2 

5.1

Mar.a

5.3

5.3

5.3

5.3

5.3

5.3

K 0

5.4

5.4

5.3

5.3

5.3

5

0

5.2

5.3

5.2

5.2

5.2

K 1

5.0

4 9

5.0

5.0

4.8

5.0

5.0

5.2 

5.2 

5.2

5.5

5.8

Apr. b

6.60

6.30

6.50

6.90

7 on

7.20

7.50

7.90

8. SO

9.80

Q SO

9.40

8.30

7.70

7 °.n

7 vt

7 f^n

7.70

7.70

*? ^n

7 60

8.00

9

qn

10.30 

10.90 

10.70

10.50

May.

9 80

9 20

S on

8.40

o oft

7.80

7.40

7.40

10.50

9 90

9 40

9 20

9 on

0 KA

8.00

7.70

7.40

7.20

7.10

7 CO

7 P»A

9.40 

10.60 

11.90

12.60

12.30

June.

11 20

9 10

8.60

8.40

9.00

9 90

10.50

10.50

9.80

9.00

8.30

7 80

7 50

7.20

6.70

6

KA

6 20

5

QA

5.80

5.70

5.70

6.10 

5.80

6.00

July.

6

QA

6.50

6.30

6.20

6.30

5.90

6.10

6.30

6.40

6.80

7.10

7.00

6.50

*\ on

5.80

5.50

5

£A

5.60

5.30

5 nn

4 50

4.80

4.90 

4.80 

4.70

4.80

4.70

Aug.

4.70

4 90

4.80

4.70

4.30

4.40

4.80

4.90

5.30

5.30

5.40

5.30

5.30

5.70

5.00

5.10

5.00

5.00

5.00

4.70

5.10

4 90

4 90

5.00 

5.90 

4 60

5.00

4.70.

Sept.

4.80

4 80

4.80

4 30

5.80

6.30

5.90

5.70

5.30

5.70

K on

5.50

5.60

4 90

5.20

5.70

4.80

4 90

4 80

4.85

6.70 

7.40

7.00

Oct.

6.60

6 45

6.20

6.10

7.00

6.00

*\ on

6.30

6.42

6.70

8.40

10.10

19 HO

13. 20

13.00

11.90

10.30

9.40

7 90

8

KA

8.50

8.30

8.30

7.90 

7.60 

7.50

7.40

7.00

Nov.

6.60

6.70

6.50

6.10

6.60

(5.10

5.90

5.20

1 v>

5.50

5.60

5.80

5.50

5.30

5.00

5.30

5 40

4.90

5.50

5.10 

4.80 

5.00

5.00

Dec.c

4 80

5.10

5.50

6.00

------

6.00

a River frozen from January 1 to March 31. Ice, average thickness, 10 inches.

6 Ice conditions April 1 to 12.

c Frozen December 4 to 31. Ice 0.1 foot to 2 feet thick.

Rating table for Wisconsin River near Necedah, Wis., from January 1 to December 31,

1904.

Gage 

height.

Feet.

4.0

4.1

4.2

4.3

4.4

4.5

4.6

4.7

4.8

4.9

5.0

Discharge .

Second-feet.

1,800

2,000

2,200

2,400

2,600

2,810

3,020

3,240

3,460

- 3, 690

.3, 920

Gage 

height.

Feet.

5.1

5.2

5.3

5.4

5.5

5.6

5.7

5.8

5.9

6.0

6.2.

Discharge.

Second-feet.

4,150

4,390

4,630

4,880

5,130

5,380

5,640

5,900

6,170

6,440

7,010

Gage 

height.

Feet.

6.4

6.6

6.8

7.0

7.2

7.4

7.6

7.8

8.0

8.5

9.0

Discharge.

Second-feet.

7,600

8,200

8, 800

9,400

10,000

10,600

11, 200

11, 800

12,400

13, 900

15, 400

Gage 

height.

Feet.

9.5

10.0

10.5

11.0

11.5

12.0

12.5

13.0

13.5

Discharge.

Second-feel.

16,900

18, 400

19,900

21,400

23, 610

25, 860

28, 230

30, 750

38, 450
HALL, JOHNSON 

AND HOYT,

ON,~| 

' J

ROOK RIVER DRAINAGE BASIN. 31

The foregoing table is applicable only for open-channel conditions. It is based upon 

19 discharge measurements made during 1902 to 1904, inclusive. It is well denned 

between gage heights 4.5 feet and 10.5 feet. The table has been extended beyond 

these limits. From gage height 6.3 feet to 11 feet the rating curve is a tangent, the 

difference being 300 per tenth. The bank overflows at gage height about 11 feet, 

which accounts for the suddenness and magnitude of the increase in difference per 

tenth.

Estimated monthly discharge of Wisconsin River near Necedah, Wis., for 1904. 

[Drainage area, 5,800 square miles.]

Month.

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

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

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

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

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

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

November ....................

Discharge in second-feet.

Maximum.

21 , 100 

28. 720 

22, 280 

9, 700 

6, 170 { 

10, 600 

33, 830 

9,700

Minimum.

7,300 

9,400 

5,640 

2,810 

2,400 

2,400 

6, 170 

3,460

Mean.

12,830 

15, 250 

11, 350 

5, 926 

3, 845 ' 

5,227 

13, 590 

5,698

Run-off.

Second-feet 

per square 

mile.

2.21 

2.63 

1.96 

1.02 

.663 

.901 

2.34 

.982

Depth 

in inches.

2.47 

3.03 

2.19 

1.18 

.764 

1.01 

2.70 

1.10

ROCK RIVER DRAIISTAGE

Rock River, with its tributaries, Pecatonica and Kishwaukee rivers, 

is one of the most important streams in Illinois. It rises in the southeastern part of Wisconsin, flows south and southwest, and enters the 

Mississippi just below Rock Island, 111. This river has much power 

already developed along its course, and there are several points at 

which large water-power plants could be situated. It is also to be 

used as a feeder for the Hennepin canal. The United States Geological Survey has maintained a station on this river at Rockton, 111., 

below the mouth of Pecatonica River during the year of 1904.

ROCK RIVER AT ROCKTON, ILL.

This station was established May 13, 1903, by E. Johnson, jr., 

assisted by L. R. Stockman. It is located at the village highway 

bridge, one-half mile from the Chicago, Milwaukee and St. Paul Railroad station, 1 mile below the dam and three-fourths of a mile below 

the junction of Pecatonica River with Rock River. There are small 

islands a short distance above and immediately below the station. 

The chain gage is located on the first span from the left end of the 

bridge, on the downstream side. The gage is read twice each day by
32 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

O. T. Bartholomew. The length from end of weight to marker is 26.45 

feet. Discharge measurements are made from the upstream side of 

the five-span highway bridge to which the gage is attached. The initial point for soundings is the face of the abutment on the left end of 

the bridge. The channel is straight for 2,000 feet above and 1,000 

feet below the station. Both banks are high and will not overflow. 

The channel is about 565 feet wide between bridge abutments and is 

broken by four piers. The bed of the stream is composed of small 

rocks and gravel.

Bench mark No. 1 is a hammered cross on the top stone of the left 

abutment, about 1 foot from the bridge shoe and 1 foot from the south 

edge. Its elevation above gage datum is 16.85 feet. Bench mark 

No. 2 is the top of the west end of the south rail of the railroad track, 

250 feet north of the north end of the bridge, at a point where the 

sidewalk on the west side of the street crosses the track. Its elevation above gage datum is 16.49 feet.

The observations at this station during 1904 have been made imder 

the direction of E. Johnson, jr., district hydrographer.

Discharge measurements of Rock River at Rockton, III., in 1903 and 1904-

Date.

1903. 

May 13........

June 30. .......

August 18......

September 4 ...

October 9 ......

November 9....

December 10 &_ .

1904.

March 14 ......

March 25 ......

April 18 .......

June 23........

July 7.........

August 30 ......

September 23 . .

October 26.....

November 9....

Hydrographer.

F. W. Hanna......

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

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

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

F. W. Hanna ......

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

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

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

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

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

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

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

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

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

Width.

Feet.

296

490

504

453

367

380

509

509

504

378

389

381

408

426

397

Area of 

section.

Sq. feet.

547

1,352

1,352

1,998

831

743

662

4,031

5, 744

2,361

660

645

674

739

759

695

Mean velocity.

Feet per sec.

2.74

3.41

3.41

3.74

«3. 46

3.21

2.25

2.77

4.34

3.90

3.18

2.93

3.02

3.19

3.13

3.09

Gage 

height.

Feet. 

2.90

2.30

4.07

4.08

5.35

2.85

2.60

2.90

9.30

12. 32

5.91

2.50

2.38

2.45

2.65

2.70

2.50

Discharge.

Sec.-feet. 

2 522

1, 501

4,611

4,607

7,464

2,874

2,384

1,487

11, 180

24, 910

9,212

2,099

1,889

2,034

2,355

2,372

2,149

a High wind; velocity doubtful. t> Partly frozen. Ice 0.59 foot thick.
HALL, JOHNSON, 

AND HOYT,°N'] KOCK EIVEE DRAINAGE BASIN. 33

Mean daily gage-height, in feet, of Rock, River at Rockton, III., for 1904-

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

.31- -. r .. ........

Jan. a

2.90

2.90

9 gO

2.90

2.90 

2.90

2 90

9 90

2.80

2 on

3.00

2.70

3.10

3 9ft

3.30

3.30

3.30

3 in

3.00

2.90

2.90

Feb.a

2 90

2.90

3.10

3.00

2.80

4.50

5.50 

5.90 

6.10

5.80

5.50

4.10

3 Qfl

3.80

3

f.(\

3 7rt

3 AH

3

Crt

3.30

3.50

3.60

3 fift

3.80

.......

Mar.a

3.95

6.09

6.72

6.83

6.60

7.45

9.92 

10.80

11.10

10. 30

9

00

8.85 

8.00

6.34

4 90

8.35

8.35

19 7P*

fO QQ

12. 05

12.25

19 f\f\

12. 40

19 Qrt

11.85

11.45

11.16

Apr.

10.65

9.61

8.85

8.37

7.85

7.60

7.60 

7.60

7.61

7.41

7.10

6. S3

6.50

*\ 01

5.179

5.60

5.48

K .OP;

5.16

5.18

5 CO

5

CC

5 04

4.80

4.63

May.

4 53

4.50

4.18

4.05

4.01

4.00

4.18 

4.50 

4.85

4 79

4.76

4.81

4.81

4.91 

4 95

4 99

4.81

4.80

4 68

4.60

4.48

4

00

d 11

4.18

3 79

3.80

June.

3.68

3.51

3.00

3.10

3.11 

3.00 

2.95

2.95

2.85

2 80

2.75

2.70 

2.60

2.55

2.65

2.50

9 Pirt

2.45

2.35

2.15

2.20

2.20

July.

2.20

2.25

2.15

2.30

2.40 

2.50 

2.46

2.25

2.20

2 to

2.00

2.00

2.00

1.75

2.50

2.10

2.00

2.00

2.00

Aug.

2.10

1.90

1 80

1 90

1.95

1.90 

1.82 

1 90

1.85

1.75

1.70

1.85

1 tt

1.75

1 90

1.75

1 Qft

2.50

2 80

3.00

2.70

2.30

2.40

2.10

2.20

2.30

Sept.

2.15

2.15

2 30

2 60

2.45

2.35 

2.30

2.20

2.20

2 1 P»

2.10

2 80

2.55

2 65

3.35

4.20

4.12

3.65

Oct.

3

CA

3.25

3.15

3.00

3.25

3.10 

2.75

3.40

4.25

4.50

3

CA

3.30

2 90

2.70

2.75

2.65

2.65

2.60

2. 55

2.75

Nov.

2

CC

2.60

2.50

2.45

2.25

2.45 

2.45

2.45

2.50

2.40

2.30 

2.45

2.45

2.35

2.45

2.40

2.20

2.20

2.30

2.40

2.20

2.20

2.30

Dec.«

2.20

2.15

2.20

2.20

2.20 

2.20

2.70 

2.-S5

2.70

3. CO

2 65

2.90

2.80

2.70

2

A&

2.50

2.50'

2.50

3.00

4.20

5.10

5.15

4.60

a River partially frozen January 1 to March 27, and December 13 to 31. 

Rating table for Rock River at Rockton, 111., from January 1 to December 31, 1904-

Gage 

height.

Feet.

1.5

1.6

1.7

1.8

1.9

2.0

2.1

2.2

2.3

2.4

2.5

2.6

2.7

Discharge.

Second-feet.

810

910

1,015

1,125

1,235

1,350

1,470

1,600 -

1,740

1,880

2,025

2,170

2,320

Gage 

height.

Feet.

2.8

2.9

3.0

3.1

3.2

3.3

3.4

3.5

3.6

3.7

3.8

3.9

4.0

Discharge.

Second-feet.

|2, 470

]2, 620

,2, 775

2, 935

3,105

'3, 280

3, 455

3,635

!3, 815

3, 995

4, 180

4, 365

4, 555

Gage 

height.

Feet.

4.2

4.4

4.6

4.8

5.0

5.2

5.4

5.6

5.8

6.0

6.5

7.0

r 7.5

Discharge.

Second-feet.

4, 940

5,345

5,760

6,180

6,620

7,070

7,540

8,020

8,520

9,020

10, 270

11, 520

12', 770

Gage 

height.

Feet.

8.0

8.5

9.0

9.5

10.0

10.5

11.0

11.5

12.0

13.0

Discharge.

Second-feet.

14, 020

15, 270

16, 520

17, 770

19, 020

20, 270

21, 520

22, 770

24, 020

26,520 

128 05-
34 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

The preceding table is applicable only for open-channel conditions. It is based 

upon 17 discharge measurements made during 1903 and 1904. It is well defined 

between gage heights 2.4 feet and 6 feet. One flood measurement at 12.32 fixes the 

upper part of the curve. The table has been extended beyond these limits. Above 

gage height 5.6 feet the rating curve is a tangent, the difference being 250 per tenth.

Estimated monthly discharge of Rock River at Rockton, III., for 1904- 

[Drainage area, 6,150 square miles.]

Month.

January a .... .................

February «. .............. ....

March a ......................

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

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

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

July _._____'..____ ............

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

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

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

November ....................

December a .. .................

Discharge in second-feet.

Maximum.

3,280 

9,270 

27, 100 

20,640 

6,598 

3,959 

2,025 

2,935 

4,940 

5,550 

2,245 

6,955

27, 100

Minimum.

2,170 

2,470 

4,180 

5, 823 

4,162 

1,535 

1,070 

860 

1,470 

2,098 

1,600 

1,535

860

Mean.

2,747 

4,762 

17, 220 

10,810 

5,405 

2,432 

1,570 

1,471 

2,344 

3,058 

1,847 

2,514

4,682

Run-off.

Second-feet 

per square 

mile.

0.446 

.774 

2.80 

1.76 

.879 

.395 

.255 

.239 

.381 

.497 

.300 

.409

.761

Depth in 

inches.

0.514

.835 

3.23 

4.96 

1.01 

.441 

.294 

.276 

.425 

.573 

.335 

.472

10.37

"Daily discharges January, February, March, and December applied as for open channel.

ILLINOIS RIVER DRAINAGE BASIN.

Illinois River is formed b}T the junction of Kankakee and Desplaines 

rivers at a point near Minooka, Grundy Countv, 111. Its principal 

tributaries are Fox and Spoon rivers from the west and Vermilion 

and Sangamon rivers from the east. During 190-i gaging stations 

have been maintained in the Illinois River drainage basin at Peoria, 

Ottawa, and Minooka on the Illinois, and on the Desplaines at Channahon above the mouth of Jackson Creek.

The .drain?ge areas at the points where stations have been maintained are as follows:

Drainage areas in Illinois basin at gaging stations.

ILLINOIS RIVER.

Square miles. 

Peoria.................................................................. 13, 250

Minooka................................................................ 6, 480

Ottawa ................................................................. 10,100

DESPLAINES RIVER.

Jackson Creek .......................................................... 1,170
HALL, JOHNSON. 

AND HOYT.

ON,~1 ILLINOIS EIVEE. DRAINAGE BASIN. 35

ILLINOIS RIVER NEAR MINOOKA, ILL.

This station was established November 7, 1902, by E. H. Heilbron, 

to determine the flow of Kankakee River. It is 6 miles south of 

Minooka, 111., and 2£ miles below the mouth of Kankakee River at the 

Elgin, Joliet and Eastern Railroad bridge. The gage is a vertical rod 

fastened to the center pier of the bridge. It is read twice daily by 

J. A. Lyons. Discharge measurements are made from the bridge. 

The initial point for soundings is an oak hub about 4 feet north of the 

north side of the railroad pumping station. The channel is straight 

for 1,000 feet above the station and 2,000 feet below. The width at 

ordinary stages is 560 feet, with a maximum depth of 12 feet. The 

flow is moderate^ rapid, but is sluggish at low stages. The width at 

high water is about 1,000 feet. The right bank is low and liable to 

overflow; the left bank is high. The bed of the stream is of gravel 

and is shifting on the north side.

The bench mark is a cut in the stone on the south abutment of the 

Elgin, Joliet and Eastern Railroad bridge. It is marked S. D, El P. B. M. 

Its elevation is 85.030 feet above the Hennepin datum and 66.764 feet 

below the Chicago city datum. The gage is set with its zero at the 

same elevation as the zero of the Chicago datum, thus giving directly 

the elevation of the river surface below this datum.

The observations at this station during 1904 have been made under 

the direction of E. Johnson, jr.; district hydrographer.

Discharge measurements of Illinois River near Minooka, III., in 1903 and 1904-

Date.

1903. 

March 15 ......

April 19 .......

May 10........

July 12........

September 26 . . 

October 24.....

1904. 

March 26 ......

March 27 ......

April 3 ........

April 17 .......

April 26 .......

May 2 .........

May 19 ........

Hydrographer.

E. H. Heilbron....

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

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

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

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

Johnson and Hanna. 

.....'do ............

F. W. Hanna.. ....

E. H. Heilbron....

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

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

do

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

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

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

Width.

Feet. 

630

594

. 553

541

560

520 

530

513

948

682

622

580

584

560

565

Area of 

section.

Sq.feet. 

9,182

6,604

4,893

4,556

3,856

4,199 

4,317

4 466

14, 800

12,980

11, 230

6,937

7,740

6,454

5,140

Mean 

velocity.

Ft. per sec. 

2.80

2.04

1.03

1.64

1.83

1.75

1.78

1.70

4.40

3.85'

3.30

2.44

2.62

2.46

1.91

Gage 

height."

Feet. 

86.84

91.12

94.10

93.83

93.99

94.10 

94.10

94.15

78. 50

79.98

82.40

89.63

88.15

90.51

' 93. 00

Discharge.

Sec. feet. 

25, 6f 0

13, 4£0

7,393

7,465

7,044

7,319 

7,673

7,596

64, 880

50, 920

37, 120

16, 930

20, 310

15, 890

9,845

a All gage heights are negative, being below Chicago datum.
36 STREAM MEASUREMENTS IK 1904, PART V. [NO. 128. 

Mean daily gage height, in. feet; of Illinois River near Minooka, HI. , for 1904- a

Day.

1. .........

2..........

3..........

5..........

6..........

7..... ....

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15. .........

16..........

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..'........

30..........

31..........

Jan.fi

91.89

91.83

91.85

92.00

91 79

91.62

91.48

91.41

91.81

92.50

92.09

91.87

91.80

91.91

91.49

86.95

83.35

84.90

85.65

86.14

87.24

88.38

89.11

89. 45

89.73

Feb.6

90 79

90.80

QA on

on QS

nn no

85. 10

QC QK

87.64

88.92

QQ £»7

90.08

90 12

90.45

90.70

on QP\

90.88

90.81

90.62

QA CO

QQ ftC

Mar.&

83.71

83.21

81.36

Q-I 7C

QO CO

00 00

00 7Q

84 90

85.35

QC 70

86.56

87.58

87.85

QQ AQ

QQ FiO

QQ FU

88.51

82.80

83.37

82.01

81.21

7Q ^°

7Q Fin

80.02

Q-I OF;

82 24

83.12

82.94

Apr.

81.50

QO O7

QO 1 7

84 02

84 97

85.80

Qa on

SA 1*>

QC O7

86.85

87.41

Q7 QQ

QQ Aft

89.17

89.65

on AO

on °.n

QA QC

Q1 1C

Q-I qe

91.48

on 10

QQ QO

Q7 OQ

87. 50

QQ O7

89 22

May.

90.00

90.53

91 02

91.42

91 68

91.85

O1 OQ

92 11

91.78

91 74

91 92

QO K«

QO on

oq no

QQ -10

QO OQ

QO OQ

QO QA

QO A A

93.46

QO CC

QO e-t

QO pin

92. 96

June.

92 88

QO OFi

QQ 11

QO on

QO 40

QO 4Q

QO Qn

94.10

94 24

94 26

94 36

94.88

94.68

Qd. O7

94 60

94 72

94 68

oyi =;P;

94.90

95.02

QA QO

94. 85

95.00

94 84

94.76

July.

94.65

94.59

94. 65

94 44

94.42

94.48

94 55

OQ OQ

00 QO

(?)

.......

Aug.

94 65

94 70

QA 70

94 75

QA 7O

QA F;Q

94 70

QA 7F;

94.75

Qd. sn

QA 7C

94.87

Q4 QO

94 77

94 75

94.70

QJ. sn ( c)

Sept.

94.58

94.75

94.75

94.75

94.80

94.75

95.00

95.08

95.05

95.00

95.05

95.15

95.20

95.40

95.20

93.25

94.15

94.90

95.10

35.10

95.05

95.00

94.55

94.70

92.85

93.60

Oct.

93.75

93.75

94 20

94.55

94.70

94 80

o/i on

95.00

Qd. 7^

Qd QO

94 40

Qd °A

QA QF;

95.00

95. CO

95.10

95.00

95.00

94.95

95.05

Nov.

95.05

95.05

94.92

94.53

94.55

95.00

94.75

94.55

94.53

94.55

94.47

94.48

94.47

94.43

94.45

94.47

94.48

94.52

94.52

94.48

94.53

94.45

94.45

95.20

95.30

94.95

Dee.

94 65

od fin

94 60

94.35

94.32

94 40

94.27

94 27

94.28

95.05

94 50

94.40

"All gage heights here given of this river are below the Chicago datum.

ft River frozen January 1 to about March 20. Ice varies in thickness from 0.5 to 2 feet.

c Observer absent.

Rating table for Illinois River near Minooka, III., from January 1 to December 31, 1904-

Gage 

height.

Feet.

95.0

94.9

94.8

94.7

94.6

94.5

94.4

94.3

94.2

94.1

94.0

93.9

93.8

93.7

93.6

Discharge.

Second-feet.

6, 320

6,470

6,620

6,770

6,925

7,080

7,240

7,400

7,560

7,720

7,885

8,055

8,225

8, 395

8,565

Gage 

height.

Feet.

93.5

93.4

93.3

93.2

93.1

93.0

92.8

92.6

92.4

92.2

92.0

' 91.8

91.6

. 91.4

91.2

Discharge.

Second-feet. ,

8,735

8,905

9,075

9,245

9,415

9,590

9,950

10, 330

10, 710

11, 110

11,510

11, 910

12, 310

12, 710

13, 110

Gage 

height.

Eeet.

91.0

90.8

90.6

90.4

90.2

90.0

89.8

89.6

89.4

89.2

89.0

88.5

88.0

87.5

87.0

Discharge.

Second-feet.

13, 530

13, 950

14, 370

14, 800

15, 240

15, 680

16, 120

16,560

17, 020

17, 480

17, 960

19, 210

20, 510

21, 820

23, 180

Gage 

height.

Feet.

86.5

86.0

85.5

85.0

84.5

84.0

83.5

83.0

82.5

82.0

81.0

80.0

79.0

Discharge.

Second-feet.

24, 590

26, 040

27, 550

29, 120

30, 750

32, 440

34, 200

36, 000

37,880

39, 820

44,010

49, 910

59, 010
HALL, JOHNSON,

AND HOYT

ON,"1 

 J

ILLINOIS RIVER DRAINAGE BASIN. 37

The preceding table is applicable only for open-channel conditions. It is based 

upon 16 discharge measurements made during 1903 and 1904. It is well defined 

between gage heights 94 feet and 87 feet. All gage heights are negative, being 

below Chicago datum. The table has been extended beyond these limits. Above 

gage height 79.5 feet the rating curve is a tangent, the difference being 1,200 per 

tenth.

Estimated monthly discharge of Illinois River near Minooka, III., for 1904- 

[Drainage area, 6.480 square miles.]

Month.

March 21-31 ...................

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

July 1-10 ......................

August 1-19 ....................

September 3-30 ................

Discharge in second-feet.

Maximum.

64, 810 

41, 860 

15, 680 

9,950 

8, 225 

6,925 

9,950 

8,225 

7,240 

7,560

Minimum.

34, 670 

12,510 

8, 565 

6,320 

6,925 

6,470 

5,720 

6,170 

. 5, 870 

6,320

Mean.

44, 130

22, 610 

10,660 

7, 559 

7,245 

6,699 

6,772 

6,735 

6,848 

7,164

Run-off.

Second-feet 

per square 

mile.

6.81 

3.49 

1.65 

1.17 

1.12 

- 1.03 

1.05 

1.04 

1.06 

1.11

Depth in 

inches.

2.79 

3.89 

1.90 

1.30 

.417 

.728 

1.09 

1.20 

1.18 

.578

ILLINOIS RIVER AT OTTAWA, ILL.

This station was established November 11, 1902, by E. H. Heilbron. 

It is located at the Chicago, Burlington and Quincy Railroad bridge, 

2,500 feet below the mouth of Fox River and 200 feet below the highway bridge leading to the main street of Ottawa, 111. A standard 

chain gage was established November 1, 1903, to replace the old vertical gage and was made to read the same as the original gage. The 

length of chain from the end of the weight to the marker is 37.42 feet. 

The gage was read twice each clay by D. C. Woods. Discharge measurements were made from the upper side of the railroad bridge, to 

which the gage is attached. The initial point for soundings was the 

center one of the group of nails driven into the cap at t!ie left end 6f 

the trestlework, south of the 'main bridge structure. The channel is 

straight for about 2,000 feet above and below the station and has a 

width between abutments of 650 feet, broken by three piers. The 

depth at ordinary stages is about 13 feet. The railroad embankments 

form part of the banks of this river. The bed of the stream is composed of gravel, which is somewhat shifting. The flow is somewhat 

sluggish at low stages.

Bench mark No. 1 is the top of the coping stone at the east end of 

the first pier from the north end of the railroad bridge. The point is
38 STREAM MEASUREMENTS IN 1904, PAST V. [NO. 128.

marked U U. S." Its elevation is 48.638 feet above the Hennepin 

datum, and 103.156 feet below the Chicago datum, Bench mark No. 2 

is a cut in the batter on the coign, 3 feet above ground, at the west 

end of the south pier of the railroad bridge. The gage is set with its 

zero at the same elevation as the zero of the Chicago datum, thus 

giving directly the elevation of the river surface below this datum. 

The observations at this station during 1904 have been made under 

the direction of E. Johnson, jr., district hydrographer.

Discharge measurements of Illinois River at Ottawa, III., in 1903 and 1904-

Date.

1903. 

March 18 ......

April 5 ........

April 28 .......

May 12 ........

July 8 .........

August 23......

September 25 . . 

October 12.....

November 12 . .

December 12 &. .

1904. 

March 30......

April 2 ........

April 17-...-.-

April 26. ......

May 2 .........

May 19........

Hydrographer.

E. H. Heilbron....

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

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

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

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

E. Johnson, jr.....

Johnson and Hanna 

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

F. W. Hanna ......

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

E. H. Heilbron....

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

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

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

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

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

Width.

feet. 

650

600

610

545

480

660

560 

553

525

550

745

750

626

652

608

541

Area of 

section.

Sq.feet. 

6,817

4,738

5,001

3,501

2,847

2,924

3,466 

3,609

3,090

4,424

10, 220

10, 990

5,164

6,136

4,775

3,583

Mean 

velocity.

ft. per sec. 

4.53

3.71

3.67

3.32

2.65

2.62

3.35 

3.75

2.88

1.54

4.56

4.96

3.62

4.20

3.90

2.89

Gage 

height."

Feet. 

122. 98

126. 25

126. 07

128. 42

129. 54

129. 57

128. 35 

127. 88

129. 01

126. 42

118. 30

117. 30

125. 40

123. 90

125. 80

128.1

Discharge.

Second-ft. 

30, 880

17, 570

18,340

11,620

7,541

7,668

11,590 

13, 540

8,898

6,822

46, 560

54, 470

18, 720

25, 920

18, 610

10, 340

a Below Chicago datum. Z> Ice jam. 

Mean daily gage height/1 in feet, Illinois Hirer at Ottawa, III., for 1904.

Day.

1. ......

2. ......

3.......

4.......

5.......

6.......

7.......

8.......

Jan.

127. 28

' 127. 22

127. 12

126. 90

126. 82

126. 80

126. 80

126. 85

Feb.

124. 20

124. 20

124. 20

124. 20

124. 20

123. 45

120. 60

110 fit\

Day.

y

10 .....

11 .....

12 .....

13.....

14 .....

15 .....

16 .....

Jan.

126. 82

j9g gg

127 3*?

Feb.

120. 30

1 9Q Qfi

Day.

18 .....

19

20 .....

99

23 .....

21.....

Jan.

126. 95

126 90

121. 10

118. 60

118. 80

119 45

Feb.

124. 11

Day.

9K

26 .....

27 .....

29 .....

30 .....

31.....

Jan.

121. 00

122.22

123. 92

Feb.

«The gage heights here given of this river are below the Chicago datum and were recorded on 

the cards as minus ( ).
HALL, JOHNSON, 

AND HOYT. ILLINOIS B1VEE DRAINAGE BASIN. 39

ILLINOIS RIVER NEAR PEORIA, ILL.

This station was established March 10, 19.03, by E. H. Heilbron. 

It is located on the Peoria and Pekin Union Railroad bridge over the 

Illinois River, 1^ miles southwest of Peoria, 111., and can be reached 

by street cars. The gage is a plain staff graduated to feet and inches 

and fastened to the central pier of the bridge. It is read twice daily 

by the draw tender of the bridge, P. A. Blumb. The measurements 

are taken from the bridge, and the initial point for sounding is on the 

right bank. The river is straight for 3,000 feet above and 2,000 feet 

below the station and has a width of about 1,000 feet, broken by six 

piers. The section is deep and the flow sluggish. The bed of the 

stream is composed of gravel and'silt. The right bank is high, and 

there is a railroad embankment along this shore. The left bank is 

low and liable to overflow.

The bench mark is the southwest corner of the top stone of the west 

abutment of the bridge; elevation, 125.722 feet below the Chicago 

datum. The gage at this point has for its zero a point 153.814 feet 

below the Chicago city datum. The gage reads up from this point, 

and in order to obtain the height of the river, referred to the Chicago 

datum, it is necessary to subtract the gage reading from 153.814 feet.

The observations at this station during 1904 have been made under 

the direction of E. Johnson, jr., district hydrographer.

Discharge measurements of Illinois River near Peoria, III., in 1904^

Date.

January 30a . . . 

February 4« . . _

February 14 ...

March 3 .......

March 28 ......

March 31 ......

April 2 ........

April 7 ........

April 9 ........

April 16 ....... 

April 24 .......

May 1 .........

May 18........

Hydrographer.

E. H. Heilbron .... 

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

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

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

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

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

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

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

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

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

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

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

Width.

Feet. 

943 

933

955

953

951

953

953

953

953

953 

946

952

950

Area of 

section.

Sq.jeet. 

14, 870 

13, 640

14, 810

13, 300

19, 980

20, 250

19, 310

19, 030

18,570

16, 870 

14, 080

14, 460

11, 830

Mean 

velocity.

Ft. per sec. 

1.58 

1.20

1.50

1.75

2.93

2 21

2.17

2.71

2.87

2.46 

1.96

2.16

1.43

Gage 

height.

Feet. 

16.30

15.42

16.30

14.94

'21. 83

21.48

21.17

20.12

19. 6G

18.00 

15. 70

16.00

13.21

Discharge.

Second ft. 

21, 120 

16, 300

21, 780

23, 280

58, 370

& 44, 810

& 41, 930

51, 560

52, 370

41,460

27, 590

31,310

16,910

« Partly frozen. l> Questionable.
40 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128. 

Mean daily gnge height, in feet, of Illinois River near Peoria, III., for 1904-

Day.

2..........

3..........

ft..........

7. .........

9

11..........

12..........

13..........

14..........

15..........

16..........

17..........

18..........

19.......... 

20..........

21. .........

22..........

23..........

21..........

25..........

23..........

27..........

2 ..........

29..........

80..........

81..........

Jan. a

10.12

10.25

10.1:5

10.26

10.25

10.17

10.17

10.17

10.17

10.17

10. 21

10. ':5

10. 25

10.25

10.17

10.17

10.08 

10. 4ti

13.04

13.54

14.46

15.33

15. 91

16.29

16.33

16 25

16.04

Feb. a

16.86

15.71

15.64

16.37

15. S3

15.50

15.62

15. 92

16.42

16.42

16. 29

16.04

15. 79

15.54

15. 13

14.20

14.00

13.80

13.60

14.00

Mar."

14.17

14.37

14.79

16.12

16.67

16.87

17 04

17 25

17.87

17 9'7

17 9°

17 79

n

Fwl

17.29

17.13

16.87

16.87

1 7 9f\

1 7 oq

19.46

21.12

21.67

O1 P.Q

91 7^

21.62

21.46

Apr.

21 29

21.08

on 07

20.62

20.12

19 79

19.67

19.46

19 91

19.08

18.79

IS 17

17 96

1 7 K A

17.21

16.96 

16.53

16.25

15.87

15.58

15.58

if\ t>\

15. $2

15.87

15.87

15 54

16.00

May.

15.96

15.75

15.54

1^49

1 ft 10

14.87

14.75

14.37

14 29

14. 04 .

13.87

13.83

13 79

13 29

13.46

TO 07

1 Q 91

13.17

19 P.P.

12.71

12.42

12.50

1O 1 Q

11.96

11 79

11.67

11.75

11.67

June.

11.67

11.54

11.46

11.62

11.29

11.17

11.17

11.38

11. 25

10.54

10.38

10.16

9 88

9.75 

9 46

9 41

9.08

8.83

8 CO

8.71

8.54

8.38

8.21

8.13

July.

8.42

8.04

7.88

7.71

7 95

7 Q9

8.12

8.42

8

*71

8.67

8.67

8.62

8

KJ

8 JO

7 QQ

7.79

7.75

7.75

7 54

8.84

Aug.

8.46

8.42

8.33

8.25

8.12

8.00

7.92

7.75

7.83

7.75

7 71

7.54

7. 37

7.54

7.50

7.50

7.42 

7 84

8.21

8.29

8.42

8.42

8.42

8.25

8.12

Sept.

8.04

7.96

8.00

7.C6

7.83

7.78

7.75

7.63

7.46

7.38

7.58

7.42

7.33

7.33

7.29

7.25

7.33

7.54 

7.75

7.79

7.75

7.62

7.66

7 SQ

8.94

9.33

9.54

Oct.

9.58

9.67

9.63

9.50

9.58

9.46

9.29

9.17

V.17

9.08

9.08

9.04

9.00

8.88

8.75

8.66

8.58

8.50

8.42 

8.33

8.37

8.42

8.33

8.25

8 9ft.

8.20

8.00

8.00

8.00

7.92

Nov.

7.83

7.83

7.83

7.75

7.79

7.76

7.67

7.75

7.75

7.75

7.75

7.71

7.83

7.71

7.67

7.75

 7.75

7.83

7.79

7.88

7.83

7.83

7.79

7.83

7 CO

7.83

7.83

7.58

Dec.*

7.58

7.68

7.50

7.50

7.50

7.50

7.54

7.66

7.79

7.83

7.67

7.67

7.67

7.67

7.67

7.67

7.67

7 7H

7.83

7 92

7 92

7.92

8.08

8 ftQ

8.21

8 90

8.71

8.75

8.75

a River frozen over from January 1 to March 20,1904. Average thickness 0.1 foot to 1 foot. 

i>Ic& December 13 to 81.

DESPLAINES RIVER ABOVE JACKSON CREEK, NEAR CHANNAHON, ILL.

This station was established October 23, 1902, by E. H. Heilbron. 

It is located just above the mouth of Jackson Creek, 2£ miles southwest of Millsdale, 111. The gage is a vertical staff graduated to feet 

and tenths, and is read daily by Ruth Alexander. The measurements 

are taken from a cable and boat. The initial point for sounding is a 

red hub driven in the ground on the left bank near the end of the 

cable. The channel is straight for about 3,000 feet both above and 

below the station and has a width of 360 feet and a maximum depth 

of 16 feet at ordinary stages. Its flow is moderately rapid. Both 

banks of the stream are low and liable to overflow, but a few feet 

from the top of the banks on either side are high ridges, which never 

overflow. Measurements can be made at all stages. The bed o.f the 

stream is-gravel.
HALL, JOHNSON,"] 

AND HOYT. J

ILLINOIS EIVEE DRAINAGE BASIN. 41

The bench mark is the top of a red oak hub (the initial point for 

sounding) driven in the bluff between Jackson Creek and the south 

bank of Desplaines River. It is about 300 feet west of the west line 

of sec. 15, T. 37 K, R. 9 E., third principal meridian, and is on the 

farm owned by George Alexander. Elevation, 64.262 feet below the 

Chicago datum. The gage is set with its zero at the same elevation 

as the zero of the Chicago datum, thus giving directly the elevation of 

the river surface below this datum. This station was located to give 

the discharge of upper Desplaines River.

The excessively large discharge at this station is due to the fact that 

between 4,000 and 5,000 second-feet are constantly being diverted from 

Lake Michigan into Desplaines River a short distance above this gaging 

station.

The observations at this station during 1904 have been made under 

the direction of El Johnson, jr., district hydrographer.

Discharge measurements of Desplaines River above the mouth of Jackson Creek, near Channahon, III., in 1904-

Date.

January 21 a ...

March 24 ......

March 24 ../...

March 25 ......

March 25 ......

March 25 ......

March 27......

April 3 ........

April 14 .......

Hydrographer.

E. H.Heilbron.....

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

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

.....do ....'........

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

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

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

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

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

.....do ....".......

Width.

Feet.

375

440

440

437

430

465

477

485

450

384

360

Area of 

section.

Sq\feet.

5,133

6,468

6,240

6,324

6,057

6,654

6,813

7,112

6,386

5,071

3,936

Mean 

velocity.

Ft. per sec. 

1.70

1.09

2.62

2.57

2.56

2.61

2.63

2.82

2.48

2.09

1.40

Gage 

height.

Feet. 

78.00

75.20

76.06

76.10

76.32

74.80

74.60

74.10

75.64

78.80

81.80

Discharge.

Second-ft. 

8,535

7,062

16, 330

16, 230

15, 530

17,340

17, 940

20, 080

15, 820

10, 610

5,548

« Partly frozen. Ice gorge below Kankakee River. 

All gage heights are negative, being below Chicago datum.
42 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

Mean daily gage Jteight,** in feet, of Des Plaines River above the mouth of Jackson Greek, 

near Channahon, 111., for 1904.

Day.

 >

3..........

5..........

6..........

7.. ........

8.. ........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

16..........

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31..........

Jan. 6

81.01

80.84

80.79

80.98

81.58

81.20

80.41

80.51

80.63

80.43

80.68

80.70

80. 82

78.16

75.06

75.30

75.54

75.52

75.86

76.74

77.37

77.74

77.92

78.20

Feb.&

78.47

78.80

78.97

78.15

75.55

75.02

76.61

77.44

78.08

78.53

78.75

W OR

79.50

79.68

79.75

7Q 7R

79.90

79.85

79.95

7Q Qf%

7Q Qf^

QA OA

QA on

80.17

78.46

Mar.6

76.65

76.96

>TK -tn

77 96

76 91

77.96

78.52

78.52

78.46

78.78

7R 7ft

78.74

7R Rd.

7Q 7R

80 70

QA ftft

79.42

78.47

78.55

76.31

7C O7

76.15

74.37

74 30

7r QK

76 92

77.85

78.86

78.60

Apr.

77 7ft

78 04

78.91

QA -I Q

80.45

on QA

80.70

81.16

81.10

ftl 99

Q-l qo

81.70

Q-l 7Q

Q-I QPL

QO OK

QO QQ

R9 M.

QO QE

82.56

82.58

82.62

on fiQ

81 44

fil QQ

81.05

81.40

Q-I 7Q

Q9 iq

82.41

May.

QO PLQ

82.61

82.65

on 77

82.74

82.65

82.68

82.53

82.60

QO 7n

QO Oft

82.75

RO ftQ

Co 7ft

82.65

RO fifi

Qf> fif\

82.76

WO R7

QQ OR

QQ 1 K.

QO QR

QO OK

oq An

QO QR

83.00

82.72

QO on

June.

82 92

GO ft ft

00 Q-I

QO QPL

8

0 on

82.80

83.00

83.38

83.42

83.48

oq pin.

oq p:n

.84.02

83.85

83.48

QQ QA

83.68

QQ 7A

83.78

83.75

83.65

QQ CO

84 00

QQ Qfk

83.82

oq QO

83.57

83.53

83.20

July.

83 29

83.38

83.22

oq -i PL

oq n/?

83.11

83.10

oq in

oq 10

oq -IQ

83. 15

83.05

oq AC

83.16

83.22

83.18

QQ 1 1

83.00

QO A7

83.14

QQ AO

QO AC

QO QPL

83.00

83.00

83.00

82.98

Aug.

82.98

83.20

oq -in

oq -i-i

oq nc

83.03

83 0°

83.10

83.05

oq -to

oq no

oq f\A

83.36

83.24

oq AQ

oq IQ

83.31

83.04

oq 70

83 99

83.05

83.10

82 91

QO QQ

QO Oft

RO Qt=i

83.00

82.92

82.90

83.00

Sept.

S> QO

83.02

83.05

oq -in

oq nq

82.96

83.65

83.65

oq f\n

oq 70

83.62

QQ OO

QQ an

QQ QA

oq 7A

82.87

QO OF;

83.68

oq 71

83.86

oq QA

QO on

oq 7A

oq en

83.68

oq ni

oq AO

83.48

Oct.

83.53

83.58

83.60

83.64

83.60

83. 62

83.68

83.50

83.62

83.58

R4 1 PL

83.55

83.64

83.58

oq AA

oq HA

82 97

oq en

QQ CA

oq QO

oq QQ

83.53

oq 07

83.77

8^.89

83.88

83. 11-?

83.83

83.87

83.83

Nov.

83.85

83.80

83.75

83.01

83.05

83.20

83.51

82.98

83.01

83.12

82.82

oq AQ

on QQ

83.06

on Q7

83.15

83.05

82 99

CO 1 f\

00-17

QQ A"!

QO f»A

QO AQ

84 40

84.25

84.10

83.95

Dec."

83.10

82.97

83. 03

ft.J QA

82 84

82.90

82. 81

82.77

84 00

82.97

82.65

on Qp:

82 84

QO Rq

RO Q7

QO Qfi

83.05

82 94

QO QQ

oq AO

83.00

On QK

QO 77

QO CR

83.07

83.00

83.13

82.38

82.70

82.87

a All gage heights of this station are negative ( ), being below Chicago datum. 

b Ice conditions January 1 to about March 15. 

« Frozen December 11 to 31.
HALL, JOHNSON, 

' AND HOYT

ON,~I 

' J

ILLINOIS EIVEE DRAINAGE BASIN.

Rating table for Des Plaines River above the mouth of Jackson Creek, near Channahon, III., 

from March 14, 1903, to December 31, 1904.

Gage 

height.

Feet.

84.0

83.9

83.8

83.7

83.6

83.5

83.4

83.3

83.2

83.1

83.0

82.9

Discharge.

Second-feet.

4,480

4,545

4,615

4,690

4,770

4,855

4,945

5,040

5,140

5,245

5,355

5,465

Gage 

height.

Feet.

82.8

82.7

82.6

82.5

82.4

82.3

82.2

82.1

82.0

81.8

81.6

81.4

Discharge.

Second-feet.

5,580

5,700

5,820

5,940

6,060

6,180

6,300

6,420

6,545

6,800

7,060

7,320

Gage 

height.

Feet.

81.2

81.0

80.8

80.6

80.4

80.2

80.0

79.8

79.6

79.4

79.2

79.0

Discharge.

Second-feet.

7,580

7,840

8,100

8,370

8,650

8,930

9,210

9,510

9,830

10, 150

10, 470

10, 790

Gage 

height.

Feet.

78.5

78.0

77.5

77.0

' 76.5

76.0

75.5

75.0

74.0

73.0

Discharge.

Second-feet.

11, 620

12,470

13, 320

14, 170

15, 070

15, 970

16, 870

17, 770

19, 570

21, 370

The above table is applicable only for open-channel conditions. It is based upon 

21 discharge measurements made during 1903 and 1904, inclusive. It is not well 

denned. All gage heights are negative, being below Chicago datum. Above gage 

height 77.0 feet the rating curve is a tangent, the difference being 180 per tenth.

Estimated monthly discharge of Des Plaines River above the mouth of Jackson Creek, near 

Channahon, 111., for 1908 and 1904-

[Drainage area, 1,170 square miles.]

Month.

March 16 to 31 ......

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

November ..........

1903.

Discharge in second feet.

Maximum.

9,990 

10, 790

5, 557 

5,580 

6,300 

5,820 

8,165 

5,880 

6,420 

8,426

Minimum.

6,180 

5,090 

5,030 

5, 192 

5,234 

4, 992 

5,182 

5,322 

4,200 

4, 754

Mean.

7,559 

6,844 

5, 235 

5, 420 

5,460 

5,333 

6,001 

5,554 

5,483 

6,489

1904.

Discharge in second-feet.

Maximum.

19, 030

12,840 

5,904 

.5, 580 

5,410 

5,488 

5, 500 

5,388 

 5,557 

6,084

Minimum.

7, 892 

5,724 

5,090 

4,468 

4,964 

4,532 

4, 545 

4,200 

4,250 

4,480

Mean.

13, 180 

7,565 

5,604 

4,919 

5,215 

5, 247 

4,967 

4,740 

5,098 

5,443
44 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

Miscellaneous discharge measurements of Illinois River at highway bridge, near 

Havana, 111., in 1904.

Date.

March 28 ......

March 29 ......

April 1 ........

April 16 .......

April 18.......

April 25 .......

May 1 .........

Hydrographer.

E. H. Heilbron .....

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

.!.... do ..............

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

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

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

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

Width.

Feet. 

1,034

1,034

1,035

1,035

726

1,034

1,034

Area of 

section.

Sq.feet. 

15,990

16, 260

16, 410

13, 830

13, 160

11, 270

11,270

Mean 

velocity.

Feet per 

second.

4.65

4.68

4.90

3.58

4.41

3.29

3.10

Gage 

height.

Feet. 

19.40

19.70

19.90

17.20

18.95

1490

14.80

Discharge.

Sec.-ft. 

74,310

76, 070

80, 300

49, 530

a 58, 050

37, 100

34, 950

« Channel obstructed by drift.

ALLEGHENY RIVER DRAINAGE BASIN.

 Allegheny -River, which, with the Mononguhela, forms the Ohio at 

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

of New York, then flows 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 Mr. George M. 

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 having a fall of much 

consequence. Between Olean and the mouth of Kiskiminitas River, 

30 miles above Pittsburg, the greatest amount of natural fall on any 

ripple less than a thousand feet long is 3.9 in 850 feet at Pattersons 

Falls. During about half of the year the river is navigable for small 

steamers to Franklin, 123 miles above Pittsburg.
HALL, JOHNSON," 

AND HOYT. ALLEGHENY EIVEB DKAINAGE BASIN. 45

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

the following table:

River.

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

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

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

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

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

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

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

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

Blacklick Creek. ........................

Locality.

Franklin ....................

Salamanca ...1 ...............

Port Allegheny ..............

Mouth ......................

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

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

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

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

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

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

Drainage 

area.

Sq. miles.

11,100

8, 700

5,950

5,670

3,050

1,560

1,100

220

935

458

1,180

1,175

526

397

1,846

1,770

403

During 1904 the United States Geological Survey has maintained 

gaging stations in this basin at the following places: Allegheny River 

at Redhouse, N. Y.; Kittanning, Pa.; Chadakoin River at Jamestown, 

N. Y.; Kiskiminitas River at Salina, Pa.; Blacklick Creek at Blaoklick, Pa.

ALLEGHENY RIVER AT REDHOUSE, N. Y.

This station was established September 4, 1903, by R. E. Horton, 

assisted by C. C. Covert. It is located at the Redhouse Bridge near 

the stations of the Erie and Pennsylvania railroads and about 5 miles 

below Salamanca, N. Y., and about 13 miles above the point where 

the river leaves New York State. The standard chain gage is fastened 

to the upstream side of the bridge near the middle of the left span. 

The length of the chain from the end of the weight to the marker is 

24.16 feet. The gage is read twice each day by James H. Smith. Discharge measurements are made from the downstream side of the 

bridge. The initial point for soundings is the left end of the downstream side of the bridge. The channel is straight for 800 feet above 

and below the bridge. The current velocity is well distributed. The 

right bank is high and does not overflow. The left bank overflows 

only at flood stages. The bed, of the stream is of gravel, and is regular.
46 STEEAM MEASUREMENTS IN 1904, PART V. [NO. 128.

The channel is 494 feet wide between abutments, broken by two piers. 

At extreme high water there is an additional flood channel on the left 

bank. The bench mark is a circle cut on the downstream side of the 

left abutment. Its elevation is 21.09 feet above the water surface 

when the gage reads zero.

The observations at this station during 1904 have been made under 

the direction of R. E. Horton, district hydrographer.

Discharge measurements of Allegheny River at Redhouse, N. Y., in 1904-

Date.

April 10 .......

July 18........

Hydrographer.

C.C. Covert..... .............

Area of 

section.

Sq.feet. 

2,807

1,198

Mean 

velocity.

Ft. per sec. 

4.97

.99

Gage 

height.

Feet.

8.35

3.68

Discharge.

Second-fl. 

14, 220

1,188

Mean daily gage height, in feet, of Allegheny River at Redhouse, N. Y., for 1904-

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.a

.......

4.50

4.50

4.50

4.50

4.50

4.50

4.50 

4.50 

4.50

4.50

4.50

4.50

4.50

4.63

7.00

9.95

9.40 

8.95

6.90

6.10

5.40

5.00

Feb.

4 50

4.35

4.00

4.40

10.70

9.85

8.10

7.00 

6.00 

5.48 

4.90 

4.55

4.40

4.30

4.10

3.95

4.58 

4.38

4.00

3.95 

3.85

4.10

Mar.

6.85

8.50

8.68 

8.00

8.75

10.50

10.10

9 ft^

7.82

6.75 

6.12 

5.50 

5.12

4.85

4 60

4 68

5.45

5.88

5.55

8.25

8.85 

8.98

11.10

10.70 

9.50

8.20

7.25

Apr.

8.35

7.85

7.28 

6.88

6.55

7.80

7.78

7.50 

7.10 

6.50 

6.00 

5.50

5.70

5.80

5.35

5.20

5.20

5.00

4.82 

5.22

5.35

5.20 

5.80

6.30

6.70

May.

6.30

5.90

5.55

5.25

4.82

4 60

4.40

4.25

4.20

4.12 

4.05 

3.90 

4.05 

4.22

4.15

4.20

6.15

5.72

5.35

5.15

5.80 

5.90

6.60

5.78

5.65

7.50

June.

6.55

6.05

5. 55 

5.32

5.05

4.85

4.60

4.25

4.00 

3.95 

3.80 

3.80 

'3.75

3.55

3.50

3.50

3.48

3.52

3.62

3.80

3.65 

3.48

3.28

3.20

3.20

July.

3.55

3.55

3.40

3

-rc:

3.60

6.05

5.20 

5.45 

4.95 

4.40 

4.15

3.95

3.80

3.70

3.50

3

AQ

3.38

3.30

3.58 

3.45

3

0.)

3.30

3 qft

3.68

3.65

3.45

Aug.

3

00

3.20

3.20

3

Ofi

3 1 9

3.10

3 fift

0 1)1)

3.00 

3.00 

3.00 

3.00

3.00

3.00

3.00

3.60

4.00

4.35

4.40 

4.15

3

Qrt

3.90 

4 00

3.70

3.52

3.45

Sept.

3.45

3.38

3.45

3.70 

3.45

3.22

3.20 

3.12 

3.10 

3.10

3.20

3.25

3.12

3.05

3.00

3.00

3.05 

4.20

4.70

4.15

4.50

Oct.

4 50

4.18

4.05

4.00

3.88

3.78

Q '-A

3.80

4.00

4.70

5.00 

5.10 

5.00 

4.70 

4.45

4.25

4.10

3.95

3.78

4.15

5.10

5.10 

4.90

4 60

4.60 

4.50

4.30

4.20

4.00

NOV.&

3 90

3.85

3.80

3.72

3.50

q Ftf\

3

K.I)

3.50

3

Crt

3 45

3.40 

3.50 

3.50 

3.45 

3.45

3.35

3

Qrt

3

QA

3

01)

3.30 

3.30

3 OK

3.40 

3 30

3.25

Dec.&

3.40

3 40

3

AI)

3.40 

q QA

3

qK

3

qo

3

qrt

3

qrt

3

qc

3 CO

3.60 

3.60 

3.55 

3.50

3

KA

3

Krt

3

Fi(\

3

j\rt

3

Crt

q Pto

3

f-0

5.25 

5.75

5

AK

6.05 

8.05

6.90

5.45

" River frozen January 1 to 23. Ice about 1 foot thick. 

& River frozen November 28 to December 26,
HALL, JOHNSON, 

AMD HOYT,?N> ] ALLEGHENY RIVER DRAINAGE BASIN. 47

ALLEGHENY RIVER AT KITTANNING, PA.

This station, which is located at Market Street Bridge, was established August 18, 1904, by R. J. Taylor. A standard chain gage is 

bolted to the outside of the upstream hand rail in the first span from 

the left bank. The length of the chain from the end of the weight to 

the marker is 38.67 feet. Discharge measurements are made from 

the downstream foot walk of the five-span steel highway bridge to 

which the gage is attached. The initial point for soundings is the 

left end of the hand rail on the downstream side of the bridge. The 

channel, which is broken by four piers at the station, is straight for 

about 500 feet above and for 1,000 feet below. The current is swift. 

Both banks are high, clean, and do not overflow. The bed of the 

stream is composed of clean gravel, and is permanent. The water is 

approximately 3 to 4 feet deep in the first three channels and 6 to 8 

feet deep in the last two at low stages. The gage is read twice daily 

by S. B. Cochrane.

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hydrographer.

Discharge measurements of Allegheny River at Kittanning, Pa., in 1904-

Date.

September 19 . .

Hydrographer.

R. J. Taylor .......

E. C. Murphy .....

N. C. Grover.......

Width.

Feet. 

620

603

720

Area of 

section.

Sq.feet. 

2,615

2,602 

4,010

Mean 

velocity.

Ft, per sec. 

0.82

.79 

1.77

Gage 

height.

Feet. 

2.40

2.26

4.42

Discharge.

Second-ft. 

2,140

2,046

7,087

Mean daily gage height, in feet, of Allegheny River at Kittanning, Pa., for 1904.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Aug. Sept.

2.90

2.80

2.80

2.70

2.80

3.50

3.30

3.00

2.70 

2.80

2.70 

2.60

2.40

Oct.

3.80

4.00

4.00

3.80

3.40

3.10

3 no

2.80 

2.60

3.40 

3.60

4.30

Nov.

3.80

3.60

3.40

3.30

3.10

3.10

3.20

3.00

2 80

2.80 

2.80

2.80 

2.80

2.70 

(«)

(«)

Dec.6

2.30

2.60

2.70

2.50

2.50

2.60

2.50

2.30 

2.70

2.80 

2.80

2.90 

2 90

9 Oft

Day.

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

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

19

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

"n.. ................

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

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

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

*>^

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

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

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

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

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

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

Aug.

4 5Q

3.90 

3.90

4.10 

3.70

3.40

Sept.

2.20

2.40

2.20

2.20

2.10

2.00

2.00

2.00

2.00 

3.40

4.60 

4.50

4.10

Oct.

4.00

3.70

3.50

3.30

3.20

3.30

3.30

4.30

6.00 

5.70

5. 10 

4.70

4.40 

4.10

Nov.

(°)

(«)

(°)

2.50

2.40

2.40

2.40

2.30

2.40

2.40 

2.40

2.30 

2.30

2.30

Dec.&

2.90

3.00

3.30

3.20

3.00

2.90

2.90

3.40

7.30 

8.00

11.90 

12.40

10.60 

8.80

"Gage out of order. River stationary from Novemler 15 to 19, inclusive. 

& Reading taken to top of ics, December 12 to 31.
48 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

CHADAKOIN RIVER AT JAMESTOWN, N. Y.

Chadakoiri River drains Lake Chautauqua, entering Allegheny 

River in Pennsylvania, through Conewango Creek. Lake Chautauqua extends in a northwest and southeasterly direction, having its 

head at a distance of 8 miles from Lake Erie, its water surface being 

at elevation 1,308 feet above sea level or 735 feet above Lake Erie. 

The drainage area above the foot of the lake is 190.6 square miles, of 

which 20.8 square miles comprises the lake surface, which represents 

10.9 per cent of the drainage area. The land tributary to the lake is 

very rolling and the soil is impervious. Chadakoin River furnishes 

water power at numerous dams.

A gaging station was established on Chadakoin River April 3, 1904, 

by R. E. Horton. It is located at the outlet of Lake Chautauqua, 

near Jamestown, N. Y. The gage is read once each day by R. L. 

Carlson.

The observations at this station during 1904 have been made under 

the direction of R. E. Horton, district hydrographer.

Discharge measurements of Chadakoin River at Jamestown, N. Y., in 1904-

Date.

April 11.......

July 19........

Hydrographer. *

C. C. Covert .................

Area of 

section.

Sq.feet. 

385

290

Mean

velocity.

Ft. per sec. 

2.88

-1. 70

Gage 

height.

Feet. 

2.38

1.90

Discharge.

Second-ft. 

1,110

494
HALL, JOHNSON, 

AND HOYT,°N) ] ALLEGHENY RIVER DRAINAGE BASIN. 49

Daily gage height, in feet, of Chadakoin River at Jamestown, N. Y., for 1904-

Day.

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

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

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

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

Apr.

3.00

2.95

3 nn

2.95

2.85

2.85

2 80

2.80

2.70

2.80

2.65

2.60

2.70

2.60

2 60

2.60

2.40

2.40

2.30

. 2.20

2.30

9 °.n

2.30

2.40

2 on

May.

2.20

2.30

2.30

2.20

2 30

2 20

2.10

2.10

2.00

2 10

2.00

1.90

1.90

1.80

2.10

1.90

2.00

2 in

2.20

2.20

2 03

2.10

9 °.n

2.20

2 on

2.50

2.10

2.20

June.

2.40

2.50

2.80

2.40

2 60

2.60

2.40

2.40

2.30

2.20

2 on

2.10

2.00

2.10

1.90

2.10

2.00

2 in

2.10

2.00

2.20

2 00

2.10

2 00

1.80

2 no

1.80

July.

1.90

o nn

1.90

2.00

1 90

2.00

2.00

2.20

2.40

2.30

2.30

2.30

2.20

2.10

2.20

1 Oft

1.80

2.20

1 80

2.20

1 80

9 nri

2.10

2.10

1 80

9 nn

Aug.

1.90

1.70

1.60

2.20

2 on

2.00

2.10

1.80

1.80

1.70

1.80

2.10

1.70

1.70

1 Oft

1.70

1.40

1 Oft

1 Sfi

1 on

1.80

1.50

1 Qft

1.70

1 60

1.50

Sept.

1.60

1 40

1.60

1.60

i P^n

1.40

1.10

1.10

1.10

1.20

1.10

1.10

.90

1.10

1.20

1.50

1 on

1.20

1.20

1.10

on

80

80

80

1.50

1 40

1.30

1 40

i '^n

1.40

Oct.

1.20

1.50

.80

.70

.80

80

.80

.80

1.30

1.40

1.40

1.60

1.50

1.60

1.40

1.20

1.20

i 90

1.20

1 Oft

1 90

2.00

Nov.

2.00

2.00

2.00

2.00

1.80

2.00

1.60

1.80

2.00

1.80

' 1.80

1.80

1.90

1.90

1.80

1.80

1*80

1.70

1.70

1.80

1.90

1 90

2.00

2.00

2.00

1.80

1.80

1.70

Dec.

1.70

1.70

1.80

1.70

1.70

1.90

1.60

1.60

1.60

1.50

1 80

1.80

1.EO

1.50

1.40

1.40

1.5,0

1.60

1 fit)

1.50

1.60

1.40

1.50

1.50

1.60

 > 0Q

1.80

1.90

2.10

2.00

KISKIMINITAS RIVER AT SALINA, PA.

This station was established August 17, 1904, by R. J. Taylor. It 

is located at the highway bridge between the village at Salina, Pa., 

and the Pennsylvania Railroad station, and about 200 feet from the 

latter. A standard chain gage is bolted to the outside of the hand 

rail dn the downstream side of the bridge. The length of the chain 

from the end of the weight to the marker is 36.76 feet. Bench mark 

No. 1 is a chisel draft on a shelf on the downstream corner of the 

right abutment. Its elevation is 5.77 feet above the datum of the 

gage. Bench mark No. 2 is a chisel draft on the top of the downstream corner of the right abutment. Its elevation is 30.39 feet 

above the datum of the gage. Discharge measurements are made 

from the downstream side of the tw'o-span steel bridge to which the 

gage is attached. The initial point for soundings is the right end of 

the guard rail on the downstream side of the bridge. The channel is 

IKK 128 05 1
50 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

straight for about 300 feet above and for 500 feet below the station. 

The current is .swift. Both banks are high, rocky, clean, and are not 

subject to overflow. The bed of the stream is composed of rock and 

is clean and permanent. At low stages all the water passes beneath 

the right span of the bridge. Water will begin to flow beneath the 

left span when the gage reads about 1.50 to 1.70 feet. At such times 

the water in the left channel is too shallow to measure, but the velocity 

may be estimated very closely. The gage is read once each day by 

J. F. Whitesell.

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hydrographer.

Discharge measurements of Kiskiminitas River at Salina, fa., in 1904-

Date.

August 17......

Hydrographer.

R. J. Taylor.. _.___.

E. C. Murphy ......

Width.

Feet. 

153

144

140

Area of 

section.

Sq.jeet. 

222

161

132

Mean 

velocity.

Ft. per sec. 

2.48

1.74

1.32

Gage 

height.

Feet. 

1.50

1.22

1.07

Discharge.

Second-ft. 

550

281

174

Mean daily gage height, in feet, of Kiskiminitas Rirer at Salina, Pa., for 1904-

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Aug.

......

Sept.

1.15

1.15

1.35 

1.30 

1.20

1.25

1.15

1.20 

1.25 

1.60

1.60

1.65

1.50

1 30

1.35

Oct.

1.00

.90

.90

.85 

.80

1.00

1.20

1.20 

1.20 

1.20

1.50

1.52

1.60

1 60

1.50 

1.45

Nov.

1.10

1.10

1.05 

1.05 

1.05

1.02

1.02

1.00 

1.10 

1.10

1.10

1.12

1.15

1.15 

1.10

Dec.

0.90

.90

.90

.88 

.85

1.00

1.10

1.10 

1.10 

1.12

al.OO

1.00

1.00

1.00 

1.00

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Aug.

1.70

1.65 

1.80 

1.70

1.80

1.78

1.70 

1.62 

1.60

1.52

1.50

1.38

1.25

1.20

Sept.

1.40

1.40

1.40 

1..30 

1.15

1.15

1.10

1.00 

1.02 

1.02

1.00

1.00

1.00

Oct.

1.40

1.22

1.20 

1.15 

1.10

1.10

1.20

1.55 

1.45 

1.45

1.30

1.20

1.20

1.15

1.15

Nov.

1.10

1.12

1.10 

1.10 

1.10

1.10

1.05

1.05 

1.02 

1.02

1.02

1.02

1.00

1.00

Dec.

1.00

1.00

1.00 

1.00 

1.00

1.00

&1.70 

"5.00 

4.40

5.20

6.70

5.25

d8.35

d8.30

a River frozen from December 11 to 24, inclusive. 

& December 24 water running over ice.

< Ice gone. 

d Ice gorge.

BLACKLICK CREEK AT BLACKLICK, PA.

This station was established August 16, 1904, by R. J. Taylor. It 

is located at the covered wooden highway bridge one-fourth mile from 

the railway station at Blacklick. A standard chain gage is spiked to 

the floor on the upstream side of the first span near the left bank.
HALL, JOHNSON, 

AND HOYT°N'] MONONGAHELA RIVER DRAINAGE BASIN. 51

The length of the chain from the end of the weight to the marker is 

17.32 feet. The bench mark is a chisel draft on top of upstream 

corner of left-hand abutment; elevation 15.63 feet above the datum of 

the gage. During low water discharge measurements are made by 

wading just below the bridge. At high water discharge measurements are made from a coal-mine tipple crossing the stream one-fourth 

mile above the bridge to which the gage is attached. The channel is 

divided at this point by piers into three channels at both low and high 

water. The gage is read once each day by Mark Maynard.

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hydrographer.

Discharge measurements of Blacklick Creek at Blacklick, Pa., in 1904-

Date. Hydrographer.

R. J. Taylor .......

E. C. Murphy......

N. C. Grover. ......

Width.

Feel. 

205

130

100

Area of 

section.

Sq.feet. 

242

61

37

Mean 

velocity.

Ft. per sec. 

0.26

.74

.62

Gage 

height.

Feet. 

2.02

1.94

1.84

Discharge.

Second-ft. 

63

45

23

Mean daily gage height, in feet, of Blacklick Creek at Blacklick, Pa., for 1904-

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Aug.

......

Sept.

1.88

1.90

1.92

1.90

1.90

1.90 

1.'90 

1.90

2.00

2.10 

2.25

2.10 

2.02 

2.00

2.20 

2.25

Oct.

1.95

1.92

1.85

1.85

1.90

2.10 

2.15 

2.10

2.00

2

0C

2.62 

2.50 

2.45

2.30 

2 30

Nov.

2.00

2.00

1.98

1.95

1.90

1.90 

2.00

2.15

2.20 

2 25

2.30 

2.25

2.20

2 1 ^

Dec.

2 05

2.30

2 30

2.30 

(»)

(«)

(«)

(a) 

(a)

(a)

(«) 

(a)

(«) 

(a)

Day.

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

19

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

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

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

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

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

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

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

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

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

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

30

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

Aug.

2.15

2.02

2.20

2.32 

2.42

2.25

2.50

2

f>K

2.08 

1.98 

1.95

1.90

Sept.

2.15

2.00

2 no

1.95

1.90

1.90 

1.95 

1.95

2.00

2.02 

2.05

2.02 

2.00 

2.00,

Oct.

2 00

O O£

2.65 

2.55 

2 45

2.30

2.20

2.15 

2.10 

2.10

2.00

Nov.

2.15

2.15

2.12

9 on

O ftft

1.98 

1.95 

1.90

2.00

2.00 

2.00

2.00 

2.00 

2.05

Dec.

(a)

(a)

(«)

(a)

(a)

(a) 

(a) 

( &)

4.20

3.90 

6.90

5.30 

4.30 

3.80

3.70

«Ice. bice went out.

MONONGAHELA RIVER DRAINAGE BASIN.

Monongahela River is formed near Fairmont in 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
52 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

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

draining a hilly and mountainous country. The West Fork has its 

headwaters west of those of Tygarts Valley River in the central 

part of West Virginia; thence they flow northerly, 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 

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

slopes and collect and discharge their waters quickl}T , 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 

quite thoroughly cleared except about the upper waters of the principal streams. Little water power is used in the basin. Navigation 

extends to Fairmont.

CHEAT RIVER NEAR MORGANTOWN, W. VA.

A cable station was established July 8, 1899, by E. G. Paul, at 

Uneva, about 7 iniles from Morgantown, W. Va. On July 26, 1901, 

the cable was moved about 1 mile downstream, in order to secure a 

more satisfactory cross section and better facilities for observing gage 

heights. An inclined timber gage was established at the present station August 21, 1902. It is located 275 feet below the cable and is 

inclined up to 6.5 feet, above which point readings are taken on a vertical timber spiked to an ash tree. On September 28, 1904, a standard 

chain gage was installed by N. C. Grover on the new steel bridge, 

known as Ice's ferry bridge, and near the site of the first cable, and 

both gages have been read during the remainder of the }T ear. They 

were set to read the same, and their records have checked very closely. 

The published record is that for the inclined gage. The channel is 

straight for about 800 feet above and 1,200 feet below the station. 

The right bank is low and liable to overflow; the left bank is high. 

The bed of the stream is of rocks and gravel and the current is sluggish. The bench mark is a mark on the face of a sandstone rock at 

the edge of the road, 20 feet downstream and 30 feet back from the 

gage. Its elevation above gage datum is 21.13 feet.

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hj^drographer.
HALL, JOHNSON, 

AND HOYT.°N> ] MCMSTOTSTGAHELA EIVEE DEAHSTAGE BASIN. 53

Discharge measurements of Cheat River near Morgantown, W. Fa., in 1904-

. Date.

July6. ...........

Hydrographer.

J.C. HoytandW.E.

Hall. 

R. J. Taylor .......

Width.

Feet. 

300

275

Area of 

section.

Sq.feet. 

1,226

887

Mean 

velocity.

Feet per sec. 

0.63

.15

Gage 

height.

Feet. 

2.60

2.00

Discharge.

Sec.-feet. 

773

136

Mean daily gage height, infect, of Cheat Rimr near Morgantown, W. Va., for 1904-

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

«8.50

11.00

11.00

11.00

11.00

11.00

11.00

11.00

11.00 

11.00

11.00

11.00 

11.00

11.00

11.00

11.00

11.00

11.00

«21.00

& 10. 80

7.50

5.95

5.05

3.80

3.60

Feb.

3.60

3.25

3.15

3.00

3.00

4 90

6.30

5.35

4.65 

4.00

3.60

3.65 

3.80

3.40

2.95

3.15

3.00

3.15

3.65

5.70

5.45

6.05

5.40

4.65

Mar.

6.80

7.20

8.30

6.40

5.50

6.10

7.40

6.60

5.70

5.15 

5.05

4.90

4.55 

5.15

4 95

4.40

4.35

4.45

5.10

5.65

8.20

7.80

6.30

5.85

5.30

4.65

4.30

4.35

Apr.

6.40

6 50

5.95

5.10

4.55

4.30

4.15

4.05

4.05

4.15 4.00" 

3.85

3.80

3.85 

3.70

3.95

5.05

4.65

4.25

3.80

3.60

3.45

3.35

3.55

4.70

6

Ofl

May.

4.95

5.00

4 55

3.95

3.55

3.75

3.75 

3.45

3.30

3.25 

3.40

3.70

6.70

6.30

6.20

4 90

4.45

4.10

4.05

3.55

June.

3.45

3.50

3.90

3.85

4 go

3.85

3.70

3.50 

3.30

3.10

2.90

2.85

2.85

2 75

9 Q^i

2.70

3.25

4.30

4.75

3.45

3.30

2 95

il OC

2

0£

O flC

July.

3.65

3.35

3.00

3.40

3.30

3.55 

3.50

3.35

3.05 

2.80

2.70

2 55

2 55

2.75

3.00

3.25

2.80

2.45

2 re

2.45

2 50

2.20

Aug.

2.15

2.25

2.15

2.55

2 35

2.15

2.05

2.05 

2.00

2.05

2.05 

2.05

1 Q^

1 Q^

2 00

i oX

2.35

2.10

2.40

2.55

2.05

1 Q^

1.85

Sept.

1.80

1.85

1.85

1.85

1.85

1.80

1.75

1.75

1.75

1.75

1.75 

1.75

1.75

1.85 

1.85

2.10

1.95

1 Qfl

2.20

1.90

1.85

1 80

1.75

1.75

1.70

1.60

Oct.

1.60

1.85

1.90

1.90

1.90

1.85

1.85

1.90

1.80

1.90

1.95 

2.00

2.05

2.75 

2.30

2.20

2.15

2. 05

1.90

2.00

2.00

2.10

2.10

2.10

ft 0(]

2.00

Nov.

1.90

1.90-

1.90

1.90

1.8C

1.80

1.80

1.80 

1.80

1.80

1.80 

1.90

1.95

1.88

i on

1 90

2.05

2.10

2.35

2.45

2 35

2 n^

2.10

Dec.

2.00

2.05

2.20

2.10

2.10

2.60

2.50

2.50

2.50

2.40

2.35 

2.20

2.15

2.05 

2.15

2.15

2.10

2.20

2.15

2.10

2.00

2.60

7.20

7.20

6.80

5.40

4.20

3.85

alee gorge January 3 to 22. 6 Ice passed out January 23.
54 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

YOUGHIOGHENY RIVER AT FRIENDSVILLE, MD.

Youghiogheny River rises in Garrett County, McL, flows in a northwesterly direction into Pennsylvania, and is tributary to Monongahela River 15 miles above Pittsburg. Its source is on the western 

slope of the Allegheny Mountains, at an elevation of about 2,900 feet. 

The average fall of the stream for 19 miles above its mouth is about 

2 feet per mile, but above this point it soon increases to an average 

fall of nearly 5 feet per mile. The river is liable- to excessive freshets and the height of floods above low water ranges between 15 and 

.30 feet. The following heights of the high water of. February, 1897, 

above low-water stage, at various points in Pennsylvania, were furnished by George M. Lehman: Whikett, 13 feet; Jacobs Creek, 10 

feet; Smithton, 14 feet; Port Royal, 17 feet; Snyder, 16 feet; West 

Newton, 20 feet; Suterville, 22 feet; Buena Vista, 26.5 feet; Coulterville, 28.5 feet; Boston, 29 feet; McKeesport, 28.5 feet.

A measurement of the flow of Youghiogheny River was made 

October 13, 1892, with surface floats, at Ohiopyle, Pa., by Kenneth 

Alien, in connection with an investigation of a water supply for the 

works of the H. C. Frick Coke Company. It was during a period of 

extreme drought, and the discharge was found to be 106 second-feet.

The station at Friendsville, Md., was established by E. G. Paul on 

August 17,1898. The standard chain gage is located on the upstream 

side of the right span of the bridge and is nailed to the guard rail. 

The length of the chain from the end of the weight to the marker is 

20 feet. A United States Geological Survey bench mark consisting 

of an aluminum tablet disk marked "1501," is set in the foundation 

corner stone of the southeast corner of Friend's store; elevation 33.17 

feet above the datum of the gage. The initial point for soundings is 

a point 15 feet back from the face of the right abutment on the 

upstream side of the bridge. Measurements are made from the iron 

highway bridge connecting the east and the west portions of the village. The channel is straight for several hundred feet above and 

below the bridge. The bed is rocky and the banks are high and not 

subject to overflow. The gage is read twice daily by J. H. Cuppet. 

This station was discontinued December 31, 1904.

^The observations at this station during 1904 have been made under

the direction of N. C. Grover, district hydrographer.

«

Discharge measurement of Youghioghney River at Friendsville, Md., in 1904-

Date.

July 7.........

Hydrographer.

J.C.HoytandW.E.

Hall.

Width.

Feet. 

145

Area of 

section.

Sq. feet. 

344

Mean 

velocity.

Ft. per sec. 

0.46

Gage 

height.

Feet. 

4.30

Discharge.

Second-ft. 

157
HAANDJHOYT°NI ] MONONGAHELA BIVEE DBAlNAGE BASIN. 55

Mean daily gage height, in feet, of Youghiogheny River at Friendsville, Md., for 1904-

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

19

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

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

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

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

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

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

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

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

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

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

Jan. a

4.30

4.30

4.30

4.30

4.30 

4.30

4.30

4.30

*4.30 

4.30

4.30

4.30

4.30 

4.30 

4.30 

4.30

5.40

5.90 

6.30

7.50

8.20

8.60

9.40

6.70

6.00

5.70

5.50

5.60

5.80

5.70

5.50

Feb. «

5.40

5.10

5.00

4 80

4.60 

4.50

6.30

6.00

6.50 

6.30

6.20

5.90

5.90 

5.90 

5.90 

5.90

5.90

5.90

5.90

5.90

6.40

6.20

6.00

6.30

6.80

7.40

7.60

8.20

Mar.

8.00

7.60

6.10 

6.00

5.90

6.30

6.60 

6.40

6.20

5.90

5.70 

5.40 

5.20 

5.00

4.90

4.80

5.20

5.30

5.60

5.80

5.60

5.70

5.90

6.00

6.30

6.20

6.10

5.90

Apr.

5.70

5.60

5.50

5.50

5.30 

5.10

5.10

5.20

5.10 

5.00

5.00

4.90

4.80 

4.80 

4.70 

4.80

4.80

4.80 

4.80

4.70

4.70

4.70

4.80

4.80

5.20

5.60

5.80

5.40

May.

5.40

5.30

5.30

S

on

5.20 

5.10

4.90

4.80

4.60

4.60

4.60 

4.50 

4.50

5.30 

6.70

6.80

6.70

6.50

5.80

5.50

5.20

5.00

5.00

5.00

June.

4.90

4 90

4.90

4 90

4.80 

4.80

4.70

4.90

4.80 

4.70

4.60

4.50

4.40 

4.40 

4.30

4.30

4 kn

4.40

4.50

4.50

4.80

4.50

4 50

July.

4.60

4.50

4.50

4.50 

4.40

4.30

4.40

4.50 

4.50

4.60

4.50

4.50 

4.40 

4.30 

4.20

4.20

4.00

4.00

4.10

4 00

4.10

Aug.

4.00

4.00

4.10 

4.00

3.90

3.90

3.90 

3.90

3.80

3.80

3.80 

3.80 

3.70 

3.70

3.70

3.70 

3.70'

3.70

3.80

3.80

3.80

3.90

3.90

3.90

3.80

3.80

3.80

3.80

3.80

Sept.

3.30

3.80

3.80

3.80

3.80 

3.80

3.80

3.80

3.80 

3.80

3.80

3.80

3.80 

3.80 

3.80 

3.80

3.80

3.80 

3.80

3.80

3.80

3.80

3.80

3.80

3.80

3.80

3.80

3.80

3.80

3.80

Oct.

3.80

3.80

3.80

3.80

3.80 

3.80

3.90

3.90

3.90 

3.90

3.90

3.90

3.90 

3.90 

3.90 

3.90

3.90 

3 on

3.90

3.90

3.90

3.90

3.90

3.90

3.90

Nov.

3.80

3.80

3.80

3.30

3.80 

3.80

3.80

3.80

3.80 

3.80

3.80

3.80

3.80 

3.80 

3.80 

3.80

3.80 

3.80

3.80

3.80

3.90

3.90

Dec.a

3.90

3.90

3.90

3.90

3.90 

3.90

3.90

3.90

3.90 

3.90

3.90

3.90

3.90 

3.90 

3.90 

3.90

3.90

3.90

3.90

4.60

4.80

5.90

7 80

8.60

8.30

7.50

6.70

5.90

5.40

5.10

« Frozen during portions of January, February, and December.

Rating table for Youghiogheny River at Friendsville, Md., from January 1, 1902, to

December 31, 1904.

Gage 

height.

Feet.

3.6

3.65

3.7

3.75

3.8

3.85

3.9

3.95

4.0

4.1

4.2

4.3

Discharge.

Second-feet.

12

18

25

35

45

55

65

77

90

120

150

185

Gage 

height.

Feet.

4.4

4.5

4.6

4.7

4.8

4.9

5.0

5.1

5.2

5.3

5.4

5.5

Discharge.

Second-feet.

230

280

340

400

464

530

600

685

770

862

955

1,050

Gage 

height.

Feet.

5.6

5.7

5.8

5.9

6.0

6.1

6.2

6.3

6.4

6.5

6.6

6.7

Discharge.

Second-feet.

1,150

1,260

1,372

1,486

1,600

1,714

1,828

1,942

2,056

2,170

2,284

2,398

Gage 

height.

Feet.

6.8

6.9

7.0

7.2

7.4

7.6

7.8

8.0

8.5

9.0

9.5

Discharge.

Second-feet.

2,512

2,626

2,740

2,968

3,196

3,424

3,652

3,880

4, 450

5,020

5,590

The above table is applicable only for open-channel conditions, 

defined.

Curve not well
STREAM MEASUREMENTS IN 1904, PAST V. INO. 128.

Estimated monthly discharge of Youghiogheny River at Friendsville, Md.,for 1904. 

[Drainage area, 295 square miles.]

Month.

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

February a ...... ..............

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

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

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

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

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

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

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

November ....................

December a ...................

The year ...............

Discharge in second-feet.

Maximum.

5,476 

4,108 

3,880 

1,372 

2,512 

530 

340 

120 

45 

65 

65 

4,564

5, 476

Minimum.

185 

280 

464 

400' 

230 

185 

90 

25 

45 

45 

45 

65

25

Mean.

1,159 

1,667 

1,551 

703 

883 

351 

185 

55.3 

45 

61.1 

49.7 

802

626

Run-off.

Second-feet 

per square 

mile.

3.93 

5.64 

'5.26 

2.38 

2.99 

1.19 

.627 

.187 

.153 

.207 

.168 

2.72

2.12

Depth in 

inches.

4.53 

6.09 

6.06 

2.66 

3.45 

1.33 

.723 

.216 

.171 

.239 

.187 

3.14

28.80

a Januarj', February, and December approximate on account of ice during portions of the months. 

YOUGHIOGHENY RIVER NEAR CONFLUENCE, PA.

This station was established September 15, 1904, by E. C. Murphy. 

It is located at the highway bridge about one-half mile from the railway station at Confluence, Pa. A standard chain gage is fastened to 

the downstream hand rail of the bridge. The length of the chain 

from the end of the weight to the marker is 23.23 feet. Bench mark 

No. 1 is a cross on the head of a rivet in the bedplate at the right 

abutment on the downstream side. Its elevation is 20.53 feet above 

the datum of the gage. Bench, mark No. 2 is a cross on the lower 

chord of the bridge under the gage box. Its elevation is 20.28 feet 

above gage datum. Discharge measurements are made from the 

upstream side of the two-span steel bridge to which the gage is 

attached. The initial point for soundings is the center of the bridge 

pin over the right abutment on the upstream side of the bridge. The 

channel is straight for about 200 feet above and for 500 feet below the 

station. The current is swift. The right bank is high and does 

not overflow. The left bank is low, clean, and overflows during high 

water. The bed of the stream is rocky. There are two channels at 

all stages. There is a small cobble-stone dam about 4 to 6 inches 

high under the bridge. The gage is read once daily by L. L. Mountain.

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hydrographer.
HAALNDTHOYT°N> ] MONOtfGAHELA RIVEB DRAINAGE BASIN*. 57

Discharge measurements of Youghiogheny River near Confluence, Pa., in 1904-

Date.

July '7«.. ---.-.

Hydrographer.

E.G. Murphy......

N.'C. Grover........

Width.

Feet. 

235

78

190

Area of 

section.

Kq.feel. 

379

64

80

Mean 

velocity.

Fee t per sec. 

1.40

.55

.54

Gage 

height.

Feet.

1.30

1.37

Discharge.

Sec.-feet. 

530

35

43

"Measured at railroad bridge below junction of Casselman River. 

Mean daily gage height, in feet, of Youghiogheny River near Confluence, Pa. , for 1904.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Sept.

1.35

Oct.

1.30

1.30

1.25

1.25

1.25

1.25

1 30

1.35

1.35

1 40

1.40

1.40

1.70

1.65

Nov.

1.35

1.35

1.35

1.35

1.30

1.30

1.30

1.30

1.36

1 qfi

1.35

1.35

1.35

1.35

Dec.

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

(«)

(a)

(«)

(«)

(«)

(«)

Day.

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

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

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

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

oo

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

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

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

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

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

29

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

Sept.

1.35

1.35

1.35

1.35

1.40

1.55

1.50

1.40

1.40

1.35

1.35

1.35

Oct.

1 60

1.60

1.50

1.45

1.40

1 40

i 4ft

1.40

1.40

1.40

1 40

1.35

1.35

1.35

1.35

Nov.

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1 40

1.40

1.40

Dec.

&1.60

(«)

(«)

(«)

(a)

(a)

(«)

c4.80

4.25

4

KA

4.90

3.80

3.00

2.70

a Frozen. f> Hole cut in ice and gage read to surface of water. c Ice gone out. 

CASSELMAN RIVER AT CONFLUENCE, PA.

This station was established September 15, 1904, by E. C. Murphy. 

It is located at the highway bridge in Confluence, Pa., about 500 

yards from the railroad station. A standard chain gage is fastened 

to the upstream hand rail of the bridge. The length of the chain 

from the end of the weight to the marker is 21.41 feet. Bench mark 

No. 1 is a chisel draft marked with paint on the right abutment on 

the downstream side. Its elevation is 17.88 feet above the datum of 

the gage. Bench mark No. 2 is a cross on the top of the lower chord 

of the bridge near the gage. Its elevation is 18.61 feet above the 

datum of the gage. Discharge measurements are made from the 

upper side of the two-span steel bridge to which the gage is attached. 

The initial point for soundings is the center of the bridge pin over the 

right abutment on the upstream side. The channel is straight .for 200 

feet above and for 500 feet below the station. The current is swift. 

The right bank is high, and is not subject to overflow. The left bank
58 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

is low and overflows during extreme high water. The bed of the 

stream is covered with bowlders and there is some vegetation. There 

are two channels at all stages. The gage is read once each day by 

L. L. Mountain.

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hydrographer.

Discharge measurements of Casselman River at Confluence, Pa., in 1904.

Date.

JulyS.........

September 12 . .

Hydrographer.

E.G. Murphy......

Width.

Feet. 

230

194

220

Area of 

section.

Sq.feet. 

279

123

107

Mean 

velocity.

Ft. per sec. 

0.80

.36

.27

Gage 

height.

Feet.

1.65

1.50

1.49

Discharge.

Second-ft. 

224

44

29

Mean daily gage height, in feet, of Casselman River at Confluence, Pa., for 1904.

Day.

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

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

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

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

5........

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

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

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

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

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

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

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

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

14

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

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

Sept.

1.55

Oct.

1.40

1 40

1.40

1.35

1.35

1.35

1.35

1.40

1.45

1.45

1.50

1.50

1.50

1.60

1.60

1.55

Nov.

1.45

1 d^

1.45

1.45

1.40

1.40

1 40

1.40

1.40

1 40

1.40

1.40

1.40

1.40

1.40

1.40

Dec.

1.55

1 55

1 55

1.55

1.55

1.55

1 55

1.55

1.55

(a)

(a)

(a)

(a)

(a)

(«)

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Sept.

1.55

1.50

1.45

1.45

1.55

1.50

1.45

1.45

1.45

1.50

1.50

1.45

1.45

1.45

Oct.

1.50

1.50

1.45

1.40

1.50

1.50

1.50

1.50

1.50

1.50

1.46

1.45

1.45

1.45-

1.46

Nov.

1.45

1.45

1.45

1.50

1.50

1.50

1.50

1.55

1.55

1.55

1.55

1.55

1.55

1.55

Dec.

&1.60

(a)

(a)

(a)

(a)

(«)

(a)

bl.95

«3.35

2.70

2.95

4.10

3.00

2.05

2.15

«Ice. & Hole cut in ice and gage read to surface of water. < Ice gone out 

LAUREL HILL CREEK AT CONFLUENCE, PA.

This station was established September 15, 1904, by E. C. Murphy. 

It is located at the highway bridge near the tannery, about one-fourth 

of a mile from the railroad station at Confluence, Pa. A standard 

chain gage is fastened to the downstream hand rail of the bridge. 

The length of the chain from the end of the weight to the marker is 

17.55 feet. Bench mark No. 1 is a cross on the top of a bolt in the bed 

plate of the bridge at the right abutment. Its elevation is 14.16 feet 

above the datum of the gage. Bench mark No. 2 is a cross on the 

lower chord of the bridge under the gage box. Its elevation is 14.74 

feet above the gage datum. Discharge measurements are made from 

the lower side of the single-span steel bridge to which the gage is
HALL, JOHNSO 

AND HOYT

ON,"] 

' J

MAHONING RIVER DRAINAGE BASIN. 59

attached. The initial point for soundings is the center of the bridge 

pin over the left abutment on the left side of the, bridge. The channel is straight for about 25 feet above and for 300 feet below the 

station. The current is swift. The right bank is low, clean, and subject to overflow during high water. The left bank is high and not 

subject to overflow. The bed of the stream is composed of rough 

cobblestones and is permanent. There is one channel at all except 

freshet stages. The gage is read daily by L. L. Mountain.

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hydrographer.

Discharge measurements of Laurel Hill Creek at Confluence, Pa., in 1904-

Date.

JulyS.........

September 27 . .

Hydrographer.

Hoyt and Hall. ....

B.C. Murphy......

N. C. Grover. ......

Width.

Feet. 

83

80

84

Area of 

section.

Sq.feet. 

156

91

84

Mean 

velocity.

Ft. per sec. 

0.80

.30

.19

Gage 

height.

Feet. 

2.14

1.78

l.,75

Discharge.

Second-ft. 

125

27

16

Mean daily gage height, in feet, of Laurel Hill Creek at Confluence, Pa., for 1904-

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Sept.

1.80

Oct.

1.65

1.65

1.60

1.60

r.eo

1.60

1.60

1.65

1.65

1.65

1.80

1.80

1.80

1.75

1.70

1.70

Nov.

1.60

1.60

1.60

1.60

1.60

1.60

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.65

Dec.

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

« 1.70

1.75

1.75

1.75

1.80

1.80

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Sept.

1.80

1.70

1.65

1.65

1.70

1.70

1.65

1.65

1.65

1.65

1.75

1.75

1.70

1.65

Oct.

1.70

1.65

1.60

1.60

1.60

1.60

1.60

1.60

1.70

1.70

1.65

1.65

1.65

1.60

1.60

Nov.

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

Dec.

. 1.80

1.85

1.85

1.85

1.85

1.85

1.90

&3.00

3.35

2.70

3.40

£.60

3.00

2.50

2.40

« River frozen from December 11 to 23. 6 Ice gone out.

MAHONING RIVER .DRAINAGE BASIN.

Mahoning River rises in the northwestern part of Columbiana 

County, Ohio, flows north, then turns southeast, entering Ohio River 

at Beaver, in Beaver County, Pa. This 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 numerous towns along its course. Among
60 STREAM MEASUREMENTS IN 1904, PART v. [NO. 128.

them is Youngstown, Ohio, where the United States Geological Survey 

station is maintained. Its drainage area at Youngstown is 958 square 

miles.

MAHONING RIVER AT YOUNGSTOWN, OHIO.

This station was established May 23, 1903, by E. Winthrop Pratt, 

and is located about 2 miles below the center of the city of Youngstown, 

at the highway bridge near the plant of the Hazelton Steel Company. 

The vertical gage, consisting of a 1-inch by 6-inch board nailed to 

stakes driven in the river bed 15 feet from the east abutment, was 

used up to September 23, 1903, at which time a standard chain gage 

was installed, having a length of 25.36 feet from the end of the weight 

to the marker. The gage is read once each day by John McVean. 

Discharge measurements are made from the single-span highway 

bridge, to which the gage is attached. The initial point for soundings 

is the face of the parapet wall of the east abutment on the upstream 

side. The channel is straight for about 800 feet above and 200 feet 

below the bridge and is 200 feet wide between abutments. Both 

banks are high and are subject to overflow only at high water. The 

section is fairly regular and the bed of the stream is composed of 

gravel and small bowlders, probably not subject to change.

Bench mark No. 1 is the top of the copper plate on the face of the 

east abutment near the upstream corner. It is 9.37 feet above gage 

datum. Bench mark No. 2 is the northwest corner of the bridge seat 

of the west abutment. It is 17.12 feet above gage datum. Bench 

mark No. 3 is a cut in the end stone of the second tier from the top of 

the north wing wall of the west abutment. It is 21.34 fee,t above 

gage datum. Bench mark No. 4 is a cut in the top hand rail at a point 

35 feet from the east abutment on the upstream side. It is 25.88 feet 

above gage datum. The elevation of the center of the pulley on which 

the chain of the gage runs is 23.61 feet above gage datum.

The observations at this station during 1904 have been made under 

the direction of E. Johnson, jr., district hydrographer.

Discharge measurements of Mahoning River at Youngstown, Ohio, in 1904-

Date.

March 8.......

April 16 ..'.._..

May 18........

July 26........

August 24 .....

September 15..

November 3 ...

Hydrographer.

R. W. Pratt. .......

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

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

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

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

.....do ......... ::..

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

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

Width.

Feet. 

162

192

152

144

150

' 155

135

153

Area of 

section.

Sq.feet. 

654

1,624

503

393

361

437

335

360

Mean 

velocity.

Ft. per sec. 

2.16

4.50

1.38

.56

.45

1.04

.21

.30

Gage 

height.

Feet. 

2.50

7.80

1.86

1.07

.80

1.35

.65

.74

Discharge.

Second-jt. 

1,413

7,322

694

219

164

455

66

108
HALL, JOHNSON 

AND HOYT°N'] MAHONESTG RIVER DRAINAGE BASIN. ~ 61

Mean daily gage height, in feet, of Mahoning River at Youngstown, Ohio, for 1904-

Day.

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

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

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

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

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

Q

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

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

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

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

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

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

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

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

IS..............

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

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

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

22

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

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

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

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

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

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

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

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

Jan.a

1.00

.90

.85

.70

.70

.70

.85

.80

.70

.70

.80

.80

90

.80

.70

.90

.80

90

1.20

4 30

14. 15

15.00

9.70 

4.50 

3.60

2

KA

2.30

2.00

1.50

Feb.a

i ^n

1.20

1.00

1.10

1.20

1 Q(\

7.20

30.00

5.50

3

CA

2*20

1 QO

1 50

1 OA

1 Ofk

on

on

80

1.00

1 60

I

Qfk

1.90 

1.50 

1.90 

on

1.00

Mar.

9 10

5.70

7.90

4.00

O Kfk

2 HO.

1 QO

1.70

1.60

1.50

4.70

5.40

4 90

3.50 

9.20 

10. 20

5.40

3.50

3.50

Apr.

-10 AA

12 60

7.00

2.20

2.10

2.70

2.40

2.20

1 90

i fin

1.70

1.70

i ^n

1.40

1 30

1.20

1.20

1.50 

2.50 

3.70 

3 on

4.80

7.10

May.

5.40

4.10

3.00

1 90

1.60

1.40

1 30

i ^n

1.10

1.10

1 00

1 00

1.10

1 00

1.10

3.10

4 50

3

0A

2 20

1 Qfi

4.70 

5.50 

10.10 

8.70

4.40

June.

9 00

11.40

10.10

9 go

2.20

1.80

1.50

i 4n

1.20

1.10

1.00

1 00

90

90

.70

.70

90

1.10

1 40

-1 Af\

1.10 

.80 

.80 

.70

.70

July.

0.60

Qfk

.80

.80

1.10

i ^n

2.40

2.60

2.20

i on

1 40

1 40

i on

1.20

1.20

1.10

.80

.80

Qfi

.70

.70

«n

.60 

.70 

.85 

.87

.90

.69

.61

Aug.

0.96

.77

.81

.70

.76

.72

.68

.76

7^

.78

.77

7^

69

.70

.98

94

1 Oft

1.40

1.25

1.17 

2.05 

2.25

1.15

1.02

93

Sept.

0.88

.65

.62

60

.58

.82

7K

.65

.80

fin

80

.82

.66

.61

.62

.44

.65

.52

.50

.53

.46 

.72 

.50 

.58

.45

.41

Oct.

40

.35

.35

.61

.61

.34

.52

.55

.66

.59

.55

.55

.65

.61

.70

50

.58

80

PL1

.55

.55 

.57 

.56 

.72

.81

.60

.64

Nov.

0.71

' .70

.72

.71

KG

.67

.67

.70

.75

.70

.55

.80

.70

.75

.50

71

.73

.71

. 55

.64

.62 

.50 

.50

.64

.65

Dec.

.66

.'64

.68

.68

.70

.78

.65

.50

.60

.60

.52

.58

.72

.70

.71

.60

.40

.50

.45

.50

ftQ

.70

1.00 

1.40 

2.48 

3.20

1.81

1.80

1.82

alee conditions January and February.

Rating table for Mahoning River at Youngstotvn, Ohio, from May 23, 1903, to December

31, 1904.

Gage 

height.

Feet.

0.5

. 6

. /

.8

.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

Discharge.

Second-feet.

8

52

98

146 195'

245

295

345

395

450

510

570

630

690

Gage 

height.

Feet.

1.9

2.0

2.1

2.2

2.3

2.4

2.5

2.6

2.7

2.8

2.9

3.0

3.2

3.4

Discharge.

Second-feet.

750

*10

880

950

1,020

1,090

1,160

1,230

1,300

1,370

1,450

1,530

1,690

1,850

Gage 

height.

Feet.

3.6

3.8

4.0

4.2

4.4

4.6

4.8

5.0

5.5

6.0

6.5 7.'0

7.5

8.0

Discharge.

Second-feet.

2,010

2, 190

2,390

2,610

2,830

3,070

3,310

3,550

4,200

4,870

5,620

6,420

7,270

8,140

Gage 

height.

Feet.

8.5

9.0

. 9.5

10.0

10.5

11.0

11.5

12.0

13.0

14.0

15.0

Discharge.

Second-feet.

9,100

10, 120

11,170

12, 240

13, 400

14, 600

15, 800

17,000

19, 400

21, 800

24, 200
STBEAM MEASUREMENTS IN 1904, PART V. [NO. 128.

The foregoing table is applicable only for open-channel conditions. It is based 

upon 15 discharge measurements made during 1903 and 1904. It is well denned 

between gage heights 0.9 foot and 2 feet. The table has been extended beyond these 

limits. The curve is very unsatisfactory below 0.9 foot gage height. This is probably due to the dam below this station; at low stages the water may even fall below 

the crest of the dam. Above gage height 10.4 feet the rating curve is a tangent, the 

difference being 240 per tenth.

Estimated monthly discharge of Mahoning River at Youngstown, Ohio, for 1904- 

[Drainage area, 958 square miles.]

Month.

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

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

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

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

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

November ..................

Discharge in second-feet.

Maximum.

12, 700 

19, 400 

12, 470 

15, 560 

1,230 

985 

185 

151 

146 

1,690

Minimum.

510 

345 

245 

52 

52 

84 

1 

0 

8 

0

Mean.

4,726 

2,615 

1,959 

1,686 

310 

236 

70.2 

47.3 

79.6 

228

Run-off.

Second-feet 

per square 

mile.

4.93 

2.73 

2.04 

1.76 

.324 

.246 

.073 

.049 

.080 

.238

Depth in 

inches.

5.68 

3.05 

2.35 

1.96 

.374 

.284 

.081 

.056 

.093 

.274

MTJSKINGTJM RIVER DRAINAGE BASIN.

Muskingum River is formed by the junction of Walhonding and 

Tuscarawas rivers in the east-central part of Ohio, flows south, and 

enters Ohio River at Marietta, Ohio. In this drainage basin the 

United States Geological Survey operates a station on Licking River 

at Pleasant Valley, Ohio.
HALL, JOHNSON, 

AND HOYT. J MUSKINGUM RIVER DRAINAGE BASIJST. 63

LICKING RIVER AT PLEASANT VALLEY, OHIO.

This station was established November 14, 1902, by Benjamin H. 

Flynn. It is located at the highway bridge, 300 feet north of the railroad station at Pleasant Valley, Ohio. A standard chain gage is 

attached to the bridge. The length of the chain from the end of 

the weight to the marker is 20.93 feet. The gage is read once each 

day by A. B. Lebold. Low-water measurements are made by wading, 

and high-water measurements from the bridge to which the gage is 

attached. The channel is straight for 200 feet above and 500 feet 

below the station. The banks are high and not liable to overflow, 

except in extreme floods. The bed of the stream is composed of 

gravel and clay. Bench mark No. 1 is three copper nails driven 

into a willow tree about 400 feet to the right of the right end 

of the bridge, arranged in a vertical position, and having elevations 

respectively 14.92,15.92, and 16.92 feet above the datum of the gage. 

Bench mark No. 2 is a nail driven into the outside guard timber near 

the gage box and has an elevation of 21.52 feet above the datum of 

the gage.

The drainage area at Pleasant Valley is 696 square miles. Licking 

River flows into the Muskingum at Zanesville, Ohio.

Discharge measurements of Licking River at Pleasant Valley, Ohio, in 1904-

Date.

May 7 .........

May 23.. ......

June 27 « ......

July2«.. ......

July 16 ........

August 27 ......

September 24 a .

October 29 «...

November 26 « .

Hydrographer.

R. W.Pratt.. ......

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

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

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

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

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

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

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

Width.

Feet. 

66

61

74

95

177

65

53

71

53

Area of 

section.

Sq.feet. 

249

204

53

77

176

61

36

61

35

Mean 

velocity.

Ft. per sec. 

1.65

1.59

3.31

2.17

2.40

2.68

2.00

2.75

2.23

Gage 

height.

Feet. 

2.61

2.32

1.74

1.75

2.90

1.87

1.54

2.00

1.56

Discharge.

Second-ft. 

412

324

176

167

422

163

72

168

78

a Wading.
64 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

*

Mean daily gage height, in feet, of Licking River at Pleasant Valley, Ohio., for 1994-

Day.

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

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

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

9

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

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

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

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

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

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

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

17...........:..

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

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

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

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

25.1............

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

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

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

29

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

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

Jan.a

2.80

2 70

2.20

2.30

9 QfY

2.40

2

tr\

o 5Q

2.50 

2.40 

2.40 

2.30 

2.30 

2.30

2.40 

2.40 

2 5Q

2.60 

14.25

1 Q 9rt

7.80

4 60

4.50 

4.50

4 40

4.00 

3.70

Feb.a

3.40

3.20

3.00

2.90

2.90 

3.00

4.70 

8.90

5 40

3.20 

2.90 

2.80 

2.70 

2.60 

2 60

2 60

2.50 

2.40

2.30 

8.70 

6 90

8.70

5 An

3.80

3.60 

3.60

3.50

Mar.

4 90

4.10

5.30

7.70

4.10 

3.30

7.10 

6.50

3

QQ

3.50 

3.30 

3.30 

3.10 

3.70 

3.30

3.40

3.50 

4.90 

4.00

3.60 

3.80

5 Oft

5 nn

Q on

7 50

12.20 

6.40

4 80

4.20, 

6.60

Apr.

5.20

4.30

3.90 

3.70

3 on

3 *711

3.50 

3.50 

3.40 

3.30 

3.20 

3 in

2 90

2.80 

2.60 

2.50

2.50 

2.50

5 Oft

6.10 

5.30

5 40

4.70

May.

4.10

3.80

3.50

3.30

3.10 

2.90

2.80 

2 60

2 50

2.40

2.30 

2.30 

2.20 

2.20 

2.20 

2 20

2.20 

2.30 

2.30

2.30 

2.20 

2.20

2 40

2 30

2.70

2.50 

2.30

2.10

2.20 

2.60

June.

5.80

4.40

3.00 

'2.70

2.50 

2.40

2.30

2.20

2.20 

2.10 

2.00 

2.00 

1.90 

1.90

2 00

1.90 

1.90

2.00 

2.60 

2 30

1 90

1.80

1.80 

1.70

1.90

1.90

July.

1.80

1.80

1.70

1.70

1.70 

1.70

9.20

6.80

5.30

4.30 

3.901 

4.60 

4.00 

3.30 

3.00

2.80

2.60 

2.50

2.30 

2.30 

2.20

2.20

2 1(1

2.00

2.00 

2.00

3.70

2.30 

2.10

Aug.

2.00

2.20

2.00

1.90

1 Oft

1.80 

1.80

I

on

1.80

1.80 

1.70 

1.70 

1.70 

1.70 

1.70

1.90

1.80 

1.80 

1.80

1.80 

1.80 

1.80"

1.80

1.70

2.00 

1.80

1.80 

1.70

Sept.

1.80

1.90

1.80

1.80

1.80 

1.70

1.70

1.70

1.60

1.60 

1.60 

1.60 

1.60 

1.60 

1.60

1.60

1.60 

1.60 

1.60

1.60 

1.60 

1 60

1.60

1.60

1.60

1.60 

1.60

1 55

1.55

Oct.

1.55

1.55

1.50

1.50 

1.75

1.65 

1.60

1.70

2.55 

2.05 

1.90 

1.80 

1.75 

1.70

1.65

1.60 

1.60 

1.60

1.60 

1.60 

1.60

1.60

1.55

1.55

1.60 

1.80

2.00

2.00 

2.00

Nov.

2 05

2.10

2.10

2.10

1.90

1 60

1.60

1.60 

1.60 

1.60 

1.60 

1.55 

1.55

1.55

1.55 

1.55 

1.55

1.55 

1.55 

1.55

1 P»^

1.55

1.55

1.50 

1.50

1.50

1.50

Dec.ft

I

PLfl

i f»n

i f»n

i pyi

l.fiO

1 ^f»

1.55 

1.55

1.55

1 60

1.70

1.75

2.75

2.60

5.80 

5.40

3.30

3.00 

2.80

a Ice conditions January and February. & River frozen December 10 to 25.

Rating table for Licking River at Pleasant Valley, Ohio, from November 14, 1902, to July

9, 1904.

Gage 

height.

Feet.

1.2

1.3

1.4 .

1.5

1.6

1.7

1.8

1.9

2.0

2.1

2.2

2.3

2.4

Discharge.

Second-feet.

72

77

86

99

116

136

159

184

211

240

271

304

339

Gage 

height.

Feet.

2.5

2.6

2.7

2.8

2.9

3.0

3.1

3.2

3.3

3.4

3.5

3.6

3.7

Discharge.

Second-feet.

375

412

450

490

530

570

610

655

700

' 745

790

835

885

Gage 

height.

Feet.

3.8

3.9

4.0

4.2

4.4

4.6 i

4.8

5.0

5.2

5.4

5.6

5.8

6.0

Discharge.

Second-feet.

935

985

1,035

1,140

4,250

1,360

1,480

1,600

1,725

1 , 855

1,985

2,120

2,260

Gage 

height.

Feet.

6.5

7.0

7.5

8.0

9.0

10.0

11.0

12.0

13.0

14.0

Discharge.

Second-feet.

2,610

2,960

3,310

3,660

4,360

5,060

5,760

6,460

7,160

7,860

The above table is applicable only for open-channel conditions. It is based upon 

9 discharge measurements made during 1902 to 1904, inclusive.

The channel changed during flood July 7 to 9, 1904. After this date use the following table.
HALL, JOHNSON, 

AND HOYT.

ON,~| 

 J

KANAWHA BIVEE DRAINAGE BASIN. 65

Rating table for Licking River at Pleasant Valley, Ohio, from July 10 to December 31,

W04.

Gage 

height.

Feet.

1.4

1.5

1.6

1.7

1.8

1.9

2.0

2.1

Discharge.

Second-feet.

54

66

81

99

120

143

170

200

Gage 

height.

Feet.

2.2

2.3

2.4

2.5

2.6

2.7

2.8

2.9

Discharge.

Second-feet.

230

260

290

320

350

390

430

470

Gage 

height.

Feet.

3.0

3.1

3.2

3.3

3.4

3.5

3.6

3.7

Discharge.

Second-feet.

510

550

590

630

870

710

760

810

Gage 

height.

Feet.

3.8

3.9

4.0

4.2

4.4

4.6

4.8

5.0

Discharge.

Second-feet.

860

910

960

1,080

1,200

1,320

1,440

1,560

The above table is applicable only for open-channel conditions. It is based upon 

5 discharge measurements made during 1904. It is well defined between gage 

heights 1.25 feet and 3 feet. The table has been extended beyond these limits. 

Above gage height 5 feet the rating curve is a tangent, the difference being 70 per 

tenth.

Estimated monthly discharge of Licking River at Pleasant Valley, Ohio, for 1904. 

[Drainage area, 696 square miles.]

Month.

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

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

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

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

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

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

September- . ................

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

November ..................

December « .................

Discharge in second-feet.

Maximum.

6,600 

7,510 

1,085 

4,360 

8,440 

390 

143 

335 

194 

2,120

Minimum.

610 

339 

240 

136 

136 

99 

74 

66 

66 

66

Mean.

1,618 

1,361 

408 

502 

913 

137 

90.2 

107 

102 

277

Run-off.

Second-feet 

per square 

mile.

2.32 

1.96 

.586 

.721 

1.31 

.197 

.130 

.154 

.147 

.398

Depth in 

inches.

2.68 

2.19 

.676 

.804 

1.51 

.227 

.145 

.178 

.164 

.459

' a December estimates assumed same as open channel. 

KANAWHA RIVER DRAINAGE BASIN.

Kanawha River, which rises in Watauga, Ashe, and Alleghany counties, N. C., flows northwesterly through Virginia and West Virginia, and 

joins Ohio Eiver 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 

IRR 128 05 5
66 STBEAM MEASUREMENTS IN 1904, PART V. [NO. 128.

the drainage basin of this river and Yadkin River on the east, and 

of 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 are rough. The main river cuts 

the Alleghany fronts 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 Cheasapeake and Ohio Bailway 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 the Greenbrier. which rises in the eastern 

part of West Virginia and joins the New at Hinton, W. Va. The following is a list of the stations maintained during 1904 in this drainage 

basin by the United States Geological Survey: New River at Fayette, 

W. Va.; Greenbrier River at Alderson, W. Va.; New River at Radford, Va.

NEW RIVER AT RADFORD, VA.

This station is located at the highway bridge near the Norfolk and 

Western Railway station, and was established by D. C. Humphreys 

August 1, 1898. The gage used at first was erected by the United 

States Weather Bureau. It consists of a vertical board graduated to 

feet and tenths, and is attached to the iron framework connecting the 

pair of iron concrete cylinders, which form the first pier from the right 

bank. On account of the inaccessibility of the Weather Bureau gage, 

a wire gage was put in February 23, 1900, the datum being the same 

as that of the old gage. On December 1, 1903, the old wire gage was 

replaced by a standard chain gage, which was installed by W. C. Sawyer. At this time the gage datum was lowered 3.41 feet. The length 

of the chain from the end of the weight to the marker is 87 feet. The 

observer is T. M. Brady, saddler and harness dealer, who reads the 

gage twice daily. The channel is straight for several hundred feet 

above and below the station and has a width of 580 feet at ordinary 

stages, broken by five piers. At high water its width is about 1,200 

feet. The bottom is of solid rock and gravel and is smooth and regular. On the left bank there is a steep, rocky bluff. The right bank 

is low and subject to overflow for about 100 yards, but all the water 

must pass under the bridge, which is about 85 feet above low water. 

The discharge measurements are made from the upstream side of the 

bridge. The initial point for soundings is on the right bank of the 

river, 50 feet from the first pier.

The bench marks described below are all referred to the datum of 

the chain gage. Bench mark No. 1 is the bottom of the lowest horizontal brace connecting the two cylinders; elevation, 7,28 feet. Bench
HALL, JOHNSON,

AND HOYT. ] KANAWHA RIVER DRAINAGE BASIN. 67

mark No. 5J is the top of the lowest horizontal brace on the west side 

of the bridge, 2.5 feet south of the northwest post of the bent nearest 

the river on the right bank; elevation, 22.66 feet. Bench mark No. 3 

is the northwest corner of the top of the stone under the seventh post 

from the right bank; elevation, 18.58 feet.

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hydrographer.

Discharge measurements of New River at Radford, Va., in 1904-

Date.

June 18,........

September 16 .. 

September 29 .. 

October 18.....

Hydrographer.

F.H 

R.H

Mean daily ga

. Brundage ....

. Bolster ......

io ............

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

Width.

Feet. 

530 

520 

520 

518

Area of 

section.

Sq.Jeet. 

1,833 

1,411 

1,330 

1,280

Mean , 

velocity.

Ft. per sec.

1.87

1.10

.88

.75

Gage 

heigtit.

Feet. 

4.07 

3.40 

3.24- 

3.14

Discharge.

Second-fl.

3,436

1,553

1,177

954

'e height, in feet, of New River at Radford, Va., for 1904.

Day. Jan. b. Mar. Apr. May. June. July. Aug. Sept: Oct. Nov. Dec.

1.........

2.........

3.........

4.........

5.........

6.........

7.........

8.........

9.........

10.........

11.........

12.........

13.........

14.........

15.........

16.........

17.........

18.........

19.........

20.........

21.........

22.........

23.........

24.........

25.........

26.........

27.........

28.........

29.........

30.........

31.........

3.60

3.70

3.60

3.40

3.40

3.30

3.30

3.40

3.40

3.40

3.40

3.50

3.50

3.50

3.50

3.50

3.40

3.40

3.40

3.50

3.50

3.80

5.40

4.80

4.30

3.80

3.60

3.40

3.20

2.90

3.10

3.70

3.30

3.50

4.50

5.30

4.90

4.40

3.90

3.90

3.80

4.10

4.20

4.30

4.20

4.20

4.20

4.10

4.00

7.40

5.50

5.00

4.60

4.40

4.40

4.30

4.20

4.00

3.80

3.80

3.30

3.70

3.70

3.70

3.60

3.90

4.90

4.70

4.70

4.60

4.40

4.20

4.00

4.10

4.00

4.00

4.00

3.90

3.90

3.90

3.80

3.80

4.20

4.10

4.00

4.00

3.90

4.00

3.80

3.70

3.70

3.60

3.60

3.50

3.50

3.60

3.50

3.50

3.50

3.70

3.90

4.00

3.90

4.00

3.80

3.70

3.70

4.50

4.40

4.10

4.00

4.00

5.50

4.80

4.40

4.10

3.90

3.90

4.10

4.10

4.20

6.30

5.20

4.90

4.70

4.60

4.30

3.90

4.00

4.00

3.90

3.80

3.60

3.60

4.80

6.50

5.70

2.90

2.90

3.30

4.10

4.20

4.30

4.00

3.80

4.00

4.20

4.00

3.80

4.30

4.00

4.00

4.00

4.50

4.10

3.90

3.80

3.70

3.60

3.70

3.90

3.70

5.90

5.40

4.70 

4.30 

4.10 

3.90 

4.00 

4.10 

4.10 

3.90 

3/80 

4.00 

4.30 

4.00 

3.80 

3.60 

3.60 

3.60 

3.50 

3.50 

3.40 

3.40 

3.30 

3.30 

3.50 

3.60 

3,70 

3.80 

3.80 

3.90 

4.00 

4.50 

4.10

3.70

4.00

4.30

4.40

4.30

4.60

4.00

3.90

4.10

4.20

4.70

4.60

4.20

4.00

3.90

3.90

3.90

3.80

3.70

3.60

3.60

3.60

3.70

3.60

3.50

3.50

3.50

3.50

3.40

3.40

3.30

3.30

3.70

3.80

3.80

3.60

3.50

3.30

3.30

3.40

3.30

3.30

3.30

3.30

3.30

3.30

3.30

3.30

3.30

3.30

3.30

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.10

3.10

3.10

3.10

3.10

3.10

3.10

3.10

3.10

3.10

3.10

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.10

3.10

3.10

3.10

3.10

3.10

3.10

3.10

3.20

3.20

3.20

3.30

3.60

3.40

3.30

3.20

3.10

3.10

3.50

3.70

3.60

3.50

3.50

3.40

3.40

3.40

3.30

3.30

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.40

3.40

3.70

4.10

3.70

3.60

3.60

3.50

3.50

3.40

3.40

3.30

3.20

3.20

3.40

3.20

3.10

3.10

3.10

3,10

3.30

3.50

3.60

3.50

3.60

3.60

3.40

3.30
68 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128. 

Rating table for New River at Radford, Va., from January 1 to December SI, 1904-

Gage 

height.

Feet.

3.0

3.1

3.2

3.3

3.4

3.5

3.6

3.7

3.8

3.9

Discharge.

Second-feet.

690

895

1,105

1,325

1,555

1,800

2, 055

2,325

2,610

2,910

Gage 

height.

Feet.

4.0

4.1

4.2

4.3

4.4

4.5

4.6

4.7

4.8

4.9

Discharge.

Second-feet.

3,220

3, 540

3,870

4,205

4, 550

4,905

5, 270

5,645

6,030

6,425

Gage 

height.

Feet.

5.0

5.1

5.2

5.3

5.4

5.5

5.6

5.7

5.8

5.9

Discharge.

Second-feet.

6,830

7,245

7,670

8,110

8,560

9,020

9,490

9,975

10, 470

10, 980

Gage 

height.

Feet.

6.0

6.2

6.4

6.6

6.8

7.0

7.2

7.4

Discharge.

Second-feet.

11, 500

12, 550

13,610

14, 690

15, 790

16, 910

18,050

19, 200

The above table is applicable only for open-channel conditions. It is based upon 

discharge measurements made during 1898 to 1904, inclusive, special weight being 

given to 1904 measurements. It is well denned between gage heights 3 feet and 

4.1 feet.

Estimated monthly discharge of New River at Radford, Va., for 1904-

[Drainage area, 2,725 square miles.]

Month.

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

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

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

April _....,._........ ........

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

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

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

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

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

November ....................

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

Discharge in second-feet.

Maximum.

8, 560 

8,110 

19, 200 

3,870 

13, 080 

14, 150 

5,645 

5,645 

2,610 

1,105 

2,325 

3,540

19, 200

Minimum.

485 

1,105 

1, 325 

1,800 

2,055 

485 

1,325 

1,325 

1,105 

690 

895 

895

485

Mean.

2,114 

3, 150 

4,525 

2,689 

4,217 

4,071 

2,802 

2,941 

1,418 

816 

1,340 

1,570

2, 638

Run-off.

Second-feet 

per square 

mile.

0.776 

1.16 

1.66 

.987 

1.55 

1.49 

1.03 

1.08 

.520 

.299 

.492 

.576

.968

Depth in 

inches.

0. 895 

1.25 

1.91 

1.10 

1.79 

1.66 

1.19 

1.24 

.580 

.345 

.549 

.664

13.17

NEW RIVER AT FAYETTE, W. VA.

This station, established by C. C. Babb and D. C. Humphreys July 

29, 1895, is located just below the mouth of Wolf Creek, on the highway bridge of one span at Fayette, W. Va. The wire gage was located 

on the guard rail on the upper side of the bridge, about the middle of 

the span, the scale being graduated to feet and tenths. The gage is 

referred to four bench marks: First, the top of the bottom plate of 

the lower plate girder at the end of the first panel from the right bank, 

downstream side, 55.13 feet above the zero of the gage; second, the
HALL, JOHNSON, 

AND HOYT,°N> ] KANAWHA BIVEB DKAINAGE BASIN.

top of the lower end of the coping on the main pier, right bank, downstream side, 52.08 feet above the zero of the gage; third, the bridge 

seat on the right bank, downstream side, 54.54: feet above the zero of 

the gage; fourth, the west corner of the abutment stone by the Chesapeake and Ohio Railway station, 58.56 feet above the zero of the 

gage. A temporary bench mark, established when the chain gage 

was installed, is the top of the bottom plate of the plate girder 0.5 foot 

south of the gage box. Its elevation is 52.57 feet above gage datum. 

The channel is straight above and below the station. The current is 

swift and without obstructions, except for immense bowlders in the 

bottom. The banks are high, rocky, and not subject to overflow. 

The bed is constant in section. The observer is J. R. Durrett, a clerk 

in the store at Fayette, W. Va. The station was discontinued May 22, 

1901. On August 11, 1902, it was reestablished. On November 20, 

1903, a standard chain gage was installed by W. G. Sawyer. It occupies the same position as the old wire gage, which it replaced, and it 

has the same datum. The length of the chain from the end of the 

weight to the marker is 59 feet. The station was discontinued 

December 31, 1904.

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hydrographer.

Mean daily gage height, in feet, of New River at Fayette, W. Va., for 1904.

Bay.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

1.60

1.90

1.90 

1.90

1 80

1.90 

1.90 

1.60

1.40

1.00

1 30

i ^n

1.20

1.10 

.90

.80

.70

.70

1.70

5 on

9 on

7.40 

5.60

4 00

2 80

1.70

1.40

Feb.

1.20

1.10

1.60 

1.50

o nn

2.40 

2.60

8.00

7.00

^ nn

2.80

2.30 

1.70

1.60

1.70

1.70

2.30

5.10

10 50

9 20

7.80 

6.40

B in

4.80

Mar.

8.00

9.50

8.20 

7.50

7 00

6.10 

5.90 

10.00

12. 20

9.20

7 30

6.40

(«)

5.70

5.30 

5 20

4 90

3.80

3,70

7 30

7.30 

7.60

6 on

6.30

5 on

4.60

Apr.

4.20

5.30 

4 80

4.20

3.70 

3.60 

3.40

3.40

4.10

3.80

3.70

^ in

3.50 

3.60

3.40

3.00

2.70

2. 50

9 ^fi

2.50 

2.80

^ Ofl

10.30

10.30

8.60

May.

6.10

5.20 

4.70

5 ftfl

4.50 

5.10 

4.50

4.80

5.20

3 on

3.40 

3.30

3

Jfk

3.80

13.30

10.10

(«)

6.60

6.10

6.80 

6.20

5 on

^ 4ft

4.50

3.90

June.

3.80

^ nn

9.30 

9.50

5.90 

4.90 

4.30

4.00

4.10

4 00

3

f?n

3.40

(«)

3

/V7

3 11

3.05

3.68

3.50

<y -in

*> ft9

2.50

2

fkR

1 99

3

^A

6.10

July.

7.17

4.65 

4.04

3.42

3.01 

3.65 

3.10

3.30

2.86

3.66

3.33

2.55

2.15 

1.60

1 41

1.27

.86

.81

.60

1.27

1.01

1.45

1.72

1 90

2 30

3.36

Aug.

1.60 

3.12

2.70

3.40 

2.55 

3.41

2.30

2.20

2 on

2 40

3

Kfi

2.55 

2.10

1 95

2.00

2 00

1.75

1.55

1.55

1.45 

1.20

1.05

.85

.75

.65

.50

Sept.

0.55

.75

.75 

1.60

0 OK

1.75 

1.50 

1.10

.55

.65

.65

40

.52

.40

.32

.40

oe

.35

.25

.17

.04

.00

.00

-.04 

.05

ftrl

.15

-.06

Oct.

- .19

- .27

si

(«) 

- .41 

- .50

- .54

- .41

.45

- .37

- .27

- .37 

- .29

.37

- .42

- .42

- .46

- .14

- .37

.21

- .37

Of?

Of?

.17

- .33

- .20

- .29

Nov.

0.31

- .25

- .23 

- .04

ft4

- .06 

.05 

.68

.86

.59

.31

.11

.09

.24

.32 

.60

1.23

.99

.75

.57

.44

.46

.50

.39

.35 

.40

OK

30

.25

.08

Dec.

.05

.10 

.15

.25

1.00 

1.88 

2.70

2.69

2.03

1.85

1 66

1.36

.77

.73 

.70

.00

1.11

.55

.91

.95

.85

.73

.80

1.12 

1.15

(a)

3.22

2.98

2 72

2.37

a Observer absent.
TO SfBEAM MEAStJfeEME^S tN 1904, J>AM V. [NO.

Estimated monthly discharge of New River at Fayette, W. Fa.,/or 1904- 

[Drainage area, 6,200 square miles.]

Month.

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

February ..... ....:..._. ......

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

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

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

June ....--...-------.........

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

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

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

November ....................

The year ...............

Discharge in second-feet.

Maximum.

22, 800 

24,600 

29, 700 

24,000 

33, 000 

21, 600 

18, 090 

6,530 

4,022 

1,192 

2,362 

5,866

33,000

Minimum.

1,755 

2,190 

6,806 

4,479 

6,021 

3, 566 

1,665 

1,580 

1,155 

984 

1,075 

1,240

984

Mean.

4,519 

7,790 

13, 340 

8,229 

11, 070 

8,321 

5,133 

3,746 

1,698 

1,070 

1,484 

2,646

5,754

Run-off.

Second-feet 

per square 

mile.

0.729 

1.26 

2.15 

1.33 

1.79 

1.34 

.828 

.604 

.274 

.173 

.239 

.427

.929

Depth in 

inches.

0.840 

1.36 

2.48 

1.48 

2.06 

1.50 

.955 

.696 

.306 

.200 

.267 

.492

12.64

NOTE. The above estimate can only be considered as approximate. It is based 

upon the 1902 rating table with some modification below 2 feet gage height.

GREENBRIER RIVER AT ALDERSON, W. VA.

Greenbrier River rises on the western slope of the Allegheny Mountains, in Pocahontas County, W. Va., and flows in a southwesterly 

direction, emptying into New River near Hinton, Summers County, 

W. Va. It receives many short tributaries from the Allegheny Range, 

and flows for the most part through a broken, hilly, and mountainous 

country well covered with forests. This station, which is 21 miles 

above Hinton, was established by C. C. Babb and D. C. Humphreys 

August 1, 1895. It is located one-half mile above the mouth of 

Muddy Creek, at the highway bridge in the village of Alderson. The 

wire gage which was originally installed was located in the third panel 

of the second span, downstream side of the bridge. This gage was 

referred to three bench marks: The first, on the upper end of the coping of the first pier from the left bank, 21.74 feet above gage datum; 

the second, on the upper end of the bridge seat of the left-bank abutment, 21.61 feet above gage datum; the third, on the stone foundation of the water tank of the Chesapeake and Ohio Railway, 23.48 feet 

above gage datum. A temporary bench mark has been established on 

the lower end of the third floor beam, in the second span from the left 

bank. Its elevation is 22.72 feet above gage datum. On November
HALL, JOHNSON,

AND HOYT. KAttAWHA B1VEB BBAIKAG1 BASIK. 71

20, 1903, a standard chain gage was installed by W. C. Sawyer. It 

occupies the same position as the wire gage which it replaced, and its 

datum is the same. The length of the chain from the end of the weight 

to the marker is 27.81 feet. A new bench mark, to which this gage is 

referred, is the top of the water table at the northwest corner of the 

Merchants' Grocery Company building. Its elevation is 21.71 feet 

above gage datum. The channel, which is straight for 500 feet above 

and below the station, is broken at the bridge by three piers. At low 

stages the water flows in two channels, between which is an island 600 

feet long and 75 feet wide. The initial point for soundings is the 

center of the pin on the downstream side of the bridge, on the left 

bank. The banks are high and not subject to overflow. The bed is 

of rock and gravel and fairly constant. The observer is W. J. Hancock, merchant at Alderson, W. Va., who reads the gage once daily. 

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hydrographer.

Discharge measurements of Greenbrier River at Alderson, W. Va., in 1904-

Date.

June 15 .......

September 20 . .

October 1 ......

October 20.....

Hydrographer.

F. H. Brundage .............

R. H. Bolster ..............

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

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

Area of 

section.

Sq.feet. 

390

256

251

196

217

Mean 

velocity.

Ft. per. sec. 

1.26

.57

.45

.26

.35

Gage 

height.

Feet. 

2.20

1.72

1.63

1.44

1.51

Discharge.

Seconci-ft. 

490

146

114

51

76
72 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128. 

Mean daily gage height, in feet, of Greenbrier River at Alderson, W. Va., for 1904.

Day.

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

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

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

9

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

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

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

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

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

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

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

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

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

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

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

OQ

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

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

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

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

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

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

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

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

Jan.

1.88

1.90

2.27

2.67

2.93

2.60

2 on

2.10

2.03

2.00

1.97

1.90

2.15

2.08

1.92

1.85

1.90

2.20 

7.70

4.00

3.25

3.10

3.15

2.90

2.63

Feb.

2.35

2.20

1.98

2.10

1.90

2.20

4.50

3.20

2.80

2.65

2.45

2.32

2.50

2.90

2.10

2.00

2.40

2.45

5.10 

5.90

4.60

4.45

3.75

3.25

2.95

3.55

.......

Mar.

4 55

5.60

4.70

4.40

3.45

3.65

6.10

F; on

A QF;

3.70

3.50

3.50

3.40

3 fin

2.90

2.90

2.85

2.85

Q I? C

5.30

3.45

3.20

2.95

2.85

Apr.

3.30

4.20

3.70

3.35

3.00

2 95

2

QC

3 nfi

3.00

3.00

<> 95

2 95

2 on

O Qfl

2

QA

2

7C

2.65

2.65

2.60

2.55 

2.45

2 OF;

5.70

5.00

4 A?\

May.

3.90

3 40

3.60

3 fifi

2 Qfi

2 on

O "71

S CF;

2.55

2.45

2.45

2

CA

2

CF1

2

£C

7.80

5.85

4.75

4.45

3

£C

3.45

3 /IF;

3 OF;

3 on

3.05

2.85

2.75

2.80

June.

3.00

3.60

4 40

5.25

3.15

2.75

2 65

2.60

2.50

2 45

2 OF;

2 °0

2 OF;

2 20

2.15

2.15

2.10 

2 OP;

2.15

2.20

2.10

2.40

2.50

2.85

July.

2.70

2.50

2.25

2.25

2.25

2.20

2.20

2.20

2.15

2.10

2.20

2.00

2.00

1.95

1.90

1.85

1 80

1.80

1.80

1.80

1.70 

1.70

1.75

1.70

1.80

1.80

1.85

1.80

1.75

1.75

Aug.

1.75

1.70

1 60

1.60

1.70

1.75

1.80

1.70

1.70

1.70

1.75

1.65

1.75

1.70

1.65

1.65

1.70

1.70

1.70

1.75

1.80 

1.70

1 80

1 80

1.70

1.65

1 60

1.60

1.55

1.55

Sept.

1.55

1.60

1.55

1.55

1.55

1.55

1.55

1.55

1.55

1.55

1.55

1.55

1.60

1.60

1.55

1.50

1.50

1.55

1.50

1.65

1.80

1.50 

1.50

1.55

1.50

1.50

1.50

1.60

1.50

1.40

Oct.

1.40

1.40

1.40

1.40

1.40

1.40

1.45

1.50

1.60

1.55

1.60

1.50

1.50

1.50

1.45

1.45

1.40

1.50

1.50.

1.50

1.50

1.50 

1.45

1.40

1.50

1.45

1.40

1.40

1.40

1.40

1.40

Nov.

1.60

1.55

1.45

1.50

1.55

1.50

1.40

1.50

1.45

1.40

1.40

1.50

1.50

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.55

1.60 

1 60

1.60

1.60

1.60

1.60

1.60

1.60

1.55

Dec.

1.60

1.60

1.60

1.60

1.65

1.70

1.90

1.95

1.85

1.75

1.70

1.65

1.65

1.70

1.75

1.75

1.60

1 60

1.60

1.70

1.65

1.S5 

1.50

1.60

1.75

2.40

3.30

3.20

3.10

2.85

2.60

Rating table for Greenbrier River at Alderson, W. Va., from January 1, 1903, to 

December 31, 1904.

Gage 

height.

Feet.

1.4

1.5

1.6

1.7

1.8

1.9

2.0

2.1

2.2

2.3

2.4

2.5

Discharge.

Second-feet.

46

70

101

140

188

246

315

396

490

598

720

855

Gage 

height.

Feet.

2.6

2.7

2.8

 2.9

3.0

3.1

3.2

3.3

3.4

3.5

3.6

3.7

Discharge.

Second-feet.

1,000

1,160

1,330

1,510

1,700

1,900

2,110

2,320

2,540

2,760

2,980

3,210

Gage 

height.

Feet.

3.8

3.9

4.0

4.2

4.4

4.6

4.8

5.0

5.2

5.4

5.6

5.8

Discharge.

Second-feet.

3,440

3, 680

3,920

4,400

4,890

5,390

5,900

6,420

6,960

7,530

8,110

8,700

Gage 

height.

Feet.

6.0

6.5

7.0

7.5

8.0

8.5

9.0 9."5

10.0

10.5

11.0

Discharge.

Second-feet.

9,300

10, 830

12, 400

14, 000

15, 600

17, 270

19, 000

20, 700

22,500

24, 400

26, 500
HALL, JOHNSON,

AND HOYT. ] KANAWHA EIVEE DRAINAGE BASIN. 73

The preceding table is applicable only for open-channel conditions. It is based upon 

discharge measurements made during 1897 to 1904, inclusive. It is well defined 

between gage heights 1.4 feet and 2.4 feet, being determined between these limits by 

1903 and 1904 measurements. Above 2.4 feet the table is fairly accurate to 6 feet, 

being determined above 6 feet by three measurements made in 1897. Above 9 feet 

the table is the same as the 1902 table.

Estimated monthly discharge of Greenbrier River at Alderson, W. Va., for 1903 and 1904- 

[Drainage area, 1,344 square miles.]

Month.

1903. 

January ..-........-....-..-

February -------------------

March .-..-........_.....-..

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

May -.---..-..... .........

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

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

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

November ..................

The year .............

1904.

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

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

Mav .......................

June .......................

July .......................

September. .................

December ..................

Discharge in second-feet.

Maximum.

22, 290 

23, 620 

30, 700 

9,600 

2,540 

8,400 

2,386 

788 

301 

246 

246 

490

30, 700

14, 640 

9,000 

9,600 

8,400 

14, 960 

7,100 

1,160 

188 

188 

101 

101 

2,320

14, 960

Minimum.

577 

1,700 

1,160 

1,900 

315 

396 

128 

58 

79 

101 

70 

101

58

217 

246 

1,420 

659 

788 

396 

140 

86 

46 

46 

46 

70

46

Mean.

3,711 

6,567 

6,063 

3,298 

864 

1,702 

754 

239 

161 

149 

150 

183

1,987

1,529

2,247 

3,515 

2,219 

2, 715. 

1,328 

352 

141 

86.4 

60.5 

83.4 

412

1,224

Run-off.

Second-feet 

per square 

mile.

2.76 

4.89 

4.51 

2.45 

.643 

1.27 

.561 

.178 

.120 

.111 

.112 

.136

1.48

1.14 

1.67 

2.62 

1.65

2.02 

.988 

.262 

.105 

.064 

.045 

.062 

.307

.911

Depth in 

inches.

3.18 

5.10 

5.20 

2.73 

.741 

1.42 

.647 

.205 

.134 

.128 

.125 

.157

19.77

1.31

1.80 

3.02 

1.84 

2.33 

1.10 

.302 

.121 

.071 

.052 

.069 

.354

12.37
Y4 , StfBEAM MEASUREMENTS IN 1904, PABtf V. [NO. 12!

8CIOTO RIVER DRAINAGE BASIN.

Scioto River rises in the eastern part of Auglaize County, Ohio, 

flows east 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 the 

State. The United States Geological Survey maintained stations on 

both Scioto and Olentangy rivers at Columbus for the purpose of 

studying the water supply and sewage disposal 6f that city. The river 

has considerable fall and flows through a hilly basin, forming numerous good locations for water-power developments. Its drainage area 

at Columbus is 1,051 square miles.

SCIOTQ EIVEK NEAR COLUMBUS, OHIO.

This station was originally established for the Ohio State board of 

health by B. F. Flynn, on the Grand View Avenue Bridge, 3 miles 

northwest of Columbus post-office, and was reestablished on the same 

bridge by R. W. Pratt, on November 21,1903. This bridge is a twospan iron highway bridge, 250 feet between abutments. The initial 

point for soundings is the face of the easterly abutment on the downstream side, and the bridge is marked every 10 feet with double nails. 

The main channel is straight for about 100 feet above and 200 feet 

below, and there is a small island 150 feet above, which causes a side 

channel to enter the main channel at this point. The banks are high 

and only overflow in extreme floods. At low water the river is sluggish, but can be waded at several points below the bridge, where good 

measurements can be obtained. The following bench marks have been 

established:

Bench mark No. 1 is the upper side of the upper angle iron forming 

the lowest part of the hand rail above a point 1 foot east of the pulley. 

This point is 34.02 feet above the zero of the gage. Bench mark No. 

2 is the extreme northeast corner of the north stone of the parapet 

wall of the east abutment, the elevation of which is 34.82 feet above 

the zero of the gage. Bench mark No. 3 is a nail in a telegraph pole 

10 feet east of the east abutment at the north side, having an elevation 

of 34.95 feet above the zero of the gage. The gage established by 

Mr. Pratt has its zero at the same elevation as the gage which was 

established by Mr. Flynn. It consists of a regulation chain and weight, 

with a length of 30.40 feet from the end of the weight to the end of 

the last copper link, which is used as the marker.

The observations at this station during 1904 have been made under 

the direction of E. Johnson, jr., district hydrographer.
HAJLJL,

AND HOYT. J SCIOTO SlVfefi DRAINAGE BASlM.

Discharge measurements of Scioto River near Columbus, Ohio, in 1904-

Date.

January 18 «... 

January 22 c ...

February 29 c _ .

March 4 .......

March 26 ......

April 4 ........

Mav 14 ........

July 21 ........

August 6'^ .....

September 3^..

October22<*.._.

November 19 ^ .

December 16...

Hydrographer.

R. W. Pratt.... 

.....do ........

.....do ........

.....do........ .....do ......:.

.....do ........

.....do ........

.....do ........

.....do ........

.....do ........

.....do........

.....do........

.....do ........

.....do ........

.....do ........

Width.

Feet. 

36 

225

246

228

233

235

123

180

132

100

84

91

77

15

16

Area of 

section.

Sq./eet. 

39 

3,344

2,187

3,373

3,426

2,247

278

571

317

207

68

78

75

10.5

13.5

Mean velocity.

Ft. per sec. 

1.31 

5.43

2.66

3.98

5.66

4.31

.76

1.62

.76

.24

.81

.46

.47

1.36

1.33

Gage 

height.

Feet. 

&9.70 

23.40

17.60

20.40

23.40

18.00

9.81

11.14

9.87

9.12

9.12

9.04

9.10

8.89

9.08

Discharge.

Second-ft. 

51 

18, 120

5,827

13, 400

19, 400

9,691

210

927

241

50

55

36

35

14.3

18

a Wading 600 feet above bridge.

6 Ice caused gage to read about 0.50 too high.

< Ice and debris.

d Wading 800 feet above bridge.

Mean daily gage height, in feet, of Stioto River near Columbus, Ohio, for 1904-

Day.

1..............

3.. ............

4..............

5..............

6..............

7..............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20.............. 

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28...............

29..............

30..............

31..............

Jan.a

9.80

9.80

9.85

9.80

9.70

9.75

9.70

9.75

9.80

9.70

9.70

9.70

9.70

9.65

9.70

9.70

9.70

9.70

9.70

9.75 

15.40

23.35

21.60

17.15

14.80

13.75

13.60

15.35

14.55

14.10

Peb.a

14.10

13.30

11.90

11.95

11.95

12.75

17.95

16.15

14.85

14.35

13.60

12.50

12.40

14.15

14.35

13.30

13.15

12.70

12.40

12.50 

12.36

15.50

15.15

15.40

14.55

13.85

13.65

13.55

15.80

Mar.

16.00

19.00

20.65

17.80

16.15

14.35

13.55

13.10

12.55

12.35

12.15

12.45

12.55

12.20

11.35

11.50

11.70

12.80

12. 70 

12.65

12.50

13.70

13.90

23.45

23.45

20.00

17.25

15.10

13.60

15.35

Apr.

21.30

20.80

17.95

16.10

14.45

13.10

12.65

12.55

12.50

12.30

12.15

12.00

11.80

11.55

11.15

10.83

10.65

10.50

10.30 

10.15

10.10

10.10

9.95

10.05

12.60

12.85

12.60

12.35

12.25

May.

12.05

11.70

11.45

11.25

10.78

10.55

10.40

10.25

10.20

10.10

10.00

9.90

9.80

9.82

9.80

9.78

9.72

9.80

9.80

9.85 

9.87

9.90

9.95

10.00

9.85

9.70

9.80

9.80

9.72

9.75

9.83

June.

10.00

10.42

10.75

10.55

10.50

10.37

10.10

9.95

9.80

9.70

9.60

9.52

9.50

9.45

9.45

9.45

9.50

9.47

9.50

9.96 

9.80

9.82

10.25

10.52

10.42

10.15

9.87

9.75

10.00

9.82

July.

9.77

9 95

10.10

10.00

10.05

16.02

16.45

15.05

17.60

15.48

13.85

13.02

12.25

11.70

11.32

11.20

10.45

10.67

10.07

9.82 

9.72

9.61

9.55

9.50

9.47

9.40

9.38

9.31

9.35

9.29

9.39

Aug.

9.55

9 65

9.19

9.16

9.12

9.33

9.10

9.03

9.00

9.10

9.15

9.12

9.08

9.10

9.12

9.15

9.01

8.87

9.01

9.15 

9.10

9.22

8.86

8.87

8.90

9.32

9.20

9.05

9.09

9.02

8.97

Sept.

9.03

9.02

8.97

8.97

9.05

9.00

9.06

9.03

9.08

9.03

9.12

9.04

9.00

8.97

8.96

9.02

9.04

8.98

9.04

9.10 

8.97

8.%

9.00

8.94

8.94

8.92

8.92

8.96

8.94

9.07

Oct.

9.08

9.01

9.00

9.28

9.48

9.27

9.16

9.27

9.12

9.10

9.10

9.10

9.11

9.08

9.15

9.03

9.05

8.98

9.27

9.07 

9.05

9.00

9.00

9.05

9.00

9.00

9.05

9.00

8.87

8.81

9.00

Nov.

9.15

9.00

8.97

8.97

9.17

9.15

9.32

9.15

9.25

9.13

9.31

9.18

9.17

9.08

8.90

9.05

9.09

9.08

9.10

9.10 

9.16

9.32

9.28

9.02

9.10

8.95

9.00

8.95

9.05

9.15

Dec.

9.13

" 9.12

9.13

9.12

9.15

9.20

9.06

9.28

9.13

9.15

9.10

9.14

9.22

9.11

9.20

9.10

9.05

9.00

9.20

9.22

9.30

9.30

9.35

9.45

11.10

10.05

9.85

10.65

10.45

a Ice conditions during January and February.
76 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128. 

Rating table for Scioto River near Columbus, Ohio, from January 1 to December 31, 1904.

Gage 

height.

Feet.

8. '8

8.9

9.0

9.1

9.2

9.3

9.4

9.5

9.6

9.7

9.8

9.9

10.0

Discharge.

Second-feet.

6

16

29

45

64

86

110

135

160

185

210

235

260

Gage 

height.

Feet.

10.1

10.2

10.3

10.4

10.5

10.6

10.7

10.8

10.9

11.0

11.2

11.4

11.6

Discharge.

Second-feet.

285

310

335

360

385

410

440

470

500

530

620

730

860

Gage 

height.

Feet.

11.8

12.0

12.2

12.4

12.6

12.8

13.0

13.5

14.0

14.5

15.0

15.5

16.0

Discharge.

Second-feet.

1,000

1,160

1,340

1,540

1,740

1,940

2,140

2,680

8, 230,

3,860

4,560

5,330

6,150

Gage 

height.

Feet.

16.5

17.0

17.5

18.0

18.5

19.0

20.0

21.0

22.0

23.0

24.0

Discharge.

Second-feet.

7,000

7,890

8,790

9,690

10, 590

11, 490

13, 290

15, 090

16, 890

18, 690

20, 490

The above table is applicable only for open-channel conditions. It is based upon 

15 discharge measurements made during 1903 and 1904. It is well denned between 

gage heights 9 feet and 15 feet. The table has been extended beyond these limits. 

Above gage height 16.6 feet the rating curve is a tangent, the difference being 180 

per tenth. The curve includes measurements made during 1899, 1900, and 1903, but 

the changes due to measurements of 1904 make it applicable only to the above 

limits.

Estimated monthly discharge of Scioto River near Columbus, Ohio, for 1904. 

[Drainage area, 1,051 square miles.]

Month.

March. .......................

May .........................

June ..-......-..-----........

July .........................

September. . ..................

November ....................

December ....................

Discharge in second-feet.

Maximum.

19, 500 

21, 030 

1, 205

455 

8,970 

148 

49 

130 

91 

570

Minimum.

700

248 

185 

122 

84 

12 

19

16 

29

Mean.

5,180 

3.205 

331 

243 

1,445 

50.9 

30.3 

44.5 

48.7 

110

Run-off.

Second-feet 

per square 

mile.

4.93 

3.05 

.315 

.231 

1.38 

.048 

.029 

.042 

.046 

.105

Depth in 

inches.

5.68 

3.40 

.363 

.258 

1.59 

.055 

.032 

.048 

.051 

.121
HALL, JOHNSON,"] 

AND HOYT. J

8CIOTO RIVER DRAINAGE BASIN. 77

OLENTANGY KIVER NEAR COLUMBUS, OHIO.

This station was established October 7, 1903, by R. Winthrop Pratt, 

in connection with the water supply and sewage disposal investigations of the city of Columbus. It is located 4 miles north of the 

Columbus, Ohio, post-office and one-fourth mile west of North High 

street at the Doddridge Street Bridge. The boxed chain gage is bolted 

to the hand rail of the bridge on the upstream side. The observer is 

A. D. Winegardner. Discharge measurements are made from the twospan highway bridge and by wading below the bridge. The initial 

point for soundings is the east face of the west parapet wall. The 

channel is straight for 300 feet above and 500 feet below the station. 

The banks overflow only at high stages. The bed of the stream is of 

sand and clay. The drainage area at the station is 520 square miles.

Bench mark No. 1 is the northwest corner of the top stone of the 

north wing of the west abutment. Its elevation is 34.99 feet above 

fifaere datum. Bench mark No. 2 is a cut in the top of the hand rail

O c5 * 

over the gage 31 feet from the initial point for soundings. Its elevation is 39.89 feet above the zero of the gage. Bench mark No. 3 is 

the center pin of the west end of the north truss, the elevation of 

which is 38.60 feet above the zero of the gage.

The observations at this station during 1904 have been made under 

the direction af E. Johnson, jr., district hydrographer.

Discharge measurements at regular stations on Olentangy River near Columbus, Ohio, in

1904.

Date.

February 5 « &..

February 22 «...

February 25 c ...

March 19......

April 23 .......

May 28«.......

June 4.........

July23«.......

August 20 « ....

September 30 «.

October 28 «...

December 23 « .

Hydrographer.

R. W. Pratt........

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

Width.

Feet. 

70

186

78

120

118

151

144

43

84

137

50

31

20.5

24

19.5

28

Area of 

section.

Sq.feet. 

36

2,445

60

510

530

1,104

856

53

86

570

50

12

7.2

10.9

9.2

13.6

Mean velocity.

Ft. per sec. 

1.00

5.73

1.55

3.09

2.89

3.15

1.81

2.66

2.64

0.44

1.24

1.16

0.97

1.87

1.16

1.29

Gage 

height.

Feet. 

6.40

19.40

6.90

9.40

9.35

11.50

9.20

7.10

7.22

7.35

6.80

6.56

6.52

6.70

6.59

6.66

Discharge

Second-ft. 

36

14, 000

93

1,575

1,529

3,469

1,569

. 140

226

249

62

14

7

20.4

10.7

17.5

0 Wading at different sections. & Ice, c At Lane avenue, three-fourths jnile below station.
STREAM MEASUREMENTS IN 1904, PART V. [NO. 128. ^ 

Mean daily gage height, in feet, of Olentangy River near Columbus, Ohio, for 1904.

Day.

1. .............

2. ............. 

3..............

4..............

5..............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

15..............

16...........*.

17..............

18..............

19

20..............

21.............. 

22.............. 

23..............

24..............

25. .............

26..............

27. .............

28..............

29..............

30.............. 

31..............

Jan. a

6.60

6.50 

6.40

6.40

6.40

6.50

6.50

6.50

6.50

6.40

6.40

6.40

6.40

6.40

6.40

6.40

6.40

6.40

6.40

9.20 

20.40 

18.90

16.20

9 40

7.40

7.20

7.50

7.00 

6.60

Feb. a

6.60

6.60 

6.50

6.50

9

nA

11.20

13.10

9.00

*7 4ft

fr KA

7.60

7.20

7.40

7.40

7 00

6 on

6.60

6.70 

8.80 

9 70

10.00

8.20

7.90

7.90

10.20

Mar.

13.40

11.60 

14.80

12 30

9 9ft

9 30

9 90

9 00

8

0A

8.00

fr Qft

7.70

7.50

7.70

*7 ^ft

7.50

8.00

9 40

8.90

8.00 

8.40 

10.20

10.20

9 70

15.40

9 20

8.50 

11.00

Apr.

16.30

19.60 

12.30

9 80

8.70

8.40

8 1ft

7 90

7 90

8

1 A

8

AA

7.70

7.80

7.70

7.70

7 50

7 30

7.30

fy 9ft.

7.20

7.10 

7.10 

7.10

7.10

9 50

9 80

9 40

S

ort

8.50

May.

8.20

8.20 

7.80

7 60

7.50

*7 ^ft

7.20

7.20

7.10

7.10

7 00

fr AA

*7.00

7.00

7.00

7 00

7 00

7.20

7 00

7.10 

7.20

fr QA

7.20

7.10

*7 fift

*7 3ft

*7 3ft

7.20

7.20 

7.60

June.

8.20

7.70 

7 60

7.40

7.20

*7 nft

6.90

6.90

6.90

6.80

6.80

6.80

6.80

6.80

*7 ftO

*7 ftO

6.90

6 on

8.00

7.10 

7.00

*7 ftO

7.00

7.20

7.20

7 00

7.50

7.50

July.

7.20

7.10 

7.00

7.00

*7 ftft

7 00

13.05

11.70

19 ttf}

10.00

8

tft

Q nA

7 60

7.50

7.20

7.20

7.10

7 00

a on

6 Oft

6.90 

6.80 

6.80

6.70

6.60

6.70

6.70

6.70

6.80 

6.70

Aug.

6.70

6.60 

6.60

6.60

6.60

6.60

6.60

6.60

6.60

6.60

6.60

6.60

6.60

6.6Q

6.55 

6.50 

6.55

6.50

6 vi

6.80

6.55

6.60

6.60 

6.60

Sept.

6.50

6.60

6.75

6.70

6.65

6.60

6

QC

6.90

6.80

6.70

6.60

6.60

6.60

6.60 

6.60 

6.60

6.60

6.60

6.50

6.50

6.50

6.50

6.50

Oct.

6.50

6.50 

6.50

6.55

6.60

6.55

6.50

6

KK

6.65

6.70

6 on

6.80

6/60

6.60

6.60

6.70

6.65

6.70

6.60 

6.65 

6.60

6.60

6.60

6.65

6.60

6.65

6.60 

6.60

Nov.

6.60

6.60 

6.55

6.60

6.60

6.60

6.60

6.60

6.55

6.60

6.60

6.60

6.65

6.60 

6.60

6.60

6.60

6.60

6.60

6.60

6.60

6.60

Dec. &

6.60

6.60 

6.60

6.60

6.60

6.60

6.65

6.60

6.60

6.60

6.60

6.60

6.60

6.60

6.60

6.65

6.70

6.85

6.80

8.20

8.30

7.80

7.60 

7.20

«Ice conditions January and February. 6 Frozen December 7 to 31.

Rating table for Olentangy River near Columbus, Ohio, from October 7, 1903, to January

22, 1904-

Gage 

height.

Feet.

6.2

6.3

6.4

6.5

Discharge.

Second-feet.

13

21

31

43

Gage 

height.

Feet.

6.6

6.7

6.8

6.9

Discharge.

Second-feet.

55

69

85

107

Gage 

height.

Feet.

7.0

7.1

7.2

Discharge.

Second-feet.

133

163

197

Gage 

height.

Feet.

7.3

7.4

7.5

Discharge.

Second-feet.

234

275

320

During the flood of January 22, 1904, the channel shifted, changing the curve 

below gage height 7.5 feet, as shown in succeeding table. Above gage height 7.5 

the two tables are alike.
HALL, JOHNSON, 

AND HOYT

ON, "I 

 J

SCIOTO EIVER DRAINAGE BASIN. 79

Rating table for Olentangy River near Columbus, Ohio, from January 23 to December 31,

1904.

Gage 

height.

Feel.

6.5

6.6

6.7

6.8

6.9

7.0

7.1

7.2

7.3

7.4

7.5

7.6

7.7

7.8

7.9

Discharge.

Second-feet.

5

20

39

62

89

118

150

185

225

270

320

370

425

480

540

Gage 

height.

Feet.

8.0

8.1

8.2

8.3

8.4

8.5

8.6

8.7

8.8

8.9

9.0

9.1

9.2

9.3

9.4

Discharge.

Second-feet.

600

660

720

780

840

910

' 980

1,050

1,120

1,190

1,260

1,330

1,400

1,470

1,550

Gage 

height.

Feet.

9.5

9.6

9.7

9.8

9.9

10.0

10.2

10.4

10.6

10.8

11.0

11.2

11.4

11.6

11.8

Discharge.

Second-feet.

1,630

1,710

1,790

1,870

1,950

2,030

2,210

2,390

2,570

2,750

2,940

3,140

3,340

3,540

3,740

Gage 

height.

Feet.

12.0

12.5

13.0

13.5

14.0

14.5

15.0

15.5

16.0

16.5

17.0

18.0

19.0

Discharge.

Second-feet.

3,950

4,500

5,100

5,700

6,300

6,950

7,600

8,300

9,000

9,700

10,400

11,900

13,400

The above table is applicable only for open-channel conditions. It is based upon 

14 discharge measurements made during 1904. It is well defined between gage 

heights 6.2 feet and 11.5 feet. The table has been extended beyond these limits. 

Above gage height 17 feet the rating curve is a tangent, the difference being 150 per 

tenth.

Estimated monthly discharge of Olentangy River near Columbus, Ohio, for 1904- 

[Drainage area, 520 square miles.]

Month.

March. . ......................

April .........................

May .........................

June .........................

July .........................

August .......................

September. . ..................

October ......................

November ....................

Discharge in second-feet.

Maximum.

10, 120 

14,300 

720 

720 

5/160 

76 

104 

62 

30

Minimum.

320 

150 

118 

62 

20 

5 

5 

5 

12

Mean.

2, 501. 

1,516. 

232. 

187. 

634. 

21.5 

27.4 

23.3 

19.5

Run-off.

Second-feet 

per square 

mile.

.4.81 

2.92 

.446 

.360 

1.22 

.041 

.053 

.045 

.038

Depth in 

inches.

5.54 

3.26 

.514 

.402 

1.41 

.047 

.059 

.052 

.042
80 STREAM MEASUREMENTS IN 1904, PART V. INC. 128.

IjITTLE MIAMI RIVER DRAINAGE BASIN.

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. The United States Geological Survey maintained a 

station on the Little Miami at Morrow in 1903, where its drainage area 

is 951 square miles. In 1904 a gaging station was operated on Mad 

River near Springfield.

MAD RIVER NEAR SPRINGFIELD, OHIO.

This station was established December 31, 1903, by R. Winthrop 

Pratt. It is located at a highway bridge 4 miles west of Springfield, Ohio, and about 500 feet below old Red Mill dam. A standard 

chain gage is spiked to the bridge. The length of the chain from the 

end of the weight to the marker is 16.05 feet. The gage is read once 

each day by Charles W. Smith. Discharge measurements are made 

from the downstream side of the single-span bridge to which the gage 

is fastened. The bridge has a length between abutments of 128 feet. 

The channel is practically straight for 1,000 feet above and below the 

station, there being a slight curve just above. The right bank is high, 

clean, and seldom overflows. The left bank is rather low and is subject to overflow. The bed of the stream is composed of a mixture of 

clay and gravel and is fairly permanent. Bench mark No. 1 is on the 

extreme west corner of the second stepstoiie on the upstream side of 

the north side of the bridge. Its elevation is 15.88 feet above the datum 

of the gage. Bench mark No. 2 is on the top of the bottom of the 

gage box. Its elevation is 19.67 feet above the datum of the gage. 

Bench mark No. 3 is a nail in top of lower chord, 87 feet from initial 

point. Its elevation is 18.69 feet above gage datum.

The drainage area at this station is 290 square miles.

The observations at this station during 1904 have been made under 

the direction of E. Johnson, jr., district hydrographer.
HAANbJHOYT?N'] LITTLE MIAMI RIVER DRAINAGE BASIN.

i

Discharge measurements of Mad River near Springfield, Ohio, in 1904-

81

Date.

January 30.. .. .

February 27....

March 25 ......

April 9 ........

July 30«.......

August 30 a, ....

September 23 «.

October 18 «....

December 28 a. .

Hydrographer.

R. W. Pratt .......

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

Width.

Feet. 

55

60

99

63

65

82

97

96

95

96

130

Area of 

section.

Sq.feet. 

224

292

701

337

239

80

92

95

99

117

939

Mean 

velocity.

Ft. per sec. 

1.50

1.80

3.65

2.43

1.10

2.17

1.50

1.34

1.47

1.28

.43

Gage 

height.

Feet. 

6.40

6.60

10.20

6.90

5.82

5.65

5.56

5.50

5.59

5.64

6.50

Discharge.

Second-ft. 

334

547

2,559

820

262

174

138

127

145

150

407

« Wading 500 feet above bridge. 

Mean daily gage height, in feet, of Mad River near Springfield, Ohio, for 1904.

Day.

x

2..............

3..............

4..............

5.............. 

6..............

7.............. 

8... ...........

9..............

10..............

11.............. 

12..............

13..............

14..............

16..............

17..............

18..............

19..............

20..............

21..............

22..............

23.............. 

24.............. 

25.............. 

26..............

27..............

28..............

29..............

30.............. 

31..............

Jan."

6.10

6.10

6.30

6.40

6.40 

6.30

6.30 

6.30

6.30

6.30

6.30 

6.20

6.10

5.90 

6.10

5 Qfl

6.00

6.00

6.10

12.00

14.10

11.80 

8.40 

7.30 

6.70

6.60

6.60

6.60

6.50 

6.40

Feb."

6.30

6.40

6.30

6.30

6.30 

6.70

10.90 

8.90

8.00

6.50

6.70 

6.50

6.40

6.30

6 on

6.20

6.20

6.10

6.10

6.20

8.70

8.00 

9.50 

7.30 

6.70

6.50

8.20

8

Kf|

Mar.

7.90

6.90

9.60

9.20

9.30 

7.00

7.00 

6.90

6.60

6.50

6.90 

6.70

6.50

6.60 

6.50

6.50

6

CA

7.50

7.00

6.80

6.70

6.60

7.70 

7.20 

9.30 

15.40

12.00

8.30

7.50

8.90 

11.45

Apr.

13.50

11.90

8.80

7.40

7.10 

7.00

6.90 

6.80

6.90

6.70

6.60 

6.60

6.50

6.50 

6.50

6.40

6 on

6.30

6.30

6.20

6.10

6.10

6.10 

6.10 

6.10 

7.00

6.70

6.60

6.60

6.50

May.

6.30

6.30

6.20

6.20

6.10 

6.00

6.00 

6.00

6.10

6.00

5.90 

5.90

5.90

5.90 

6.10

6.00

5 GA

6.00

6.00

5.90

6.30

6.10

6.10 

6.00 

6.00 

5.90

6.10

6.00

5.90

5.90 

5.90

June.

6.00

6.00

5.90

5.90

5.80 

5.80

5.80 

5.80

5.80

5.80

5.80 

5.70

5.70 

5.70

5.80

5

GA

5.90

5.80

7.00

6.30

6.10

5.90 

5.80 

5.80 

5.80

5.80

5.80

6.10

5.90

July.

6.80

6.10

5.80

5.80

5.80

6.90 

6.90

7.30

6.40

6.20 

6.10

6.00

5.80 

5.80

5.80

5 on

5.90

5.80

5.80

5.70

5.70

5.70 

5.60 

5.70 

5.70

5.60

5.50

5.60

5.50 

5.50

Aug.

5.80

5.70

5.60

5.60

5.60 

5.50

5.50 

5.50

5.50

5.50

5.50 

5.50

5.50

5.50 

5.50

5.50

5.50

5.40

5.50

5.70

5.70

5.60

5.60 

5.50 

5.50 

5.80

5.70

5.50

5.50

5.50 

5.53

Sept.

5.60

5.55

5.55

5.60

5.50 

5.52

5.50 

5.50

5.50

5.50

5.50 

5.45

5.50

5.60 

5.15

5.50

5.50

5.50

5.50

5.32

5.50

6.55

5.50 

5.45 

5.70 

5.60

5.60

5.60

5.60

5.50

Oct.

5.55

5.55

5.55

5.60

5.50

5.55 

5.55

5.60

5.55

5.85 

5.70

5.70

5.65 

5.60

5.60

5.60

5.56

5.60

5.60

5.60

5.65

5.65 

5.60 

5.60 

5.60

5.60

5.60

5.60 1

5.65 

5.60

Nov.

5.60

5.60

5.60

5.60

5.60 

5.65

5.60 

5.60

5.60

5.60

5.70 

5.65

5.60

5.60 

5.60

5.60

5.60

5.60

5.65

5.60

5.60

5.60

5.60 

5.65 

5.63 

5.67

5.65

5.65

ft. 65

5.65

Dec.

5.65

5.68

5.67

5.62

5.63 

5.60

5.60 

5.60

6.60

5.65

5.60 

5.62

5.60

5.60 

5.60

5.63

5.63

5.62

5.70

5.60

5.60

5.60

5.70 

6.10 

6.20 

6.20

7.90

6.36

6.15

6.15

5.95

«Ice conditions January and February.

IEE 128 05 6
82 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

WABASH RIVER DRAINAGE BA8IN.

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 of 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 a nearly symmetrical, broadly ovate form. Not 

including the W'hite 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 careful measurement 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 between 696 and 699 feet.

The following table gives the elevation and fall at various points 

in this basin:
HALL, JOHNSON, 

AND HOYT,PN> ] WABASH RIVER DRAINAGE BASIN.

Table of altitudes and distances along Wabash River.

83

Location.

Source .........................................

Huntington. ....................................

Mouth of Salamonie River ....... ................

Mouth of Mississinewa River. ....................

Attica ..........................................

Covington ......................................

Terre Haute ....................................

State line .......................................

Hutsonville, 111 .................................

Vincennes ......................................

Mouth of White River. ..........................

Grayville, 111 ...................................

Mouth of Little Wabash .........................

Mouth of Wabash River .........................

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

506.0

487.0

470.0

447.7

440.6

424.6

398.8

376.5

365.0

323..0

311.0

Fall per 

mile.

Feet. 

0.00

36.00

25.56

20.40

30.00

18.48

9.12

10.20

4.80

5.80

6.60

6.60

8.30

5.00

11.00

9.00

During 1904 the United States Geological Survey maintained stations in this basin at Logansport, Delphi, Indianapolis, Cataract, and 

Shoals. The following are the drainage areas of the several streams 

at these points.

Drainage areas in Wabash River basin.

Sq. miles.

Wabash River at Logansport.................................... .......... 3,163

Tippecanoe River near Delphi............................................. 1, 890

Lower Eel River at Cataract .............................................. 255

White River (East Branch) at Shoals...................................... 4,900

White River (West Branch) at Indianapolis................................ 1,520

WABASH RIVER AT LOGANSPORT, IND.

This station was established April 27, 1903, by George E. Waesche. 

It is located at the Cicott Street Bridge, about 1 mile from the center 

of the city of Logansport, If miles from the Wabash Railroad station, 

li miles from the Pennsylvania station, four blocks from the street 

car line, and 1,000 feet below the mouth of Eel River. A standard 

chain gage is placed on the second span of the bridge, at the third panel 

from the second pier, and is supported by the bridge pins, and is 

between the lower chord bars. It is reached through a trap door in 

the floor planks of the bridge. The distance from the end of the 

weight to the marker is 20.78 feet. The gage is read once each day 

by W. R. Allison. Discharge measurements are made from the
84 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

upstream side of the bridge to which the gage is attached. The 

initial point for soundings is the inner face of the left abutment. The 

channel is nearly straight for 1,000 feet above and for 1,500 feet below 

the station. The distance between abutments is 550 feet, and the 

channel is broken by three bridge piers. The right bank is high, and 

is not subject to overflow at the bridge. The left bank is submerged 

only at extreme high water. The bed of the stream consists of solid 

rock covered with small bowlders and is rough and permanent. The 

stream is shallow and the current is never sluggish.

Bench mark No. 1 is the top of the north abutment, under the fourth 

board of the downstream sidewalk. Its elevation above gage datum 

is 18.814 feet. From Pennsylvania Railroal levels its elevation above 

sea level has been found to be 591 feet. Bench mark No. 2 is the top 

of the third course of masonry from the top of the north abutment. 

Its elevation above the zero of the gage is 15.31 feet.

The observations at this station during 1904 have been made under 

the direction of E. Johnson, jr., district hydrographer.

Discharge measurements of Wabash River at Logansport, Ind., in 1903 and 1904-

Date.

1903. 

April 27. ......

June 8.... .....

June 16........

July 8 .........

July 16........

September 30 . .

November 10...

December 28«..

1904. 

January 22 &....

March 2 e ......

March 29« .....

May 3.........

June 17........

July 21........

August 23 .....

October 21.....

November 4....

Hydrographer.

.....do ............

.....do ............

.....do ............

E. C. Murphy......

E. Johnson, jr .....

L. R. Stockman ....

.....do ............

E. Johnson, jr .....

F. W. Hanna ......

.....do ............

.....do ............

Johnson. 

F. W. Hanna ......

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

Width.

Feet.

528

536

536

483

477

478

446

426

420

Area of 

section.

Sq. feet. 

978

2,060

829

669

576

491

610

1,024

6,721

4,210

5,335

1,536

810

814

753

637

574

558

Mean 

velocity.

Ft. per sec. 

2.42

3.49

1.64

1.08

.72

.71

.74

1.25

6.95

5.62

6.09

2.44

1.08

1.13

.96

.85

.70

.68

Gage 

height.

Feet. 

2.50

4.55

2.30

1.54

1.35

1.30

1.38

2.75

13.11

8.20

10. 50

2.98

1.66

1.76

1.50

1.48

1.30

1.27

Discharge.

Second-ft. 

2,367

7,180

1,444

1,358

719

418

349

452

1,285

46, 660

23, 660

32, 480

3,744

878

920

723

542

401

379

a Partly frozen. t> Float measurement. c Some floating ice.
HALL, JOHNSON 

AND HOYT?N> ] WABASH RIVER DRAINAGE BASIN. 85

Mean daily gage height, in feet, of Wabash River at Logansport, Ind., for 1904-

Day.

1..............

4..............

5..... .........

6.. ........... .

7..............

8..............

9..............

11..............

12..............

10

14.............. 

15.............. 

16..............

17..............

19..............

20..............

21..............

22..............

23

24. .............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Jan.a

2. 53 

2.50

2.33

2.23

2.23

2.20

2.20

2.15

2.15

2.15

2.15

2.10

2.10

2.20 

2.20 

2.15

2.20

2.25 

2.60

10.85

13.19

12. 55

10.00

7.45

6.00

4.75

4.38

4.00

3.70

3.50

Feb.-*

3.10 

3.00

2.30

2.50

2.50

3.00

9.65

7.90

6.35

5.60

5.10

4.20

3.60 

2.70 

2.50

2.34

2.38 

2.10

2.25

2 OK

3.50

4.80

4.50

3.70

3.88

9.22

Mar.a

9.90

7.88

7.65

7.88

7.30

6.50

8.19

7.35

5.83

5.00

5.00

5.15

4.20 

3.70 

3.42

3.45

5.40

6.75 

7.00

6.20

6.68

6.85

13. 45

14.84

13.05

10.32

7.50

9.10

Apr.

12.22 

13.00

13.02

11.06

7.65

5.73

4.88

4.45

4.70

4.95

4.70

4.68

4.30

3.90 

3.60 

3.33

2.90

2.90 

2.63

2.52

2.15

2.60

7.05

7.12

5.90

5.25

4.50

May.

3.75 

3.25

2.95

2.75

2.58

2.50

2.40

2.30

2.35

2.25

2.13

2.10

1.95

2.00

2.15 

2.40

2.40

2.35

2.43

2.40

2.40

2.75

2.70

2.53

2.40

2.43

2.55

June.

2.90 

3.00

3.00

2.90

2.70

2.40

2.30

2.20

2.00

1.90

1.90

1.82

1.78

1.73 

1.70

1.65

1.73

1.75 

1.90

2.56

3

Q.O

3 1 ^

2.97

2.49

2.20

2.00

1.93

1.87

1.80

July.

1.80 

1.73

1.75

1.68

1.76

1.90

3.10

5.12

4.95

4.71

4.43

4.14

3.53

2.99 

2.69 

f> 50

9 00

1.99

1.85 

1.81

1.78

1.65

1.65

1.61

1.55

1.53

1.53

1.50

1.50

1.41

1.39

Aug.

1.30 

1.30

1.35

1.33

1.30

1.35

1.29

1 9Q

1.32

1.25

1.25

1.24

1.20

1.25 

1.21 

1.25

1.25

1.25

1.25 

1.50

1.61

1.76

1.50

1.45

1.40

1.29

1.30

1.27

1.30

1.33

1.34

Sept.

1.30 

1.33

1.27

1.21

1.25

1.30

1.24

1.20

1.25

1.25

1.25

1.25

1.26

1.48 

1.41 

1.25

1.30

1.41

1.49 

1.49

1.51

1.39

1 37

1.37

1.40

1.56

1.50

1.56

1.46

1.40

Oct.

1.35 

1.35

1.30

1.29

1.26

1.25

1.28

1.35

1.45

1.46

1.46

1.45

1.45

1.40 

1.37 

1.35

1.35

1.29

1.28 

1.25

1.30

1.30

1.30

1.30

1.30

1.30

1.24

1.22

1,22

Nov.

1.22

1.25

1.27

1.23

1.25

1.27

1.27

1.22

1.30

1.30

1.30

1.30

1.31 

-1.31 

1.25

1.31

1.30

1.30 

1.33

1.35

1.35

1.30

1.28

1.31

1.30

1.30

1.34

1.30

1.28

Dec.a

1.30 

1.35

1.45

1.22

1.28

1.22

1.22

1.28

1.25

1.18

1.31

1.20

1.40

.....

1.31

1.35

1.41

1.50

1.73

4.12

3.95

3.41

«Ice conditions January 1 to March 3 and December 14 to 31. 

Rating table for Wabash River at Logansport, Ind., from January 1 to December 31, 1904.

Gage 

height.

Feet.

1.2

1.3

1.4

1.5

1.6

1.7

1.8

1.9

2.6

2.1

2.2

2.3

2.4

Discharge.

Second-feet.

260

360

480

620

770

930

1,100

1,280

1,470

1,670

1,880

2,090

2,310

Gage 

height.

Fed.

2.5

2.6

2.7

2.8

2.9

3.0

3.1 \

3.2

3.3

3.4

3.6

3.8

4.0

Discharge.

Second-Jeet.

2,540

2,770

3,010

3,260

3,510

3,770

4,030

4,300

4,580

4,870

5,460

6,080

6,720

Gage 

height.

Feet.

4.2

4.4

4.6

4.8

5.0

5.2

5.4

5.6

5.8

6.0

6.5

7.0

7.5

Discharge.

Second-feet.

7,380

8,050

8,730

9,430

10, 140

10, 880

11, 640

12, 420

13, 220

14, 040

16, 170

18, 320

20, 520

Gage 

height.

Feet.

8.0

8.5

9.0

9.5

10.0

10.5

11.0

12.0

13.0

14.0

15.0

Discharge.

Second-feet.

22, 770

25, 060

27, 410

29,790

32,200

34,650

37,130

42,130

47, 130

52, 130

57, 130
86 STEEAM MEASUREMENTS IN 1904, PART V. [NO. 128.

The preceding table is applicable only for open-channel conditions. It is based 

upon 19 discharge measurements made during 1903 and 1904. It is well defined 

between gage heights 1.3 feet and 8.2 feet. The table has been extended beyond these 

limits. Above gage height 10.7 feet the rating curve is a tangent, the difference 

being 500 per tenth.

Estimated monthly discharge of Wabash River at Logansport, Ind,,for 1904- 

[Drainage area, 3,163 square miles.]

Month.

March 4-31... ................

April .........................

May .........................

June .........................

July .........................

August .......................

September. ...................

October ......................

November ....................

Discharge in second-feet.

Maximum.

56, 140 

47, 130 

5, 925 

4,580 

10, 580 

1,032 

710 

566 

420

Minimun.

4,928 

1,775 

1,375 

850 

468 

260 

260 

280 

280

Mean.

19,900 

12, 860 

2,440 

6,146 

2,673 

409 

439 

392 

349

Run-off.

Second-feet 

per square 

mile.

6.29 

4.06 

.771 

1.94 

.845 

.128 

.139 

.124 

.110

Depth in 

inches.

6.55 

4.53 

.889 

2.16 

.974 

.148 

.155 

.143 

.123

TIPPECANOE RIVER NEAR DELPHI, IND.

This station was established March 14,1903, by George E. Waesche. 

The station is located at the highway bridge at Springboro, Ind. The 

nearest railroad station is Delphi, 5 miles east of Springboro. A 

standard chain gage is located on the second span from the east bank, 

one panel length beyond the center of the span. The length of the 

chain from the end of the weight to the marker is 25.66 feet. The 

gage is read once each day by Lois Imler. Discharge measurements 

are made from the downstream side of the bridge, to which the gage is 

attached. The initial point for soundings is the face of the east abutment. The channel is straight for about 1,600 feet above and about 

2,000 feet below the station. Its width at ordinary stages is 350 feet, 

broken b}^ two piers, and at high water is 510 feet, broken by three 

piers. Both banks are high and can not overflow to any considerable 

extent. The bed of the stream is rocky and rough; the current is 

swift. The bench mark is the head of an anchor bolt in the east 

a'butment; it is the outside anchor of the downstream truss. Its elevation above the zero of the gage is 22.25 feet.

The observations at this station during 1904 have been made under 

the direction of E. Johnson, jr., district hydrographer. !
HALL, JOHNSON, ~~| 

AND HOYT. J WABASH RIVEE DRAINAGE BASIN.

Discharge measurements of Tippecanoe River near Delphi, Ind., in 1904-

87

Date.

January 23 ....

March 2 .......

March 28 ......

May 2 .........

June 18........

July 23........

August 22 .....

September 13 ..

October 22.....

November 5 ...

Hydrographer.

F. W. Hanna.......

.....do ............

.....do ............

F. W. Hanna. ......

Hanna and Johnson

F.W.Hanna. ......

.....do ............

.....do ............

.....do ............

Width.

Feet. 

448

466

449

343

253

238

" 255

241

249

240

Area of 

section.

Sq.feet. 

2,404

3,920

2,560

917

328

292

370

278

273

266

Mean 

velocity.

Ft. per sec. 

4.10

2.55

4.78

4.04

2.12

1.83

2.38

1.62

1.77

1.49

Gage 

height.

Feet. 

8.48

13.00

8.80

4.95

2.98

2.92

3.20

2.85

2.90

2.86

Discharge.

Second-ft. 

9,863

10, 010

12, 240

3,708

694

534

882

451

484

396

«Ice jam. 

Mean daily gage height, in feet, of Tippecanoe River near Delphi, Ind., for 1904.

Day.

1..............

2..............

3..............

4..............

5..............

6..............

8..............

9..............

10.............. 

11..............

12..............

13......'........

14.............. 

15.............. 

16..........'.... 

17..............

18.............. 

19..............

20.............. 

21.............. 

22.............. 

23..............

24.............. 

25.............. 

26.............. 

27. .............

28..............

29......:.......

30. .............

31..............

Jan.a

4.10

3.80

3.85

4.75 

11.05 

11.25 

10.95

15.00

7 25

.......

Peb.a

8.25

7.85

-------

8.20

8.20 

15.20

Mar.a

14.60

13.44

13.21

12.90

12.37

12.25

12.80

13.20

12.47

7.05 

7.00

6.95

6.90

7.00 

6.87 

6.77 

7.00

7.20 

7.23

7.10 

7.15 

7.77 

8.10

8.54 

8.92 

11.20 

9.41 

7.94 

7.02

8.90

Apr.

9.55

3.43

8.49

8.34

8.21

8.03

7.95

8.20

8.75

8.15 

7.75

7.08

5.53

4.98 

5.02 

5.17 

5 17

5.14 

5.12

5.09 

4.98 

4.91 

4.67

4.47 

4.01 

5.80 

7.03 

6.70 

6.35 

6.10

May.

6.59

5.07

4.80

5.60

5.12

4.96

4.72

4.57

4.35

4.05 

4.00

3.93

3.84

3.89 

3.91 

3.89 

3.85

4.01 

3.99

3.95 

3.90 

3.81 

3.70

3.64 

3.73 

3.72 

3.71 

3.70 

3.60 

3.74

4.20

June.

4.25

4.21

3.87

3.74

3.65

3.61

3.40

3.45

3.49

3.52 

3.43

3.18

3.17

3.13 

3.13 

3.12

O fvl

3.27 

3.20

3.16 

3.10 

3.09 

3.07

3.06 

3.00 

2.96 

3.00 

3.83 

3.71 

3.79

July.

3.49

3.37

3.21

3.09

3.17

3.22

3.75

4.03

4.40

4.37 

4.26

4.20

4.17

3.98 

3.96 

3.71 

3.55

3.47 

3.38

3.30 

3.2] 

3.00 

2.95

2.91 

2.90 

2.90 

2.99 

2.98 

2.93 

2.91

2.89

Aug.

2.85

2.82

2,80

2.81

2,81

2.77

2.75

2.73

2.73

2.72 

2.71

2.69

2.74

2.73 

2.72 

2.71 

2.78

2.80

2.81

2.90 

3.05 

3.35 

3.42

3.40 

3.35 

3.28 

3.18 

2.98 

3.00 

2.93

2.90

Sept.

2.93

2.90

2.87

2.86

2.84

2.85

2.83

2.83

2.84

2.85 

2.85

2.84

2.81

3.00 

2.98 

3.01 

3.05

3.21 

3.10

3.05 

3.00 

2.98 

2.97

2.95 

2.93 

3.10 

3.15 

3.23 

3.20 

3.16

Oct.

3.10

3.07

3.05

3.00

2.95

2.91

2.90

2.93

3.00

3.07 

3.05

3.00

3.00

2.98 

2.97 

3.03 

3.00

2.67 

2.95

2.92 

2.90 

2.98 

2.95

2.94 

2.97 

2.95 

2.92 

2.81 

2.85 

2.85

2.84

Nov.

2.83

2.82

2.84

2.84

2.85

2.85

2.84

2.80

2.85

2.87 

2.86

2.85

2.86

2.84 

2.87 

2.89 

2.88'

2.86 

2.86

2.85 

2.83 

2.80 

2.85

2.84 

2.83

Dec.a

2.83

2.82

2.80

2.80

2.91

2.96

2.97

2.98

3.00

3.02 

3.00

2.99

2.98

3.04

3.05

3.09 

3.12

3.05

a Frozen January 1 to March 9 and December 14 to 31.
88 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128. 

Rating table for Tippecanoe River near Delphi, Ind., from January 1 to December 31,1904.

Gage 

height.

Feet.

2.7

2.8

2.9

3.0

3.1

3.2

3.3

3.4

3.5

3.6

3.7

Discharge.

Second-feet.

280

390

510

630

760

890

1,030

1,170

1,320

1,470

1,620

Gage 

height.

Feet.

3.8

3.9

4.0

4.1

4.2

4.3

4.4

4.5

4.6

4.7

4.8

Discharge.

Second-feet.

1, 770

1,930

2,090

2,250

2,410

2, 580

2, 750

2,920

3,090

3,270

3, 450

Gage 

height.

Feet.

4.9

5.0

5.2

5.4

5.6

5.8

* 6.0

6.2

6.4

6.6

6.8

Discharge.

Second-feet.

3,640

3,830

4,230

4,650

5,070

5,490

5,910

6,350

6, 790

7,230

7,670

Gage 

height.

Feet.

7.0

7.5

8.0

8.5

9.0

9.5

10.0

10.5

11.0

12.0

13.0

Discharge.

Second-feet.

8,110

9,220

10, 370

11, 520

12, 670

13,820

14, 970

16, 120

17, 270

19, 570

21, 870

The above table is applicable only for open-channel conditions. It is based upon 

discharge measurements made during 1903 and 1904. It is well defined between 

gage heights 2.8 feet and 8.8 feet. The table has been extended beyond these limits. 

Above gage height 7.4 feet the rating curve is a tangent, the difference being 230 per 

tenth.

Estimated monthly discharge of Tippecanoe River near Delphi, Ind., for 1904- 

[Drainage area, 1,890 square miles.]

Month.

March 10 to 31. ...............

April .........................

May .........................

June .........................

July..........................

August .......................

September ....................

October ......................

November ....................

December 1 to 13. .............

Discharge in second-feet.

Maximum.

17, 730 

13, 940 

7,230 

2,495 

2,750 

1,200 

932 

760 

498 

656

Minimum.

7,560 

2,090 

1,470 

582 

498 

269 

402 

402 

390 

390

Mean.

9,633 

7,210 

2,492 

1,199. 

1,247 

534 

601 

585 

446 

543

Run-off.

Second-feet 

per square 

mile.

5.10

3.81 

1.32 

.634 

.660 

.282 

.318 

.310 

.236 

.287

Depth in 

inches.

4.17 

4.25 

1.52 

.707 

.761 

.325 

.355 

.357 

.264 

.139
HALL, JOHNSO> 

AND HOYT. WABASH EIVER DRAINAGE BASIN. 89

WHITE RIVER (WEST BRANCH) AT INDIANAPOLIS, IND.

This station was established May 6,1904, by E. Johnson, jr., assisted 

by F. W. Hanna. It is located in the central portion of the city on 

the bridge of the Cleveland, Cincinnati, Chicago, and St. Louis Railway. A standard chain gage is attached to the downstream side of the 

bridge, the scale being graduated to feet and tenths on the downstream 

side of the binding tie. The length of the chain from the end of the 

weight to the marker, which is the outside of the ring, is 37.10 feet. 

The gage is read twice each day by J. D. Burk. The chain and weight 

are kept at the water softening plant of the Kingan Packing Company, 

located 100 feet downstream from the right abutment of the bridge. 

Discharge measurements are made from the downstream side of the 

through Pratt truss bridge of three spans, to which the gage is attached. 

The initial point for soundings is the downstream inner face of the 

right abutment. The channel is straight for about 500 feet above and 

for 1,000 feet below the station. The current is direct, but sluggish 

in low stages. The right bank is moderately high and seldom overflows. The left bank is high, covered by buildings, and never overflows. 

All the water passes between the abutments of the bridge. The bed 

of the stream is composed of gravel and sand, and is fairly permanent. 

There are three channels at all stages. At low water the current is too 

sluggish to permit of very accurate measurement. Bench mark No. 1 

is the south capstone of the ballast wall of the right abutment. Its 

elevation is 36.51 feet above the datum of the gage. Bench mark No. 

2 is the downstream top edge of the fifth cross girder from the right 

abutment of the bridge. Its elevation is 36.54 feet above the datum 

of the gage.

The observations at this station during 1904 have been made under 

the direction of E. Johnson, jr., district hydrographer.

Discharge measurements of White River ( West Branch } at Indianapolis, Ind. , in 1904.

Date.

May 6 .........

June 17.. ......

July 29. .......

August 23 .....

October 21 «...

Hydrographer.

F. W. Hanna......

.....do ............

.....do ............

.....do............

.....do ............

.....do ............

Width.

Feet. 

265

256

222

233

223

68

68

Area of 

section.

Sq.feet. 

1,423

1,324

1,129

1,210

1,042

150

131

Mean 

velocity.

Ft. per sec. 

0.81

.65

.34

.41

.23

1.43

1.49

Gage 

height.

Feet. 

8.80

8.45

7.53

7.85

7.20

7.30

7.20

Discharge.

Stcond-Jl. 

1 147

866

380

495

240

216

195

a Measurement made from boat and cable 1 mile below station.
90 STREAM MEASUREMENTS IN 1904, PABT V. [NO. 128.

Mean daily gage height, in feet, of White River ( West Branch) at Indianapolis, Ind., in

1904.

Day.

1.. .........................

2...........................

3...........................

4............. ..............

5...........................

6...... ....................

7...........................

9...........................

10...........................

11

12...........................

13...........................

14...........................

15................. .........

16...........................

17...........................

18...........................

19...........................

20...........................

21...........................

22...........................

23............................

24...........................

25...........................

26...........................

27...........................

28........................... 

29...........................

30. ..........................

31...........................

Mar.a

21. 42

24.74

21. 21

1 Q *7O

12.15

13.26

Apr.a

18.85

21.66

20.90

14.71

........

........

May.

8.80

8.75

8.70

8.70

8 7ft

8.50

8.50

8.40

8.40

8.40

8.40

8.50

8.70

8.90

9.10

9.10

8.80

8.70

8.70

8.60

8.70 

8.80

8.90

June. .

8.90

9.50

9.20-

9.10

9.10

8.75

8.60

8.40

8.30

8.30

8.20

8.20

8.10

8.10

8.00

8.10

8.50

8.50

8.70

9.10

9.60

9.60

9.00

8.90

8.55

8.40

8.30 

8.30

8.30

July.

8.30

8.45

8.35

8.25

8.20

8.20

9.10

9.50

9.46

9.20

8.90

8.70

8.50

8.40

8.20

8.10

8.00

8.00

7.90

7.90

7.85

8.00

8.00

7.85

7.80

7.70

7.65

7.60 

7.55

7.50

7.50

Aug.

7.50

7.45

7.40

7.40

7.40

7.35

7.35

7.35

7.30

7 30

7.40

7.30

7.26

7.20

7.15

7.20

7.20

7.10

7.20

7.50

7.80

8.20

8.00

7.65

7.60

7.40

7.35

7.30 

7.30

7.25

7.30

Sept.

7.30

7.30

7.30

7.20

7.20

7.25

7.30

7.30

7.25

7.20

7,20

7.20

7.20

7.25

7.20

7.20

7.20

7.25

7.30

7.55

7.35

7.30

7.30

7.30

7.40

7.70

7.60

7.60 

7.60

7.60

Oct.

7.40

7.10

7.30

7.30

7.30

7:25

7.25

7.20

7.20

7.20

7.50

7.50

7.40

7.40

7.30

7.30

7.30

7.30

7.30

7.30

7.30

7.30

7.30

7.30

7.25

7.25

7.25

7.20 

7.10

7.15

7.15

Nov.

7.20

7.20

7.20

7.20

7.20

7.20

7.20

7.20

7.30

7.25

7.20

7.20

7.20

7.10

7.20

7.20

7.20

7.20

7.20

7.20

7.20

7.20

7.20

7.20

7.20

7.20

7.20

7.10 

7.10

7.10

Dec.

7.10

7.10

7,10

7.10

7.10

7.10

7.10

6.75

6.70

7.10

7.10

7.10

7.10

6.90

6.95

7.00

7.15

7.15

7.10

7.10

7.10

7.10

7.20

7.50

7.60

7.70

9.20

9.70 

8.75

8.45

8.50

« Readings March 26 to April 4 reduced from readings of Kingan gage.

Rating table for White River (West Branch) at Indianapolis, Ind., from May 6 to

December 31, 1904.

Gage 

height.

Feet.

7.0

. 7.1

7.2

7.3

7.4

7.5

Discharge.

Second-feet.

184

211

240

271

304

340

Gage 

height.

Feet.

7.6

7.7

7.8

7.9

8.0

8.1

Discharge.

Second-feet.

380

425

475

525

580

640

Gage 

height.

Feet.

8.2

8.3

8.4

8.5

8.6

8.7

Discharge.

Second-feet,

700

770

840

910

990

1,070

Gage 

height.

Feet.

8.8

8.9

9.0

Discharge.

Second-feet.

1,150

1,240

1,330

The above table is applicable only for open-channel conditions. It is based upon 

7 discharge measurements made during 1904. It is well defined between gage heights 

7.2 feet and 8.8 feet. The table has been extended beyond these limits.
HALL, JOHNSON,"] 

AND HOYT. J WABASH RIVEE DRAINAGE BASIN. 91

Estimated monthly discharge of White River (West Branch) at Indianapolis, Ind., for

1904. '

[Drainage area, 1,520 square miles.]

Month.

May 6-31...... ...............

June .........................

July .........................

August .......................

September. . ..................

November ............;.......

December ....................

i

Discharge in second-feet.

Maximum.

1,420 

1,870 

1,780 

700 

425 

340 

271 

1,960

Minimum.

840 

580 

340 

211 

240 

211 

211 

115

Mean.

1,064 

1,045 

759 

314 

284 

265 

238 

391

Run-off.

Second-feet 

per square 

mile.

0.700 

.688 

.499 

.207 

.187 

.174 

.157 

.257

Depth in 

inches.

0.677 

.768 

.575 

.239 

.209 

.201 

.175 

.296

LOWBB EEL RIVEK NEAK CATARACT, IND.

This station was!established August 6, 1903, by E. Johnson, jr., 

assisted by L. R. Stockman. It is located 6 miles from Cloverdale, 

Ind., and one-half mile northeast of Cataract, Ind. It is 300 feet above 

a dam below which there is a fall of 35 feet. The gage is a 3 by 6 inch 

oak timber, securely fastened to the west abutment on the downstream 

face. It is marked by brass-headed nails and reads from zero to 10 feet. 

The gage is read once each d^y by Joe Steiner. Discharge measurements are made from the upstream side of the single-span, covered highway bridge, which has a length between abutments of 128 feet. The 

initial point fojr soundings is |the face of the left or west abutment at 

the top of the coping on the ujpstream side. Distances are marked by 

wire nails and i painted figures! on the guard rail on the upstream side 

of the bridge. The channel i*s straight for about 500 feet above and 

300 feet below the bridge. The current varies from swift to rather 

sluggish. Both banks are high and rocky and will not overflow. The 

bed of the stream is a smooth rock ledge, nearly level between the 

bridge abutments.

Bench mark No. 1 is a wire nail in the root of a small elm tree in a 

stone wall on the north side of the road approaching the bridge on 

the west side of the river about 50 feet from the bridge. Its elevation above the zero of the gage is 12.60 feet. Bench mark No. 2 is a 

wire nail in the root of a large oak tree in the pasture on the west 

side of the river 300 feet from the bridge and 20 feet from the fence 

which bounds the south side of the road approaching the bridge. The 

elevation of this bench mark is 27.20 feet above the zero of the
92 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

The observations at this station during 1904 have been made under 

the direction of E. Johnson, jr., district hydrographer.

One measurement was made on May 4, 1904; gage height, 1.28 feet; 

discharge, 104 second-feet.

Mean daily gage height, in feet, of Eel (lower) River near Catarart, Ind.,for 1904.

Day.

1...... ........

2..............

4.............. 

5..............

6..............

7..............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20.............. 

21..............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Jan .«

1.60

1.60

1.50

1.50 

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.60

1.70

2.50 

2.70

4.10 

4.00

3.60

3.40

3.00

2.70

2.60

2.40

Feb.a

2.40

2.40

2.40 

2.40

2.60

4.00

4.00

4.00

4.00

3.90

3.70

3 20

3.20

3.10

2.90 

2.90

2 90

3.00 

3.00

3.00

3 fin

.......

Mar.

3.50

3.60

3.70

3.70 

3.60

2.70

2.90

2.90

2.60

2 30

2 OF;

2 30

2.40

2 60

2.70

2.80 

2.90

3 Art

3.40 

3.50

4.70

6.60

6.60

5.20

4.00

3.90

Apr.

4.80

4.90

4.80

4.80

3.60

3.00

2

1 A

2 00

2 00

2.00

2 10

2.10

2 on

2.00 

2.00

2 00

2.00 

2.20

2.20

2.10

2.10

2.00

May.

2.00

2.10

2 10

2.20

2 20

2.20

2.10

2.10

2.30

2 on

2.20

2 20

2.20

2.10

2.10

2.10

2.00 

2.00

2 00

2.00 

2.00

1.80

1.70

1 60

1.50

1.50

1.40

June.

1.40

1.30

1 ^A

1.30

1.20

1.30

1.40

1 40

i <*n

1.40

1 40

1.40

1.40

1 40

1.50 

l.!>0

1 ^O

1.50 

1.50

1 60

1 60

1.50

1 rn

1.40

1.40

July.

1.40

1.30

1.30

1.30 

1.20

1.20

1.20

1.20

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.05

1.05

1.10 

1.00

1 00

1.00 

1.00

1.00

.90

on

90

90

.90

.90

Aug.

0.90

.90

on

.90 

.90

.90

.80

.80

.80

.80

.80

Qrt

.90

.90

on

on

90

1.00 

1.00

1 00

1.00 

1.10

1.20

1.20

1.10

1.10

1.10

1.00

Sept.

1.10

1.20

1.10 

1.10

1.00

1.00

.90

.80

.60

.70

.70

.70

.80

.90

1.00

1.00

1.10

1.10 

1.20

1.10

1.00 

1.00

1 45

1.55

1.50

1.40

Oct.

1.40

1.40

1.30

1.80 

1.20

1.10

1.10

1.10

1.20

1.20

1.30

1.20

1.10

1 ftfi

1.00

1.00

1.00

1.10

1.10

1.10 

1.10

1 00

1.00 

1.00

1.10

1.00

1.00

1.00

on.

.90

.90

Nov.

0.80

.80

.70

.70 

.70

.80

.90

1.00

1.00

1.00

1.00

1.00

1.10

1.10

1.10

1.00

1.00

1.10

1.00 

1.00

1 00

1.00 

1.00

1 (¥1

.80

.70

Ctfk

.40

Dec.

(»)

( fi)

(»)

(") 

( &)

(")

( 6)

( fi)

(")

( 6 )

(6)

( 6 >

( 6 >

(")

(")

("')

(*>)

(»)

<»)

(")

(6)

.80 

1.30

1.70

2.00

9 go

3.00

3.30

«Ice conditions January and February. & Below gage.

NOTE. The zero of the gage is 0.96 feet below the crest of the dam; therefore when 

the gage is below 0.96 all the water flows through a small flume.
HALL, JOHNSON," 

AND HOYT. WABA8H RIVER DRAINAGE BASIN. 93

WHITE RIVER (EAST BRANCH) AT SHOALS, IND.

This station was established June 25, 1903, by A. C. Lootz. It is 

located at the highway bridge, in the village of Shoals, Ind., 400 feet 

above the Baltimore and Ohio Southwestern Railroad bridge. There 

are rapids just below this station and also about 5^ miles below. The 

gage is read once each day by O. H. Greist. A standard chain gage 

is fastened to the railing and metal posts of the downstream side of 

the first span on the left end of the highway bridge. The length of 

the chain from the end of the weight to the marker is 46.41 feet. 

Discharge measurements are made from the 3-span highway bridge to 

which the gage is attached. The initial point for soundings is the 

face of the left abutment. The channel is straight above and below 

the station and the current is swift. The right bank is a high rocky 

road embankment and never overflows; the left bank is a steep rocky 

bluff and does not overflow. The bed of the stream is rocky, and the 

channel is divided into three parts by the bridge piers. Bench mark 

No. 1 is the stone cap on the downstream end of the first pier from 

the left bank. Its elevation is 100 feet above gage datum.

The observations at this station during 1904 have been made under 

the direction of E. Johnson, jr., district hydrographer.

Discharge measurements of While River (East Branch) at Shoals, Ind., in 1903 and 1904-

Date.

1903. 

June 22 a ......

September 24 . .

1904. 

January 24 ....

March 5 .......

March 30 ......

June 16........

July 28 ........

August 24......

September 15 . .

October 20.....

November 3 . . .

Hydrographer.

.....do ............

F. W. Hanna......

.....do ............

.....do ............

Johnson. 

F. W. Hanna ......

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

Width.

Feet.

344

286

375

427

356

349

307

295

295

295

288

Area of 

section.

Sq.feet.

1,083

408

4,105

2,321

13, 410

1,124

789

515

379

373

371

324

Mean 

velocity.

Ft. per. sec.

3.13

1.25

4.61

4.99

6.00

3.72

2.30

1.60

1.28

1.06

1.07

.99

Gage 

height.

Feet.

65.07

63.40

73.47

68.64

95.20

65.43

64.53

63.88

63.32

63.24

63.23

63.17

Discharge.

Second-ft. 

2,000

3,392

511

19, 010

11, 590

79, 820

4,180

1,812

823

484

397

396

320

a Float measurement
94 STBEAM MEASUBEMEJSTTS IN 1904, PAET V. [NO. 128. 

Mean daily gage height, in feet, of White River (East Branch) at Shoals, Ind., for 1904-

Day.

1. .............

4..............

5..............

6..............

7..............

9..............

10..............

11..............

13..............

14..............

15..............

16..............

17..............

18.. ............

19..............

20..............

21..............

22..............

23..............

24..............

OR

26..............

27..............

28..............

29

30..............

31 .............

Jan.a

64.60

64.20

64.10

64.10

64.10

64.00

64.00

64.00

64.00

64.00

64.00

64.00

64.00

64.00

64.00

64.10

64.10

64.60

69.40

73.30

74.50

74.80 

75.00

67.80

66.50

Feb.a

66.20

65.50

65.20

64.90

64.80

68.50

71.50

72.80

74.30

76.10

77.00

72.50

.66. 50

66.00

65.90

65.60

65.40

65.20

65.10

67.30

68.30

69 60

70.90

70.60

69.40 

68.00

67.30

Mar.a

67.60

68 20

68.70

68.60

69.10

72.30

72.90

71.50

70.30

70.50

68.90

68.70

68.00

67.60

67.50

67.60

67.70

67.70

68.00

74.40

75.20

78.40

87.10

87.70 

92.80

QCL Art

94.90

93.40

Apr.

88.80

87.20

85.60

84.40

83.40

80.20

73.20

68.40

67.70

67.50

67.30

67.00

66.80

66.50

66.20

66.00

65.80

65.60

65.40

65.30

65.20

65.10

65.10

65.20

66.50

67.50 

68.60

68.40

May.

67.00

66.50

65.90

65.60

65.40

65.30

65.10

65.00

64.90

64.80

64.70

64.70

64.70

64.60

64.60

64.50

64.50

66.50

66.50

64.50

64.50

64.50

64.60

fiA CL(\

64.80 

64.60

64.60

64.60

64.70

June.

64.80

65.60

66.00

66.00

65.60

65.40

65.00

64. fO

64. 70

64.60

64.50

64.40

64.40

64.30

64.40

64.30

64.50

64.60

64.70

64.90

64.90

64.90

64.80

64.80

C.A cn

64.80

64.80 

65.20

64.80

65.40

July.

'65. 30

65.10

65.00

64.80

64.70

64.50

64.40

64.30

64.30

64.30

64.40

64.50

64.50

64.50

64.40

64.50

64.30

64.20

64.20

64.20

64.20

64.20

64.20

64.10

64.10

64.00

64.00 

63.90

63.90

63.80

63.80

Aug.

63.80

63.70

63.70

63.70

63.70

63.70

63.70

63.70

63.70

63.60

63.60

63.60

63.50

63.50

63.50

63.50

63.50

63.50

63.50

63.50

63.60

63.60

63.60

63.50

63.40

63.30 

63. 30

63.30

63.30

Sept.

63.30

63.30

63.30

63.30

63.30

63.20

63.20

63.20

63.20

63.30

63.30

63.30

63.30

63.20

63.20

63.40

63.70

63.60

63.50

63.50

63.40

63.40

63.40

63.70

63.80 

63.80

63.50

Oct.

63.50

63.50

63.50

63.40

63.40

63.30

63.30

63.30

63.30

63.30

63.30

63.30

63. 30

63.30

63.30

63.30

63.30

63.30

63.30

63.30

63.20'

63.20

63.20

63.20

63.20

63. 20 

'63.20

63.20

63.20

Nov.

63.20

63.20

63.20

63.20

63.20

63.20

63.20

63.20

63.20

63.20

63.20

63.20

63.20

63 °0

63.20

63.20

63.20

63.20

63.20

63.20

63.20

63.20

63.20

63.20

63.20 

63.20

63 20

63.20

Dec.&

63.^20

63.20

63. 20

63.20

63.20

63.20

63.20

63.20

63.20

63. 20

63.20

63.20

63. 20

63,00

63.00

63.10

63.10

63.20

63.20

63.20

63.20

63.20

63.30

63.40

63.90

64.50 

65.20

66.00

66.30

66.00

a Ice conditions January, February, and March; uncertain. & Frozen December 15 to 31.
HALL, JOHNSON 

AND HOYT,

ON,~1 

 J WABASH EIVER DEAINAGE BASIN. 95

Eating table for White River (East Branch] at Shoals, Ind., from January 1 to

December 31, 1904.

Gage 

height.

Feet.

63.0

63.1

63.2

63.3

63.4

63.5

63.6

63.7

63.8

63.9

64.0

64.1

64.2

64.3

64.4

64.5

64.6

Discharge.

Second-feet.

215

286

360

440

520

605

695

790

890

990

1, 100

1,.210

1,330

1,450

1,580

1,710

1,850

Gage 

height.

Feet.

64.7

64.8

64.9

65.0

65.1

65.2

65.3

65.4

65.6

65.8 '

66.0

66.2

66.4

66.6

66.8

67.0

67.2

Discharge.

Second-feet.

2,000

2,150

2,310

2,470

2,640

2,820

3,010

3, 210

3,640

4,110

4,610

5. 110

5, 610

6,110

6,610

7,110

7,610

Gage 

height.

Feet.

67.4

67.6

67.8

68.0

68.5

69.0

69.5

70.0

70.5

71.0

71.5

72.0

72.5

73.0

73. 5

74.0

75.0

Discharge.

Second-feet.

8,110

8,610

9,110

9,610

10, 860

12, 110

13, 360

14, 610

15, 860

17, 110

18, 360

19, 630

20, 930

22, 230

23, 530

24, 830

27, 430 .

________ L

Gage 

height.

Feet.

76.0

77.0

80.0

83.0

84.0

85.0

87.0

88.0

90.0

91.0

92.0

93.0

94.0

95.0

Discharge.

Second-feet.

30, 030

32, 630

40, 430

48,230 -

50, 830

53, 430

58, 630

61, 230

66,430

69,030

71, 630

74, 230

76, 830

79, 430

The above table is applicable only for open-channel conditions. It is based upon 

13 discharge measurements made during 1903 and 1904. It is well defined between 

gage heights 63.2 feet and 65.4 feet. Above gage height 72 feet the rating curve is a 

tangent the difference being 260 per tenth. Two flood measurements above 65.4 feet 

gage height define the tangent. The tabje has been extended beyond these limits.

; : oYVt ! ' 

Estimated monthly discharge of White River at Shoals, Ind., for. 1904.

[Drainage area, 4,900 sq,uar<e miles.]

Month:

JVtarch ^

July .........................

September. ...................

The year ...............

Discharge iu second-feet.

Maximum.

27, 430 

32, 630 ,

 1&43Q

69, 330 

7, lib 4,610" 

3, 010 ! 

890 ; 

890 

605 

360 

5,360

79, 430

Minimum.

1,100 

2,150 

, 8, 360 

2,640 

1,710 

1,450 

890 

440 

360 

360 

360 

215

215

Mean.

7,320 

 11,710 

25, 310 

1,822 

2,709 

2,375 

1,539 

647 

525 

435 

360 

932

4,640

Run-off.

Second-feet 

per square 

mile.

1.49 

2.39 

. 5. 17 

.372 

.553 

.485 

.314 

.132 

.107 

.089 

.073 

.190

.947

Depth in 

inches.

1.72 

 2.58 

5,96 

.415 

.638 

.541 

.362 

.152 

.119 

.103 

.081 

.219

12.89

a January, February, March, and December estimates computed as if open channel.
96 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

CUMBERLAND RIVER DRAINAGE BASIN.

Cumberland River rises in the eastern part of Kentucky and flows 

west till it meets the South Fork, which rises in northern Tennessee 

and flows northward. After this junction the Cumberland turns 

toward the southwest into Tennessee, and, after flowing through the 

north-central part, again enters Kentucky in Trigg County, flows 

across the State, and enters Ohio River at Smithland, about 15 miles 

above the mouth of Tennessee River. The gaging station on this 

river is located at Nashville, Tenn.

CUMBERLAND RIVER AT NASHVILLE, TENN.

The gage, which belongs to the United States Engineer Corps, is at 

the foot of Broad street. It is in three sections, two of which are 

upright and one inclined. The lowest section, extending from 0.2 

foot to +46 feet, is on the slope of the bank and consists of timbers 

embedded in the ground, bearing an iron strap, into which the markings are cut. The section extending from gage height 46 to 53 feet 

is fastened to a small building at<the top of the bank, and consists of 

a timber painted white with black markings. The top section of the 

gage, extending from 52 feet to 55.3 feet, is on the corner of Temperance Hall, painted on the stones in white with black markings. In 

addition there is a vertical section reading from 1.2 feet to +2 feet. 

Discharge measurements are made from the upstream side of Woodlawn Street Bridge, which has four spans having a total length of 656 

feet. The floor of the bridge is on a slope, the lower or right bank 

end being about 100 feet above low water. The initial point for 

soundings is the end of the iron hand rail on the upstream side of the 

bridge at the left bank. The channel is nearly straight for 2,000 feet 

above and for 1,500 feet below the station. The right bank is high, 

but overflows at high stages. It is occupied by lumberyards and sawmills. The left bank is high, rocky, and is not subject to overflow. 

The bed of the stream is composed of rock and is permanent. There 

is one channel broken by one pier at ordinary and by three piers at 

high water.

During October, 1904, a lock and dam were completed about 2| 

miles below the gage, which at low water raises the water surface at 

the gage about 5£ feet and. causes the low-water velocity to become 

rather slow for good measurements. The datum of the gage corresponds to elevation 110.3 feet of the city levels. A cross, cut on the 

upper face of the corner stone in the southeast corner of Temperance 

Hall, on Broad street, near Front street, is 52 feet above the zero of 

the gage, and 366.6 feet above mean sea level. The highest observed 

water was 55.3 feet on January 22, 1882. The lowest occurred on 

October 15 and 16, 1878, at a gage height of 0.4 foot. The danger 

line is at 40 feet.

Records have been kept for a number of years by the United States 

Weather Bureau, from which readings previous to those here published may be obtained.
HALL, JOHNSON, 

AND HOYT,°N)] CUMBERLAND KIVER DRAINAGE BASIN. 97

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.

Discharge measurements of Cumberland River at Nashville, Tenn., in 1904-

Date.

Mavl8........

May 19........

May 20........

August 19 .....

August 19 .....

October 22.....

Hydrographer.

J. M. Giles ........

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

.....do............

Width.

Feet. 

344

' 344

344

313

313

313

328

Area of 

section.

Sq.feet. 

4,789

5, 034

5,031

2,991

3,000

2,924

4,239

Mean 

velocity.

Ft. per sec.

2.87

2.79

2.59

.88

.88

.83

.36

Gage 

height.

Feet.

8.25

8.35

8.13

2. .26

2.30

2.22

« 6. 60

Discharge.

Second-fl. 

13, 730

14, 030

13, 030

2,630

2,648

2,428

1,534

a Rise in gage height caused by new dam 2i miles below station=5.6. 

Mean daily gage height, in feet, of Cumberland River at Nashville, Tenn., for 1904-

Day.

6..............

7..............

9

10.............. 

11..............

12..............

13..............

15..............

16..............

17..............

18..............

19..............

21..............

22..............

23..............

24..............

25

26..............

28..............

on

30.............. 

31..............

Jan.

11.50

9 40

9 70

9.40

10.40

7.60 

6.70

6.10

6.00

7.20 

7.00

9.00

9 70

11.40

14.30

16.80

16.60

18.00

20. 50

12.60 

10.00

Feb.

7 60

6.90

4.90

A on

4.90

7.20

8.00

7.60

7.20 

7fM~i

6.00

5.30

5.10

5.00

5 in

6.30

5 on

5.60

7 90

9.60

10.10

Mar.

9 70

9 40

9.10

9 80

14.30

15.70

17.80 

21.20

29 5Q

20.70

18.30

16.00 

14.40

14.30

13 00

12.40

18.10

21.40

26.10

27 90

O1 Oft

37.30

07 on

QC Qft

36.20 

33.90

Apr.

15.40

9 60

8.80

8.50

8.60

8 Qft

7 eft

7.40 

7.10

" 80

6.00

6 90

8

J"\ft

8.70

May.

9.50

9 80

10.50

11.40

12.40

11.90

10.90

10.70

10.20 

10.00

10.20

10.00 

9 10

8 4ft

8.30

8.30

S in

7 50

6.00

5.00

4.20 

5.00

June.

14.00

13.10

14.80

14.70

14.00 

11.80

10.00

8.70

7 fin

6.40

5 Cft

4 90

4

QA

3 60

3 50

3

0ft

3 20

4 20

R Gift

5.40

July.

4 80

4 80

4 90

4.70

4 60

4.00

4.20

4.50 

4 80

3.90

3.60

3 Qft

3.80

3 *7ft

3 Cft

3.50

3 Q(|

3

f\f\

3 AA

3

nn

3

ftn

2 80

2.80 

2.70

Aug.

2.70

3.00

2.90

2.70

2. 50

o Kn

2.60

2 50

2.50

2 30

9 go

2.20

9 <*n

2 30

O Qft

4.40

3

nft

3

0ft

2 90

2.60 

2.50

Sept.

2.30

2.10

1.90

3.20

2.10

1.80

1.70

1.60 

1.50

1.40

1.40

1.40

1.50

1 30

1.20

I

Qft

1.10

1 00

1 00

1.10

1.10

1.10

1.00

Oct.

1.00

1.10

1.20

1.10

1.00

1.00

1.00

1.00

1.20

1.00 

a 1.50

2 Cft

3.70

4.60

5.30 

6.00

6.50

6.60

6.60

6.60 

6.50

Nov.

6.60

6.60

6.70

6.70

6.80

6.70

6.80

6.90

6.90 

6.90

6.90

6.90

6.80

6.80

6 80

6 90

6 90

6.80

Dec.

6.80

6.90

6.90

6.90

7.00

7.00

7.40

7.40

'7.50

8.30 

8.10

8.90

8.70

8.50

8.30

8.30

8.30

8.00

7.80

7.70

7.80

8 Qft

8 Qft

18.40

16.70

18.50 

18.80

«Dam at lock 2} miles below put into operation, raising water level at gage about 5.6 feet above 

low-water stage.

IRR 128 05 7
98 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

TENNESSEE RIVER DRAINAGE BASIN.

Tennessee River is formed by the junction of the French Broad and 

the Holston about 4 miles above Knoxville, Tenn. It flows southwest, 

crossing into Alabama about 40 miles below Chattanooga, T^nn., and, 

after crossing the northern part of Alabama, again enters Tennessee 

in Harding County. It then flows north, crossing Tennessee and 

Kentucky, and enters Ohio River at Paducah, about 40 miles above 

Cairo. Its principal tributary on the north is Clinch River, which 

enters it near Kingston, Roan County, Tenn. The principal tributaries on the south are Hiwassee and Little Tennessee rivers. 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 the Nottely. Little Tennessee River rises in the northeastern corner of Georgia, flows 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 western part of Virginia. 

Its principal tributary is Watauga River, into which stream Roan 

Creek enters.

FRENCH BROAD RIVER AT HORSESHOE, N. C.

This station was established October 4, 1904, by B. S. Drane. It is 

located at the steel highway bridge at Horseshoe, N. C. A plain staff 

gage, graduated to feet and tenths, is attached vertically to a H by 4 

inch oak timber which is driven into the bed of the stream to a firm 

foundation and nailed to an overhanging birch on the right bank, 25 

feet below the bridge. The gage is read once each day by Charles 

Duncan. Discharge measurements are made from the downstream 

side of the single-span, five-panel truss bridge mounted on stone abutments. The approach on each side is over an earth embankment. On 

the left bank a flood channel 81 feet wide is opened through the 

embankment 140 feet from the end of the bridge. The initial point 

for soundings is on the downstream hand rail over the inner edge of 

the capstone of the left abutment. The channel is straight for about 

2,000 feet above and 1,500 feet below the station. The current is of 

fair velocity at all stages except at the lowest when it inclines to be 

sluggish along the right bank. The right bank is of earth, wooded, 

and about 15 feet high. The left bank is similar but is cleared. The 

earth embankments on either side to the higher ground are of such a 

height that all the water passes beneath the bridge and the overflow 

channel at all stages. There is but one channel at low and ordinary 

stages. The bed of the stream is composed of sand and a few rocks. 

It is smooth and permanent. Bench mark No. 1 is the upper surface
HALL, JOHNSON, 

AND HOYT. '] TENNESSEE EIVEK DEAIKAGE BASIN. 99

of the downstream end of the first floor beam from the left bank, 15 

feet from the initial point for soundings. Its elevation is 20.48 feet 

above the zero of the gage. Bench mark No. 2 is the center of the 

head of a wire nail driven into the downstream face of a large birch 

tree on the right bank, about 20 feet above the bridge. Its elevation 

is 12.40 feet above the zero of the gage.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.

Discharge measurements of French Broad River at Horseshoe, N. C., in 1904-

Date.

July 18........

October 3_.....

Hydrographer.

B. S. Drane.. ......

.....do ............

.....do............

.....do ............

Width.

Feet. 

82

82

81

81

Area of 

section.

Sq.feet. 

241

285

192

318

Mean 

velocity.

Ft. per sec. 

1.64

1.86

1.50

1.84

Gage 

height.

Feet. 

0.86

1.51

.51

1.91

Discharge.

Second-fl. 

396

529

290

584

Mean daily gage height, in feet, of French Broad River at Horseshoe, N. C.,for 1904-

Day.

1.... .........

3.............

4.. ...........

5.............

6.............

7.. ...........

8.............

9.............

10.............

11.............

Oct.

0.50

.50

.50

.50

.50

.50

.50

.55

.45

JK

.40

Nov.

0.35

.35

.45

2.45

2.10

1.75

1.00

.75

.60

fin

.55

Dec.

0.60

.55

.65

.75

.75

4.60

2.20

1.50

1.30

1.10

1.10

Day.

12............

13............

14............

15............

16............

17............

18............

19............

20............

21............

22............

Oct.

0.40

.40

.35

.35

.35

.30

.30

.30

.30

on

.30

Nov.

0.50

1.50

9 00

1.10

.90

80

.75

.65

.60

.60

Dec.

80

.80

.85

.85

.95

.85

.80

80

.75

Day.

23............

26............

27. ...........

29............

30

31............

Oct.

0.30

30

30

.35

.35

.35

.35

OC

.35

Nov.

0.65

65

.55

.55

.55

.55

.50

.50

Dec.

0.75

.75

.90

1.00

1.55

6.00

3.30

2.15

1.80

FRENCH BROAD RIVER AT BINGHAM SCHOOL BRIDGE, NEAR A8HEVILLE, N. C.

This station was established in September, 1895, by C. C. Babb. It 

is located at Bingham School Bridge crossing French Broad River at 

Riverside Park, about 3 miles west of Asheville, N. C. It was maintained as a regular station from 1895 to the close of 1901. It is now 

maintained as a bench-mark station. Discharge measurements are 

made from the upstream side of the three-span bridge. The initial point 

for soundings is the right end of the iron bridge on the upstream side. 

The channel is straight for about 700 feet above and below the station. 

The current is swift. Both banks are high, wooded, and not liable to 

overflow. The bed of the stream is composed of bowlders, very rough,
100 STEEAM MEASUREMENTS IN 1904, PAET V, [NO. 128.

and permanent. There is but one channel at all stages, broken by two 

piers at ordinary stages and four piers at high stages. Since the regular station was discontinued a large waterpower development has 

been installed about six miles below, and it is possible that the rating 

of the station has been changed and the flow affected. Bench mark 

No. 1 is the upper edge of the steel plate riveted to the bridge post, over 

the second floor beam, from the right bank, on the upstream side of 

the bridge. Its elevation is 20 feet above gage datum. Bench mark 

No. 2 is the center of the head of a small nail driven into the limb on 

the downstream side of a large sycamore tree on the right bank, just 

above the bridge, along which a platform runs out over the water. 

Its elevation is 11.71 feet above gage datum.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.

Discharge measurements of French Broad River at BingJiam School Bridge, near Asheville, N. C., in 1904.

Date.

May 21........

May 23........

July 20........

Hydrographer.

B. S. Drane. .......

.....do ............

.....do ............

Width.

Feet, 

279

279

268

Area of 

section.

Sq.feet. 

564

565

414

Mean 

velocity.

Ft. per sec. 

2.08

2.01

1.52

Gage 

height.

Feet.

2.72

2.64

2.16

Discharge.

Second-ft. 

1,172

1,138

629

FRENCH BROAD RIVER AT SMITH BRIDGE, NEAR ASHEVILLE, N. C.

This station was established May 21, 1904, as a bench-mark station. 

It is located about 1 mile below the Southern Railway depot at Asheville, N. C., and just down the hill from the terminal of the Patton 

avenue line of the Asheville Street Railway Company. The Southern 

Railway bridge is about 1,500 feet below and the Bingham School bridge 

about a mile below the station. A plain staff gage, graduated to feet and 

tenths, the property of the United States Weather Bureau, is bolted 

vertically to the southwest corner of the second stone pier from the 

left bank. A short section, reading from 0.00 downward, is set just 

downstream from the main section. Discharge measurements are 

made from the downstream side of the four-span bridge to which the 

gage is attached. The initial point for soundings is the left end of 

the downstream hand rail. The channel is straight for about 1,500 

feet above and 800 feet below the station. The current has a good 

velocity. Both banks are clean, and will not overflow beyond the 

bridge and its approaches. The bed of the stream is composed of 

sand and silt, with a few scattered bowlders. There is but one channel at all stages, broken by three piers at ordinary stages and five 

piers at high-water stages. The operations of a waterpower development about 7 miles below will probably affect the flow at this point.
HALL, JOHNSON,") 

AND HOYT. J TENNESSEE EIVEB DRAINAGE BASIN. 101

The observations at this station during 1904 have been made under 

the direction of M. E. Hall, district hydrographer.

Discharge measurements of French Broad River at Smith Bridge, near Asheville, N. C.,

in 1904.

Date.

May 21........

July 20. .......

October 1 ......

Hydrographer.

B. S. Drane. .......

.....do ............

.....do ............

.....do ............

.....do ............

Width.

Feet. 

345

339

350

328

330

Area of 

section.

Sq.feet. 

843

'668

898

487

656

Mean 

velocity.

Ft. per sec. 

1.31

1.06

1.92

1.04

1.08

Gage 

height.

Feet. 

0.24

- .68

.09

- .91

.68

Discharge.

Second-ft. 

1,107

707

1,725

506

707

FRENCH BEOAD RIVER AT OLDTOWN, NEAR NEWPORT, TENN.

This was originally one of the temporary stations established in 

connection with the general i^drographic study of the southern 

Appalachian region.

The original gage put in at this station was carried away with the 

old bridge by flood early in the spring of 1902.

A wire gage was established on the new bridge October 27, 1902, 

by B. S. Drane. The wire gage was replaced April 29, 1903, by a 

standard chain gage, with inclosed scale, with its zero 133 feet from 

initial point for soundings. This gage was made to read the same as 

the one which it replaced. The length of the chain from the end of 

the weight to the marker is 28 feet. Discharge measurements are 

made from the downstream side of the steel highway bridge, in four 

spans, to which the gage is attached. The initial point for soundings 

is the end of the guard rail at the left end of the bridge, on the downstream side. The channel is straight for about 600 feet above an4 below 

the station. The velocity is moderately swift, well distributed, and can 

be measured at all stages. Both banks are high and wooded, and all 

water passes beneath the bridge at all stages. The section is smooth 

and regular, and the bed is of gravel and sand, not subject to much change.

Bench mark No. 1 is a point marked in white paint on the sharp, 

rectangular corner of the angle iron connection between the floor 

beam and the first post on the downstream side in the second span 

from the left end of the bridge. This point is toward the right bank 

and is 25.84 feet above gage datum. Bench mark No. 2 is the top 

of the copper bolt set in a bowlder projecting from the hillside on the 

left bank 175 feet downstream from the center line of the bridge, 8 

feet from the center of the road, and about 4 feet above ground. This 

rock is the first smooth-faced ledge of limestone outcropping close to 

the road. The face next the road is nearly vertical for a length of 4 

feet. The elevation of the bench mark is 29.52 feet above gage datum.
102 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer:

Discharge measurements of French Broad River at Oldtown, near Newport, Tenn., in 1904-

Date.

February 23 ...

February 23 ...

March 29 ......

April 27 .......

July 8.........

Hydrographer.

B. S. Drane.--.....

.....do ............

.....do............

M. R. Hall........

J. M. Giles........

B. S. Drane--...-..

.....do ............

Width.

Feet. 

453

453

450

448

334

463

442

Area of 

section.

Sq.feet. 

2,155

2,136

1,928

1,925

1,371

1,492

1,267

Mean 

velocity.

ft. per sec. 

2.59

2.51

1.97

1.57

.76

.92

.40

Gage 

height.

Feet. 

2.92

2.87

2.34

2.12

1.30

1.50

.98

Discharge.

Second-ft. 

5,568

5,358

3,804

3,025

1,045

1,380

508

Mean daily gage height, in feet, of French Broad River at Oldtown, near Newport, Tenn.,

for 1904.

Day.

1..............

2..............

3...... ........

4..............

5..............

6..............

9..............

10..............

11..............

12..............

13..............

14..............

16..............

17..............

18.............. 

19..............

20..............

21..............

22..............

23..............

24..............

25..............

26..............

27.............. 

28..............

29.............. 

30.............. 

31..............

Jan.

1.30

1.30

1.30

1.30

1.20

1.20

1.20

1.30

1.40

1.30

1.30

1.40

1.70

1.60

1 60

1.50

2.00

2.10 

2.10

1.90

1.90

1.80

1.60 

1 60

1.50 

1.40 

1.70

Feb.

1.50

1.50

1.40

1.50

1.50

1.40

1 60

2.10

2.10

1 80

1.70

1.60

1.50

1.40

1 £A

1.50

1.50

1.50 

1.40

1.50

1.60

1 80

2 30

2.00

1.90

2.20

2.00

Mar.

1.90

2.00

1.90

1.90

1.90

2.00

2.90

4.50

3.70

2.70

2.55

2.30

2.15

2.10

2.20

2.00

1.90

1.90 

1.95

2.20

2.80

2.75

2.30 

2.20 

2.10

Apr.

2.00

1.90

1.80

1.80

1.75

1.70

1.75

1.90

2.00

2.00

2.00

1.90

1.90

1 80

1.80

1.80

1.80 

1.70

1.70

1 7Pi

1.80

1.70

1 7^»

1 "7FL

2.15 

9 30

2.20 

2.10

May.

2.00

1.80

2.00

1.85

1.90

1.80

1.85

2.00

3.35

2.80

2.40

2.20

2.00

1.95

1 Qft

1.80

1.75

1.70 

1.70

1.70

1.65

1.60

1.60

1.65

1.60

1.60

1 t\K.

1.50 

1.50 

1.80

June.

2.30

2.40

2.00

1.80

1.70

1.60

1.70

1.90

1.85

1.65

1.70

1.65

1.60

1.50

1.45

1.45

1.40

1.40 

1.85

1.75

1.70

1.75

1.55

1.45

1.50

1.60 

1.70

1.90 

1.90

July.

1.95

1.70

1.60

1.50

1.40

1.45

1.40

1.30

1.60

1.50

1.40

1 30

1.30

1.20

1.15

1.15

1.15 

1.20

1.40

1.30

1.40

1.55

1.85

1.50

1.50

i A?\

1.40 

1.30 

1.30

Aug.

1.40

1.70

1.60

1.50

1.65

1.60

1.70

1.80

1 80

1.85

1.90

2.00

1.90

1.70

1 60

1.70

1.55

1.55 

1.50

1.50

1.50

1.50

1.95

1.70

1.75

..70

1.95 

1.60 

1.50

Sept.

1.45

1.40

1.80

1.90

1.80

1.70

1.45

1.40

1.35

1.40

1.35

1.40

1.40

1.35

1 Oft

1.25

1.20

1.20 

1.15

1.20

1.15

1.15

1.15

1.10

1.20 

1.10

1.15 

1.15

Oct.

].10

1.10

1.05

1.00

1.00

1.00

1.00

1.00

1.00

.95

1.00

1.00

.95

.95

.95

.90 

.95

.95

.95

1.05

.95

1.00

1.00

1.00 

.95

1.00 

1.00 

1.00

Nov.

0.95

1.00

1.05

1.10

1.50

1.70

1.40

1.30

1.20

1.10

1.00

1.10

1.20

1.45

1 A.^

1.40

1.35

1.30

" ^0

i OK

1 9^

1 OP;

1.40

1.30

1 9^

1,25

1.10 

1 00

1.10 

1.20

Dec.

1.25

1.20

1.30

1.35

1.45

1.95

2.10

1.70

1.50

1.50

1.50

1.45

1.40

1.35

1.35

1.30

1.30

1.35 

1.30

1.25

1.80

1.25

1 30

1.35

1.40 

1 60

2.25 

1.80 

1.60
HALL, JOHNSON, 

AND HOYT,°N> ] TENNESSEE EIVEK DRAINAGE BASIN. 103

Rating table for French Broad River at Oldtown, near Newport, Tenn., from January

1 to December SI, 1904.

Gage 

height.

Feet.

0.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

Discharge.

Second-feet.

400

535

685

850

1,030

1,225

1,435

1,660

1,900

2,150

Gage 

height.

Feet.

1.9

2.0

2.1

2.2

2.3

2.4

2.5

2.6

2.7

Discharge.

Second-feet.

2,410

2,680

2,955

3,235

3,525

3,825

4,135

4,455

4,790

Gage 

height.

Feet. .

2.8

2.9

3.0

3.1

3.2

3.3

3.4

3.5

, 3.6

Discharge.

Second-feet.

5,140

5,500

5,875

6,260

6,660

7,075

7,500

7,930

8,365

Gage 

height.

Feet.

3.7

3.8

3.9

4.0

4.1

4.2

4.3

4.4

4.5

Discharge.

Second-feet.

8,805

9,245

9,690

10, 140

10, 590

11, 050

11, 510

11, 980

12, 450

The above table is applicable only for open-channel conditions. It is based upon 

7 discharge measurements made during 1904, and one measurement made during 

1903 to determine the upper part of the curve. It is well defined between gage 

heights 1 foot and 3 feet.

Estimated monthly discharge of French Broad River at Oldtown, near Newport, Tenn.,

for 1904.

[Drainage area, 1,737 square miles.]

Month.

February .....................

March ........................

April ----.____....._..........

June ..---.---------_._...-_..

July..........................

September ....................

November ....................

Discharge in second-feet.

Maximum.

4,135 

5,500 

12, 450 

3,525 

7,288 

3,825 

2,545 

2,680 

2,410 

685 

1,900 

3,380

12, 450

Minimum.

850 

1,225 

2,410 

1,900 

1,435 

1,225 

768 

1,225 

685 

400 

468 

850

400

Mean.

1,758 

2,063 

4,271 

2, 333 

2,407 

1,957 

1,299 

1,877 

1,125 

526 

943 

1,375

1,828

Run-off.

Second-feet 

per square 

mile.

1.01 

1.19 

2.46 

1.34 

1.39 

1.13 

.748 

1.08 

.648 

.303 

.543 

.792

1.05

Depth in 

inches.

1.16

1.28 

2.84 

1.50 

1.60 

1.26 

.862 

1.24 

.723 

.349 

.606 

.913

14.33
104 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

SWANNANOA RIVER AT BILTMORE, N. C.

This station was established as a bench-mark station May 21, 1904, 

by B. S. Drane. 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. Discharge measurements are made 

from the upstream side of a single-span highway bridge. The initial 

point for soundings is the right end of the upstream hand rail of the 

bridge. The channel is straight for about 1,000 feet above and curved 

for 300 feet below the station. The current is sluggish above and 

somewhat swifter below the bridge. Both banks are high and not subject to overflow. The bed of the stream is composed of sand. There 

is but one channel at all stages. Bench mark No. 1 is the center of 

the center-pin bearing at the upstream end of the second floor beam 

from the right bank. Its elevation is 16 feet above the datum of the 

gage. Bench mark No. 2 is the center of the head of a small wire 

nail driven into a triangular-shaped blaze in the downstream side of a 

birch tree on the right bank, about 25 feet above the bridge. Its elevation is 5.74 feet above the datum of the gage.

Discharge measurements of Swannanoa River at Biltmore, N. C., in 1904.

Date.

May 21.. ......

July 20........

August 16.... ..

Hydrographer.

.....do ..........

.....do ..........

Width.

Feet. 

73

72

74

Area of 

section.

Sq. feet. 

165

107

134

Mean 

velocity.

Ft. per sec. 

' 0.86

.35

.75

Gage 

height.

Feet. 

1.12

.71

.97

Discharge.

Second-feet. 

143

38

100

TENNESSEE RIVER NEAR KNOXVILLE, TENN.

This station was originally established by the United States Weather 

Bureau at the old county highway bridge, which has been torn down' 

and replaced by a new bridge. Instead of placing the gage at the new 

bridge, it was decided to move it down the river in order to get below 

some shoals and wing dams which have been put in for boating. A 

temporary gage was put in at the Knoxville and Augusta Railroad 

bridge, a half mile below the highway bridge, and was used during 

the greater part of the year 1899. In the latter part of that year a 

new permanent gage was established, and readings from it began on 

November 1, 1899. The new gage is on the right bank of the river, 

just, below the mouth of West Knoxville Bayou, and about 1,000 feet 

below the temporary gage at the Knoxville and Augusta Railroad 

bridge. The gage, which is graduated to feet and tenths, is in two 

sections the first, a sloping section, made of a 2 by 4 inch pine tim-
HALL, JOHNSON,") 

AND HOYT. J TENNESSEE RIVER DRAINAGE BASIN. 105

ber spiked on top of an 8 by 8 inch oak sill well bolted to piles and 

embedded in crushed stone, reading from 2 to +12 feet; the second, 

a vertical section, attached to one of the bents of the railroad trestle 

across West Knoxville Bayou, about 50 feet from the bank of the 

river and from the sloping gage, reading from 12 to 36.5 feet. The 

gage is fastened to the upstream post of the bent, facing away from 

the river. The zero of the gage is 804.3 feet above sea level. The 

gage was located for the United States Weather Bureau by the United 

States Engineer Corps. Daily records are kept by the United States 

Weather Bureau and are furnished to the Geological Survey. Until 

recently discharge measurements have been made from the Cherokee 

Bridge, about 2i miles downstream from the Gay street or county bridge, 

at which measurements are now made, and which is one-half mile 

above the Knoxville and Augusta Railroad bridge. The Gay Street 

Bridge has seven spans, with a total length of 1,570 feet. The floor 

of the bridge is about 100 feet above low water. The initial point for 

soundings is the end of the bridge on the right bank, downstream side. 

The channel is straight for one-half mile above and for 1,000 feet 

below the station. The right bank will overflow for about 400 feet 

and the left bank for 200 feet, beyond which points a steep high bluff 

begins on both sides of the river. The bed is of rocks and gravel, 

and is rough and probably permanent. The current is swift and somewhat broken by the rough bed and by the remains of old piers. The 

bench mark is a cross in the stone on the east corner of the base of 

the right-bank pier of the Knoxville and Augusta Railroad bridge. 

Its elevation is 2.4 feet above the zero of the gage and 806. T feet above 

sea level.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.

Discharge measurements of Tennessee River near Knoxville, Term., in 1904-

Date.

July 7 ........

October 21 .....

Hydrographer.

O. P. Hall.........

J. M. Giles ........

B. 8. Drane ........

.....do............

Width.

Feet. 

890

644

fifi8

629

Area of 

section.

Sq.feet. 

6,958

3,588

3,501

2,110

Mean 

velocity.

Ft. per sec. 

3.32

1.88

1.73

.86

Gage 

height.

feet. 

5.70

1.42

1.26

.36

Discharge.

Second-ft. 

23, 100

6,728

6,031

1,813
106 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128. 

Mean daily gage height, in feet, of Tennessee River near Knoxville, Tenn, for 1904.

Day.

1. .............

2..............

3.............. 

4. .............

5..............

9..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

21..............

22.............. 

23.... .......

24..............

25. .............

26..............

27..............

28..............

29. .............

30..............

31..............

Jan.

0.80

.70

.50 

.50

.50

.20

.10

.10

.20

.40

.40

.40

.60

.90

1.00

1.10

1.00

1.10

1.30

1.40

1.10

1.00 

1.80

2.60

3 *7ft

 > go

2.00

1.50

1.20

1.10

.90

Feb.

0.80

.80

.70 

.60

.60

.60

.70

o in

2.60

2.90

2.50

2.00

1.70

1.30

1.20

1.10

1.10

1.10

1 60

1 90

2.50 

3.70

4.20

3

0ft

5.20

5

qr»

4.70

Mar.

3 Oft

3.50

3.30 

3.60

3 9ft

O Qft

3 4ft

6.60

8.30

6.70

5.40

4.90

4.20

3.90

3.70

3.50

2.70

2 60

4.50

7 ^Ift

12.00

1O fit)

10.10

8 on

7.10

5.00

4 ''O

Apr.

3

0rt

3.40

3.10 

2.80

2 60

2 30

2 20

O Ort

2.50

2.60

2.70

2.40

2.20

O Aft

O Aft

2 00

3 Aft

2 on

1 90

1 90

1.90 

2.00

1 90

1.60

1.80

2

KA

4 30

5

A(\

May.

3.70

3.10 

2.90

2.70

3 Qft

3.30

3.00

5.00

4 80

3.30

9 Qft

2.70

2.30

2.00

1 Qft

1.80

1.80

1.70 

1.50

1.40

1.30

1.20

1.10

1.10

1 00

1.00

1.00

June.

1.10

2.70

3.10 

2.80

2 10

1.70

1.40

1.50

1.60

1.60

1.30

1.20

1.40

1.20

1.00

.90

.80

.70

.70

.90

1.30

1.00 

1.00

1.00

1 ftft

.80

1.10

1.10

1.40

2.30

July.

2.70

2.70 

1.90

1.50

1.20

1.40

1.30

1.20

1.60

1.50

2.00

1.60

1.10

.90

.80

.80

.60

.70

.50

.50

.50 

.70

.90

.80

1.70

1 30

.90

.80

Aug.

0.70

.80

1.50 

1.20

1.40

1.20

1.30

1.30

1.50

1.40

1.50

1.50

1.70

1.80

1.60

2.10

1.40

1.30

1.20

1.00

1.20

1.30 

2.10

1.60

1.60

1.50

1.10

1.00

1.10

1.00

.80

Sept.

0.60

.50

.50 

1.00

1.00

1.00

1.20

.80

.60

.50

.40

.30

.20

.30

.20

.20

.10

.00

.00

.00

.00

.00 

.00

- .10

- .10

- .20

- .20

- .10

.10

- .10

Oct.

-0.10

- .10

- .20 

- .20

- .20

- .20

- .30

- .30

- .30

- .30

- .30

- .30

- .30

- .20

- .30

- .30

- .30

- .30

- .30

- .30

- .30

- .30 

- .30

- .30

- .40

- .40

- .40

- .30

- .30

- .30

- .30

Nov.

-0.30

- .30

- .30 

- .20

- .20

- .20

.40

.40

.30

.20

- .10

- .20

- .10

.00

.20

.50

.60

.50

.30

.20

.20

.20 

.20

.30

.40

.30

.30

'.20

.00

.10

Dec.

0.40

.40

.40 

.40

.80

2.30

3.20

3.40

2.20

1.60

1.30

1.00

1.00

.90

.90

.80

.60

.60

.50

.50

.40

.30 

.20

.20

.50

.70

.90

3.50

3.60

2.50

Rating table for Tennessee River near Knoxville, Tenn., from January 1 to December 31,

1904-

Gage 

height.

Feet.

-0.4

- .3

 .2

_ I

.0

.1

. 2

.3

.4

.5

.6

.7

.8

.9

1.0

Discharge.

Second-feet.

1,750

1,930

2,120

2,320

2,530

2,750

2,980

3,220

3,470

3,730

4,000

4,280

4,570

4,870

5,180

Gage 

height.

Feet.

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

1.9

2.0

2.2

2.4

2.6

2.8

3.0

Discharge.

Second-feet.

5,500

5,820

6,150

6,480

6,820

7,160

7,500

7,850

8,200

8,550

9,260

9,980

10, 710

11, 450

12, 190

Gage 

height.

Feet.

3.2

3.4

3.6

3.8

4.0

4.2

4.4

4.6

' 4.8

5.0

5.5

6.0

6.5

7.0

7.5

Discharg'e.

Second-feet.

12, 950

13, 710

14, 480

15, 260

16, 040

16, 840

17, 640

18, 450

19, 270

20, 090

22, 190

24, 340

26, 540

28, 790

31, 090

Gage 

height.

Feet.

8.0

8.5

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

18.0

20.0

22.0

25.0

Discharge.

Second-feet.

33, 440

35, 840

38, 290

43, 340

48, 590

54, 040

59, 690

65, 490

71, 290

77, 090

88, 690

100, 290

111, 890

129, 290

The above table is applicable only for open-channel conditions. It is based upon 

discharge measurements made during 1900 to 1904, inclusive. It is well defined. 

Above gage height 0.4 feet the curve is the same as that for 1903.
HALL, JOHNSON, 

AND HOYT°N> ] TENNESSEE RIVER DRAINAGE BASIN. 107

Estimated monthly discharge of Tennessee River near Knoxville, Tenn., for 1904- 

[Drainage area, 8,990 square miles.]

Month.

January ......,.___........_._.

March ........................

April .........................

May .........................

July.. ........................

Discharge in second-feet.

Maximum.

14, 870 

21, 350 

57, 410 

21, 770 

20, 090 

12, 570 

12, 570 

8,900 

5,820 

2,320 

4,000 

14, 480

57, 410

Minimum.

2,750 

4,000 

10, 710 

7,160 

5,180 

4,280 

3,730 

4,280 

2,120 

1,750 

1,930 

2,980

1,750

Mean.

5,545 

9,377 

21, 770 

10, 420 

10, 430 

6,516 

6,095 

6,323 

3,258 

1,968 

2,852 

6, 309

7,572

Run-off.

Second-feet 

per square 

mile.

0.617 

1.04 

2.42 

1.16 

1.16 

.725 

.678 

.703 

.362 

.219 

.317 

.702

.842

Depth in 

inches.

0.711 

1.12 

2.79 

1.29 

1.34 

.809 

.782 

.810 

.404 

.252 

.354 

.809

11.47

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. The gage consists of a sloping section made of 

railroad rails bolted to solid rock, and a vertical section of heavy timber bolted to the vertical face of rock cliff. During the year 1900 a 

new gage was established. It is a vertical metal scale bolted to the 

south side of the third stone pier from the south end of the Hamilton 

County highway bridge. The original sloping gage, however, is still 

considered standard as the later gage is not properly adjusted at its 

lower end on account of the projecting base of the pier. During the 

present year the self-registering gage invented by Professor Fulton, 

of Tennessee University, has been in use at this station. The gage is 

connected by wire with the Weather Bureau office, and a continuous 

electrical record of river height is made in the same manner as the 

record of wind, sunshine, etc. Gage heights are furnished to the 

Geological Survey through L. M. Pindell.

Discharge measurements are made from the steel highway bridge 

in six spans and an approach about 1,000 feet long on the right bank. 

The floor of the bridge is about 125 feet above low water. The initial 

point for soundings is the outside corner of the iron post of the downstream hand rail on the left bank. The channel is curved for 3,000
108 STKEAM MEASUKEMENTS ITST 1904, PAET V. [NO. 128.

feet above and 2,000 feet below the station. The right bank is high 

and overflows at flood stages, but all water passes under the bridge 

or its approach. The left bank is a high, rocky bluff, and will not 

overflow. The bed is composed of loose rock, sand, and gravel, and 

is fairly constant. The bench mark is the top of the water table on 

the southeast corner of the post-office on Eleventh street. Its elevation is 74.4 feet above the zero of the gage, and 705 feet above sea level. 

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.

Discharge measurements of Tennessee River at Chattanooga, Tenn., in 1904-

Date.

February 3 ....

April 19 --__ -

July 6. . _ -

October 13-.---

October 22 .....

Hydrographer.

J. M. Giles........

.....do ............

.....do ............

.....do............

B. S. Drane........

....do ............

.....do ............

.....do ............

Width.

Feet. 

975

1,054

993

956

1 114

1,014

1,016

1,012

Area of 

section.

Sq.feet. 

7,395

10, 610

8, 493

6,920

7,014

4,375

4,433

4,234

Mean 

velocity.

Ft. per sec. 

2.23

3.36

2.94

2.54

2.10

1.23

1.25

1.15

Gage 

height.

Feet.

2.77

5.85

4.30

3.18

2.73

.21

.22

.06

Discharge.

Second-ft. 

16, 480

35, 640

24, 980

17, 590

14, 710

5,368

5, 558

4,863

Mean daily gage Jieight, in feet, of Tennessee River at Chattanooga, Tenn., for 1904.

Day.

1. .............

2..............

3..............

4..............

5..............

6..............

7..............

8..............

9..............

10..............

11..............

12.............. 

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30.............. 

31..............

Jan.

3.10

2.60

2.30

2.20

2.00

2.00

1.70

1.60

1.50

1 60

1.70

1.70 

1.90

2.10

2 30

3.90

3.80

3.60

3.60

6.00

9.20

7 50

7.10

5.80

4.80

4.20 

3.80

Feb.

3.40

3.10

2.80

2.70

2.50

2.40

2.30

3.60

4.80

5.90

5 40

5.50 

4.90

4.40

3 Oft

3

cf\

3

KA

3

Ort

3.10

3 Oft

3 7ft

6.30

7 Oft

8.10

7 ~90

7.10

9 00

Mar.

8.10

7.40

7.00

6.60

6.10

6.20

6.10

8.00

11.00

11.30

11.10

10.10 

9.00

8.50

9 10

8

QA

8.10

7.10

6.60

eao

3 Oft

7 40

1O Qft

18.20

21 80

Oft Oil

19.10

16.90

14.00

11.80 

10.30

Apr.

9.00

8.10

7.20

6.60

6.00

5.60

5 40

5.40

5.80

5.90

6.00

5.60 

5.30

4 90

4.70

4.30

4 30

4.10

4 00

4 00

4 00

4 00

3

Qf\

3

nr\

4.10

4 60

4.70

May.

6.00

7.60

6.70

5.80

5.40

5.20

4 90

5.40

5.60

6 40

7.00 7.20' 

6.60

5 40

5.20

4 90

4 50

3

QA

3 Aft

3

KA

3 40

3

1 A

2 oft

2 on

2.70

2.70

2.60 

3.00

June.

4.30

4.30

4.40

4.90

4.90

4.50

3.80

3.70

3 7ft

3 40

3.20 

2.80

2.60

2 50

9 Rn

2.40

2.20

2.10

2 ftft

2 00

2.10

2 60

2.70

2 on

2 30

2.20

2.70

3.40

July.

3.60

3.70

4 30

4.00

3.90

3.40

3.10

2.90

2.70

9 Qfi

3.10 

3.10

3.40

3 ftft

2 60

2.10

1 80

1.70

I

Qft

2.20

2.10

2 00

2.20

2

JA

2 10

2.60 

2.90

Aug.

2.20

2.20

2.60

2.40

2 60

2.90

3.70

3.70

3.30

S

oft

3

0ft

3.30 

4.10

3.70

3 on

S

on

3 Oft

3.10

2 70

2.40

2.40

2.20

2 20

2 90

3 fin

2 80

2.60

2.60

2.50 

2.30

Sept.

2.20

2.00

1.80

1.80

1.70

1.70

2.20

2.40

2.20

1.80

1.60 

1.40

1.30

1.20

1.10

1 00

1.00

.90

Oft

.90

.80

Oft

fift

.80

.70

60

.60

60

.60

Oct.

0.70

.70

60

.50

.40

.50

40

30

.20

.30

.30

.30 

30

.20

.20

.20

.20

.20

.20

.20

.10

.10

.10

.10

.10

.10

.10

.10

.10

.10 

.10

Nov.

0.10

.10

.20

.40

.50

.50

.60

.60

.60

90

.90

.90 

.80

.60

.60

.70

.80

90

1.00

1.10

1 00

1.00

Oft

1 00

1 00

1.00

1.10

1.00

I 00

1.00

Dec.

1.10

1.70

2.20

2.10

3.50

5.80

5.40

4.20

3.50 

3.00

2.70

2.50

2.40

2

0ft

2.10

2.00

1 80

1.70

1 60

1 50

1.40

2 00

3.00

7.30

9.60 

7.60
HALL, JOHNSON 

AND HOYT

ON,~| 

 J

TENNESSEE RIVER DRAINAGE BASIN. 109

DAVIDSONS RIVER NEAR DAVIDSONS RIVER, N. C.

This station was established May 19, 1904, by M. R. Hall. It is 

located at English Bridge, about 2 miles from Davidsons River, N. C., 

and about 500 feet above the mouth of A very Creek. The gage is a 

1-inch by 4-inch pine timber fastened to a 2^-inch by 4-inch oak scantling, which is spiked to the downstream side of a maple tree on the left 

bank, 40 feet below the bridge. It is graduated to feet and tenths and 

is 10 feet long. The gage is read once each day by J. J. Perry. 

Discharge measurements are made from the single-span wooden highway bridge, with log abutments. The floor of the bridge is about 

12 feet above low water. The initial point for soundings is the edge 

of the wooden crib abutment on the upstream side at the left bank. 

The channel is straight for about 500 feet above and below the station. 

The current is moderately swift. The right bank is high, rocky, 

wooded, and is "not subject to everflow. The left bank is low, but is 

not subject to overflow. The bed of the stream is composed of rock, 

mostly loose bowlders and shingle, and is clean and permanent. There 

is but one. channel at all stages. Bench mark No. 1 is two wire nails 

driven into the downstream side of the tree to which the gage is 

attached. Its elevation is 4 feet above the zero of the gage. Bench 

mark No. 2 is a cross cut on the top of solid rock at edge of water, 8 

feet below the bridge at right bank. Its elevation is 1.48 feet above 

the zero of the gage. Bench mark No. 3 is the center of a nail head in 

third log from bottom of crib at the right bank on the upstream side. 

Its elevation is 7 feet above the zero of the gage.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.

Discharge measurements of Damdsons River near Davidsons River, N. C., in 1904.

Date.

April 20 .......

May 19 ........

July 19 ........

July 19-.-.---.

October 4 ......

Hydrographer.

M.R. Hall. ........

B. S. Drane........

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

Width.

Feet. 

65

66

64

64

68

63

63

63

Area of 

section.

Sq.feet. 

105

108

88

86

99

86

88

88

Mean 

velocity.

Ft. per sec.

0.79

.77

.46

.47

.72

.47

.57

.62

Gage 

height.

Feet. 

1.00

1.05

.78

.78

. .99

.79

.85

.85

Discharge.

Second-fl. 

83

84

41

41

71

40

51

55
110 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128. 

Mean daily gage height, in feet, of Davidsons River near Davidsons River, N. C., for 1904-

Day.

1............................................

3............................................

4.... .................... ....................

5............................................

6...........................................

7............................................

8............................................

10............................................

11............................................

12............................................

13............................................

14............................................

15. ..........................................

16............................................

17... .........................................

18............................................

19............................................

20............................................

21............... ............................

22............................................

23............................................

24............................................

25............................................

26............................ ..............

27............................................

28.... .......................................

29............................................

30............................................

31............................................

June.

1.05

1.10

1.05

1.00

.95

.95

1.15

1.05

1.00

.95

1.10

1.00

1.00

.95

.90

.90

1.00

.95

.95

.95

.90

.95

on

90

90

.90

.85

RF;

.95

.90

July.

0.85

.85

.80

.80

.80

.80

.85

.90

.85

.85

.90

.90

.90

.90

.80

.75

.85

.80

.SO

1.05

.90

.90

.85

.90

.85

.85

.80

1.00

.90

.95

Aug.

1.05

1.00

.90

1.00

.90

.90

.90

1.10

1.00

1.45

1.50

1.40

1.25

1.10

1.05

1.05

1.00

.95

.90

.90

.95

1.05

1.15

1.25

1.65

1.60

1.55

1.40

1.25

1.20

1.10

Sept.

1.10

1.10

1.05

1.05

1.05

1.00

1.00

.95

1.00

.95

1.00

1.00

1.00

.95

.95

.90

.90

.90

.90

.85

.85

.85

.85

.85

.85

.85

.85

.85

.80

.80

Oct.

0.80

.80

.80

.80

.80

.80

.80

.80

.80

.75

.75

.75

.75

.75

.75

.75

.75

.75

.75

.75

.75

.75

.75

.75

.75

.75

.75

.75

.75

.75

.75

Nov.

0.75

.75

.90

1.20

1.00

.80

.80

.80

.75

.75

.75

.75

1.10

.85

.80

.80

.80

.80

.75

.75

.75

.75

.75

.75

.75

.75

.75

.75

.75

.80

Dec.

0.75

.75

.80

.80

1.15

1.05

.90

.85

.85

.85

.80

.80

.80

.80

.80

.80

.80

.80

.80

.80

.80

.80

.80

.80

.85

.80

1.30

1.30

1.10

1.05

1.00

AVERY CREEK AT DAVIDSONS RIVER, N. C.

This station was established as a bench-mark station May 19, 1904, 

by M. K. Hall. 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. Discharge measurements 

are made from the foot log just above the wagon bridge, the section 

being smoother than that under bridge. The initial point for soundings is the edge of the large rock which forms the left bank. The 

channel is curved for about 100 feet above the station and straight 

for 50 feet below, when it curves to the right. The current is swift. 

The right bank is high, wooded, and not liable to overflow. The left 

bank is low, wooded, and overflows at high stages. The bed of the 

stream is rocky along the right bank and sandy for the remainder. 

It is not liable to change. There is but one channel at all stages. 

The bench mark is a small shelf chipped in the upper edge of the 

upstream face of the large rock on the right bank upon which the end 

of the foot log rests. Its elevation is 5 feet above gage datum.
HALL, JOHNSON, 

AND HOYT°N'] TENNESSEE KIVEK DRAINAGE BASIN. Ill

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.

Discharge measurements of A very Creek at Davidsons River, N. C., in 1904-

Date.

May 19........

July 19 ........

October 4 ......

Hydrographer.

B. S. Drane .......

.....do ............

.....do ............

.....do............

.....do ............

Width.

Feet. 

18

18

18

18

18

Area of 

section.

Sqjeet. 

16

13

14.5

12.5

12

Mean 

velocity.

Ft. per sec. 

0.91

.64

1.00

.55

.52

Gage 

height.

Feet. 

1.79

1.63

1.77

1.62

1.66

Discharge.

Second-Jt. 

14.0

8.0

14.5

6.8

6.3

LITTLE RIVER AT CALHOUN, N. C.

This station was established as a bench-mark station July 19, 1904, 

by B. 8. Drane. It is located at the highway bridge about one-fourth 

mile from Calhoun post-office, N. C., and about 1 mile above the 

mouth of Little River. Discharge measurements are made from the 

upstream side of the two-span wooden bridge. The initial point for 

soundings is the right end of the upstream guard rail. The channel 

is curved for about 75 feet above and 100 feet below the station. The 

current is swift. The right bank is a high rock cliff; the left bank 

is composed of earth, steep and wooded. Neither bank is liable to 

overflow. The bed of the stream is composed of rock along the right 

bank, and of sand for the greater part of the distance. There is one 

channel at all stages. Possibly a freshet in French Broad River 

would make a sluggish back water at this station, but this is not liable 

to occur. Bench mark No. 1 is the upstream end of the horizontal 

strap binding the upstream guard rail to the girder, 31 feet from the 

initial point for soundings. Its elevation is 16 feet above datum. 

Bench mark No. 2 is the upper edge of a small ledge of rock overhanging the water just under a point on the upstream side of the 

bridge, 6 feet from the initial point for soundings. It is marked by 

a nick in the rock on either side. Its elevation is 3 feet above datum.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.

Discharge measurements of Little River at Calhoun, N. C., m 1904-

Date.

July 19 ........

August 17......

December 8 . . . .

Hydrographer.

B. S. Drane........

.....do ............

.....do ............

Width.

Feet. 

36

37

33

Area of 

section.

Sq.feet. 

43

73

67

Mean 

velocity.

Ft. per sec. 

1.16

1.27

1.28

Gage 

height.

Feet. 

0.59

1.00

1.09

Discharge.

Second-ft. 

50

93

86
112 STREAM MEASUREMENTS IN 1904, PART V. LNO. 128.

MILLS RIVER (NORTH FORK) AT PINKBED, N. C.

This station was established May 18, 1904, by M. R. Hall. It is 

located at wagon bridge in the village of Pinkbed, N. C., about threefourths mile below the post-office of that name. The gage is a 

vertical 1-inch by 4-inch pine timber fastened to a 2-inch by 4-inch 

oak scantling which is spiked to the log crib on right bank, at upper 

side of bridge. The gage is 10 feet long, and is graduated to feet and 

tenths. It is read once each day by C. D. Davenport. Discharge 

measurements are made from the single, 39-foot span, wagon bridge 

to which the gage is attached. The bridge rests upon log crib abutments, and the floor is about 10 feet above low water. The initial 

point for soundings is the edge of crib abutment at the left bank, on 

the downstream side of the bridge. The channel is straight for about 

200 feet above and below the station. The current is swift. Both 

banks are about 10 feet above low water, and are not liable to overflow. There is a wide, level stretch of land from the left bank to foot 

of hill. The bed of the stream is composed of loose rock and is 

probably permanent. There is but one channel at all stages. Bench 

mark No. 1 is a nail driven in bottom log of crib on right bank at 

downstream corner of crib. Its elevation is 1.70 feet above the zero 

of the gage. Bench mark No. 2 is the center of a nail driven in a 

notch on a small poplar tree on left bank about 40 feet above bridge. 

Its elevation is 5.TO feet above the zero of the gaere.

~ O

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.

Discharge measurements of Mills River (North Fork) at Pinkbed, N. C., in 1904.

Date.

April 21. ......

May 18........

July 18........

August 18......

October 3......

December 9....

Hydrographer.

M. R. Hall.........

B. S. Drane........

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

.....do............

Width.

Feet. 

36

37

34

34

29

29

33

33

Area of 

section.

Sq. feet.

27

31

22

23

17

17

19

19

Mean 

velocity.

Ft. per sec. 

1.45

1.61

1.23

1.40

1.11

1.01

1.17

1.08

Gage 

height.

Feet. 

0.70

.82

.56

.64

.47

.47

.52

.52

Discharge.

Second-ft. 

39.4

50.6

27.0

33.0

18.0

17.0

22.0

20.0
TENNESSEE EIVEE DBA1NAGE BASIN. 113

Mean daily gage height, in feet, of Mills River (North Fork) at Pinkbed, N. C., for 1904.

Day.

1...... ......................................

2............................................

3............................................

4..................................:.........

5............................................

6............................................

7............................................

8............................................

9............................................

10............................................

11............................................

12............................................

13................................'............

14............................................

15............................................

16. ...........................................

17............................................

18. ...........................................

19............................................

20. ...........................................

21............................................

22

23............................................

24............................................

25............................................

26............................................

27............................................

28............................................

29............................................

30...........................................

31............ ................................

June.

0.80

.85

.80

.70

.70

.65

.90

.75

.70

.70

.70

.65

.60

.60

.60

.60

.70

.70

.70

.85

.70

.75

.65

.60

.60

.55

.60

.65

.65

.65

July.

0.60

.55

.55

.50

.50

.50

.50

.50

.90

.70

.70

.65

60

.55

.55

.55

.70

.65

.55

.50

.55

.55

.60

.55

.55

.60

55

.55

.55

.55

.55

Aug.

0.85

.65

.60

.65

.65

.70

.75

.95

.80

.85

1.35

1.15

.90

80

.75

.70

.70

.65

.60

.65

.60

.60

.60

.65

.65

.60

.80

.75

.65

.55

fifl

Sept.

0.60

.65

.55

.55

Oft

.70

.65

.60

.60

.55

.60

60

60

.55

.55

.55

.55

.50

.50

.50

.50

.50

.50

.50

.50

.50

.50

.50

.45

.45

Oct.

0.45

.45

.45

.45

.45

.45

.45

.45

.45

.45

.45

.45

.45

.45

.45

.45

AC.

.45

.45

.45

.45

.45

.45

.45

.45

.45

.45

.45

.45

.45

.45

Nov.

0.45

.45

.55

.90

.80

.50

.50

.50

.45

.45

.45

.45

1.00

.50

.50

.50

.50

.50

.50

.50

.50

.50

.50

.45

.45

.45

.45

.45

.45

.45

Dec.

0.45

.45

.50

.50

.60

.70

.60

.50

.50

.55

.50

.50

.50

,50

.50

.50

.50

.50

.45

.60

.60

.60

.45

.50

.50

.50

.70

1.00

.70

.70

.55

Rating table for Mills River (North Fork) at Pinkbed, N. C., from June 1 to December 31,

1904.

Gage 

height.

Feet.

0.45

.50

.55

.60

. 65

Discharge.

Second-feet.

16

20

24

29

34

Gage 

height.

Feet.

0.70

.75

.80

.85

.90

Discharge.

Second-feet.

39

44

49

54

59

Gage 

height.

Feet.

0.05

1.00

1.05

1.10

1.15

Discharge.

Second-feet.

65

71

77

83

89

Gage 

height.

Feet.

1.20

1.25

1.30

1.35

Discharge.

Second-feet.

95

101

107

113

The above table is applicable only for open-channel conditions. It is based upon 

8 discharge measurements made during 1904. It is well defined between gage heights 

0.45 feet and 0.85 feet. The table has been extended above gage height 0.85 feet.

IKK 128 05 8
114 STREAM MEASUREMENTS I1ST 1904, PART V. [NO. 128. 

Estimated monthly discharge of Hills River (North Fork) at Pinkbed, N. C.,for 1904-

Month.

July ...................._........................

August _.----._-.............._._._.......-.._...-

September ........................................

October ..........................................

November ........................................

December ..'......................................

Discharge in second-feet.

Maximum.

59 

59 

113 

59 

16 

71 

71

Minimum.

24 

20 

24 

16 

16 

16 

16

Mean.

37.8 

27.1 

42.9 

25.3 

16.0 

22.4 

25.3

MILLS RIVER (SOUTH FORK) NEAR SITTON, N. C.

This station was established May 18, 1904, by M. R. Hall. It is 

located at Sycamore Church, about 1 mile below Sitton's mill, Sitton, 

N. C. The gage is a vertical 1 by 4 inch pine timber, 10 feet long, 

graduated to feet and tenths, fastened to a 2 by 4 inch chestnut scantling, which is spiked to a whiteoak tree on the right bank of the river 

about 40 feet above foot log. The gage faces upstream and can be 

easily read from the bank. It is read once each day by W. E. Field. 

Discharge measurements are made from a foot log about 150 feet 

above ford. The channel above curves about 90 degrees in 500 feet 

above and is straight for .200 feet below the station. The current is 

moderately swift, but may be rather sluggish above the station at low 

stages. Both banks are high and clean and are subject to overflow at 

extreme high water. The bed of the stream is composed of rock, and 

is clean and constant. There is but one channel at all stages. Owing 

to the overflowing of the banks discharge measurements can not be 

made at high water. Bench mark No. 1 is the center of two nail 

heads driven into the tree to which the gage is attached, on the side 

next the river. Its elevation is 5 feet above the zero of the gage. 

Bench mark No. 2 is the center of nails in root of whiteoak tree on 

the right bank, 15 feet below the foot log. Its elevation is 5 feet 

above the zero of the gage. Bench mark No. 3 is nails driven into a 

beech tree on the right bank about 50 feet below the foot log. Its 

elevation is 8 feet above the zero of the gage.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.
HAANDJHOYT°N'] TENNESSEE EIVEE DRAINAGE BASIN. 115

Discharge measurements of Mills River (South Fork) near Sitton, N. C., in 1904-

Date.

April 21. ......

May 18........

July 18........

August 18 ......

October 3......

December 9 . . . .

Hydrographer.

M. R. Hall........

B. S. Drane........

.....do............

.....do ............

.....do............

.....do............

.....do ............

.....do ............

Width.

Feet. 

47

41

40

41

41

41

40

40

Area of 

section.

Sq.feet. 

79

79

68

74

65

65

66

66

Mean 

velocity.

Ft. per sec. 

1.04

1.21

.72

.93

.56

.54

.72

.74

Gage 

height.

Feet.

1.00

1.09

.81

.98

.76

.76

.82

.82

Dis- ' 

charge.

Sec.-feet. 

82

96

49

69

36

35

47

49

Mean daily gage height, in feet, of Mills River (South Fork} near Sitton, N. C., for 1904.

Day.

1... ..........................................

2............................................

3............................................

4............................................

5............................................

6............................................

7............................................

8............................................

9............................................

10............................................

11............................................

12............................................

13............................................

14............................................

15............................................

16......:.....................................

17............................................

18............................................

19............................................

20. ...........................................

21............................................

22. ...........................................

26............................................

27............................................

28............................................

29... ........................................

y^. .................... ^..... ................

31.......................... .................

June.

1.20

1.20

1.05

1.00

.95

.90

1.65

1.10

1.00

.95

1.15

1.00

.95

90

1.00

.'95

1.05

.25

.95

1.10

.95

1.00

.90

on

1.10

1.10

.90

1.10

. 1.35

1.20

July.

1.05

.95

.90

.90

.90

.85

.85

.85

1.30

1.00

.95

.90

.90

.85

.80

.80

.90

.80

.80

1.45

.85

.90

.95

.90

90

1.00

.90

.85

.80

.85

.85

Aug.

1.10

.90

.85

.90

.90

.90

1.00

1.10

1.05

1.10

1.80

1.65

1.30

1.10

1.05

1.25

1.00

1.00

.95

3.00

.90

1.10

1.00

.95

1.45

1.20

1.50

1.30

1.10

1.05

1.00

Sept.

1.15

1.05

1.00

1.90

1.15

1.00

.95

.90

.90

.95

1.10

!96

1.00

.90

.90

.90

.85

.85

.85

.80

.80

.80

.80

80

80

80

.80

.80

.80

.80

Oct.

0.75

.75

.75

.75

.75

.75

.75

.75

.75

.75

.75

.75

.75

.70

.70

.70

.70

.70

.70

.70

.70

.70

.70

.70

.70

.70

.75

.70

.70

.70

.70

Nov.

0.70

.75

.85

1.25

1.00

.90

.80

.80

.80

.75

.75

.75

1.10

.90

.80

.80

.80

.80

.80

.80

.80

.80

.80

.80

.75

.75

.75

.75

.75

.80

Dec.

0.80

.80

.80

.80

1.15

1.15

.90

.85

.80

.80

.80

.80

.80

.70

.80

.80

.80

.80 .80'

1.00

1.00

1.00

.80

.80

.80

.80

1.10

1.40

1.10

1.00

1.00
116 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

Provisional rating table for Mills Rirer (South Fork) near Sitton, N. C.,from June 1 to

December 31, 1904.

Gage 

height.

Feel.

0.7

.8

.9

Discharge.

Second-feet.

22

42

62

Gage 

height.

Feet.

1.0

1.1

Discharge.

Second-feet.

82

102

The above table is applicable only for open-channel conditions. It is based upon 

8 discharge measurements made during 1904. It is well denned between gage heights 

0.75 feet and 1.10 feet, and can only be considered roughly approximate above 1.1 

feet. The rating curve is a tangent, the difference being 20 per tenth.

Estimated monthly discharge of Mills River (South Fork) near Sitton, N. C., for 1904-

June ................................ ......

July .............................................

August ...........................................

September ........................... ...........

October ........................ ^. ................

November .........................................

December ........................... ............

Maximum.

212

172

242

262

32

132

162

Minimum.

62

42

52

42

22

22

22

Mean.

92.0

65.5

104

69.0

26.5

46.3

61.0

Discharge in second-feet.

PIGEON RIVER AT NEWPORT, TENN.

The station was established September 4, 1900, by E. W. Myers. 

It 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. On April 30, 

1903, the old wire gage was replaced by a standard chain gage with 

inclosed scale fastened to the lower chord of the bridge on the downstream side, approximately at the same location as the. old gage. The 

 new gage was made to read the same as the one which it replaced. 

The gage is read once each day by S. R. McSween. Since it was first 

established the gage has been damaged several times, and the records 

are continuous only from December 14, 1902. Discharge measurements are made from the lower side of the single-span steel highway 

bridge to which the gage is attached. The initial point for soundings 

is the end of the hand rail over the left bank on the downstream side 

of the bridge. The channel is straight for about 300 feet above and
HALL, JOHNSON, "I 

AND HOYT. J

TENNESSEE RIVER DRAINAGE BASIN. 117

200 feet below the station. The section is deep, rough, and irregular 

in shape; the velocity is poorly distributed and about 50 feet of the 

total width at low stages is still water or has a negative velocity. The 

section is better for measuring at the Southern Railway bridge, about 

300 feet below, at which point some of the measurements have been 

made. The right bank is low and overflows to some extent, but all 

water passes beneath the bridge and its approach. The left bank is a 

high vertical rock cliff. The bed of the stream is rocky near the left 

bank and sandy near the right bank.

Bench mark No. 1 is the top surface of the outer left corner of the 

plate at the bottom of the floor-beam hanger to the left of the zero of 

the gage. When the gage reads zero the water surface is 26.87 feet 

below this bench mark. Bench mark No. 2 is the top of a copper plug 

set in cement on the top of a limestone outcrop about 5 feet upstream 

and 3 feet to the left of the end of the upstream hand rail on the left 

bank. When the gage reads zero the water surface is 32.61 feet below 

the top of the bolt.

The observations at this station during 1904- have been made under 

the direction of M. R. Hall, district hydrographer.

Discharge measurements of Pigeon River at Newport, Tenn., in 1904-

Date.

March 29 ......

April 26 .......

JulyS.........

August 20 « ....

October 15.....

October 15 « . . .

Hydrographer.

B. S. Drane........

.....do ............

.....do............

J. M. Giles........

B. S. Drane........

.....do ............

.....do ............

.....do ............

Width.

Feet. 

159

150

143

110

134

228

125

221

Area of 

section.

Sq.feet. 

I, 203

1,132

992

835

854

585

783

443

Mean 

velocity.

Ft. per sec. 

1.72

1.57

.87 .77'

.50

.84

.21

.49

Gage 

height.

Feet. 

2.68

2.45

1.68

1.27

1.10

1.10

.62

.62

Discharge.

Second-ft. 

2,070

1,775

861

642

425

490

169

216

a A.t railroad bridge.
118 STEEAM MEASUREMENTS IN 1904, PAET V. [NO. 128. 

Mean daily gage'height, in feet, of Pigeon River at Neivport, Tenn., for 1904-

Day.

1. .............

2..............

3..............

4..............

5..............

6..............

7..............

8..............

9..............

10..............

11..............

12..............

18..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

21..............

22..............

23..............

24..............

26..............

27..............

28..............

29..............

30.............. 

31..............

Jan.

1.00

1.05

1.10

1.00

,70

fin

1.15

.95

1.00

1.10

1.25

1.20

1.10

1.10

1.15

1.15

1.15

1.15

1.20

1.25

2.65

3.15

2.00

1.75

1.60

1.50

1.40

1.30

1.25 

1.20

Feb.

1.15

1.10

1.10

1 05

1.10

1 1 ^

i f^n

2.00

1.75

1.55

1.50

1.40

1.40

1.35

1.30

1.30

1.30

1.30

1 40

1.40

2.65

1.85

1.65

2.70

2 00

Mar.

1.90

.1.85

1 80

1.70

1.65

1.60

6.30

3

1 A

<> 5Q

2.35

2.30

2.30

2.10

2.05

2.00

2.00

1.90

1.90

1 on

1 80

9 ftft

2.50

5 1ft

o ^n

2 80

9 QPi

2 T^

2.45.

2.30 

2.15

Apr.

2 nn

1 90

i ftf^

1 80

1 *7^

1.70

1 7^

1 Oft

2

CA

1.75

1.70

1.60

1.65

1.70

1.70

1.65

1 60

i K/i

1 7^

1

QFC

1 *7^

1.60

1.60

1 60

1 QK.

2 00

r> 00

2.00

May.

1.85

1.80

1

*7^

I

SA

1

*7^

1.70

1 60

2 00

2.70

2 00

1 95

1 90

1.85

1.80

1.70

1.60

1 60

I

CC

1

CA

1 45

1 Q^

I

qc

I

qK

1 40

1.40

1 Qf»

1 30

1.25

1.20 

2.20

June.

1 80

1.70

1.65

1

CA

1 Qft

1 fvl

1.70

1

QC

1 fVl

1.35

1.30

1.35

1.25

1 11

1.20

1.30

1 40

1.40

1.20

1.25

1 91

i 31

1 45

I

Cfl

1.70

July.

1.60

1 4^

1.20

1.20

1.20

1

0A

1.45

1 Qrt

2 9^

1.75

1.45

1.75

1.50

1.25

1.25

1.15

1.10

1 00

i ftft

1 40

1.50

1 45

1 40

1 3ft

1 °0

1.05

1.00

1.00 

1.05

Aug.

1.10

1.50

1.10

1.20

1.40

1.55

1.50

1 30

1 40

1.50

1.55

1.60

1.70

1.40

1.35

1.40

1.15

1.05

1.05

1.10

1.10

1.15

1.50

1 40

1.30

1 40

1 30

1.25

1.20

1.15 

1.10

Sept.

1.15

1.25

1 9P»

1 9^

1 3ft

1.15

1 00

i ftft

1.00

.95

.95

.95

.90

.85

80

.80

.80

80

80

.75

.75

.75

.70

.70

.70

.75

.75

.75

.70

Oct.

0.70

.65

.65

.65

.65

.70

.65

.65

.65

.65

.60

.60

.60

.60

.60

.55

.55

.55

.55

.60

.60

.55

.55

.55

.60

.60

.60

.60

.60

.60 

.60

Nov.

0.60

firt

.65

80

1.05

QC

QF^

.80

.70

.65

.65

.60

.70

.80

90

.85

80

80

.75

.75

.80

.80

.90

1 00

.90

80

.75

.75

.75

1.20

Dec.

1.10

1 00"

90

1 00

1.20

2 40

1 60

1.25

1.10

1.05

1.00

1.00

1.00

.95

.90

.90

.90

.85

.85

.70

.65

.65

.60

.90

.95

1.00

1.05

3.05

1.90

1.50 

1.40

Rating table for Pigeon River at Newport, Tenn., from January 1 to December 31, 1904.

Gage 

height.

Feet.

0.6

.7

.8

.9

1.0

1.1

1.2

1.3

1.4

Discharge.

Second-feet.

180

225

275

325

380

440

500

565

635

Gage 

height.

Feet.

1.5

1.6

1.7

1.8

1.9

2.0

2.1

2.2

2.3

Discharge.

Second-feet.

710

790

875

965

1,060

1,160

1,270

1,390

1,520

Gage 

height.

Feet.

2.4

2.5

2.6

2.7

2.8

2.9

3.0

3.1

3.2

Discharge.

Second-feet.

1,660

1,810

1,970

2,140

2,320

2,510

, 2,700

2,900

3,100

Gage 

height.

Feet.

3.3

3.4

. 3.5

3.6

3.7

3.8

3.9

4.0

5.0

Discharge.

Second-feet.

3,300

3,500

3,700

3,900

4,100

4,300

4,500

4,700

6,700

The above table is based upon measurements made 1900 to 1904, and is well 

denned. Above gage height 3 feet the rating curve is a tangent, the difference 

being 200 per tenth.
HALL, JOHNSON 

AND HOYT°N'] TENNESSEE KIVEK DRAINAGE BASIN. 119

Estimated monthly discharge of Pigeon River at Newport, Tenn., for 1904. 

[Drainage area, 655 square miles.]

Month.

February .....................

March ........................

May .........................

September ....................

November ....................

Discharge in second-feet.

Maximum.

3,000 

2,140 

9,300 

1,810 

2,140 

1,012 

1,455 

875 

565 

225 

500 

2,800

9,300

Minimum.

140 

410 

790 

710 

500 

470 

380 

410 

225 

160 

180 

180

140

Mean.

635

846 

1,859 

974 

895 

653 

598 

583 

340 

184 

275 

529

698

Run-off.

Second-feet 

per square 

mile.

0.969 

1.29 

.2.84 

1.49 

1.37 

.997 

.913 

.890 

.519 

.281 

.420 

.808

1.07

Depth in 

inches.

1.-12 

1.39 

3.27 

1.66 

1.58 

1.11 

1.05 

1.03 

.579 

.324 

.469 

.9£2

14.51

NOLICHUCKY RIVER NEAR GREENEVILLE, TENN.

This station was established May 7, 1903, by E. W. Myers, assisted 

by B. S. Drane. It is located at Jones's bridge, 5 miles southeast of 

Greeneville, Tenn., which is the nearest railroad station. The standard 

chain gage, with inclosed scale, is nailed to wooden blocks bolted to the 

lower chord of the bridge on the upstream side midway between the 

second and third intermediate post from the right bank. The length 

of the chain from the end of the weight to the marker is 33.63 feet. 

The gage is read once each day by B. H. Jones. Discharge measurements are made from the downstream side of the two-span steel highway bridge to which the gage is attached. The initial point for 

soundings is the left end of the top bar of the downstream hand rail. 

The channel is straight for about 700 feet above and below the station. 

The right bank is high, but at flood stages part of the water will pass 

around the end of the bridge. The left bank is high and can never 

overflow. The section is regular, and the bed is composed of pebbles 

and small stones and is not subject to change. The velocity is uniform 

and well distributed except at extreme low water (below gage height 

0.50 foot), when the middle pier and a small bar of gravel and small 

stones throw the current toward both banks.

Bench mark No. 1 is a standard iron bench-mark post of the United 

States Geological Survey set on the left bank just below the bridge. 

It is 5.5 feet downstream from the left end of the bridge, and is said
120 STREAM MEASUREMENTS IN 1904, PART [NO. 128.

to be above high-water mark. Its elevation above gage datum is 

26.80 feet. Bench mark No. 2 is the upper outer edge of the outer 

eyebar of the lower chord of the bridge, 3.6 feet to the right of the 

center of the third intermediate post from the right bank. The point is 

marked by a spot of white paint and the letters " B. M." Its elevation 

above gage datum is 32.03 feet.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.

 Discharge measurements of Nolichucky River near Greenevitte, Tenn., in 1904-

Date.

February 24 ...

February 27 ...

March 23 ......

March 23 ......

March 24 ......

May 3 .........

July9. ........

August 9 ......

October 17.....

October 17.....

Hydrographer.

B. S. Drane ........

.....do............

.....do............

.....do............

.....do............

.....do ............

J. M. Giles .........

B. S. Drane .......;

.....do ............

..-..do............

.....do............

Width.

Feet. 

275

274

275

275

311

133

264

275

275

275

275

Area ot 

section.

Sq.feet. 

1, 015

1,157

1,558

1,732

2,008

987

806

911

914

649

«4«

Mean 

velocity.

Ft. per sec. 

1.57

2.21

3.45

3.84

3.99

1.56

1.07

1.24

1.34

.52

.55

Gage 

height.

Feet. 

1.11

1.69

3.26

3.66

4.67

1.11

.48

.81

.82

- .12

.10

Discharge.

Second-jt. 

1,592

2,529

5,383

6,657

8,018

1,54-2

859

1,129

1,222

340

355

Mean daily gage height, in feet, of Nolichucky River near Greenevitte, Tenn., for 1904.

Day.

1..............

3.........----.

5..............

7..............

8..............

9

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20. .............

21..............

22..............

23..............

24..............

25..............

26. .............

27..............

28..............

9Q

Qfl

31..............

Jan.

0.11

.12

.30 

.18

.06

.10

.04

.12

.11

.09

.12

.20

.30

.30

.19

.10

.30

.70

.50

.30

.30

.30

1.00

1.00

.90

.50

.40

.30

Oft

Oft

.20

Feb.

0.20

.20

.18 

.30

.20

.15

.30

1.80

1.40

.90

.70

.60

.40

.40

.40

.60

.40

.30

.40

.50

.60

.60

1.70

1.20

.90

.90

1.50

2.20

1.60

-------

Mar.

1.40

1.40

1.30 

1.20

1.20

. 1.00

3.10

3.70

2.40

1.80

1.65

1.60

1.40

1.25

1.25

1.10

.95

.95

1.05

1.00

.95

2.10

2.10

5.00

9 f^A

2 40

2.30

I Qft

1.70

1.50

Apr.

1.40

1.40

1.25 

1.05

1.00

.95

1.00

1.00

.95

1.15

.95

.90

.90

.80

.75

.80

1.20

1.00

.85

.80

.80

.80

.75

.75

.80

1.50

2.25

1 90

1.65

May.

1.40

1.25

1.15 

1.20

1.40

1.20

1.05

.90

3.70

2.30

1.70

1.45

1.35

1.15

1.05

1.00

.90

.85

.95

.85

.80

.75

.65

60

60

.60

.70

.65

KC

.55

.60

June.

1.75

1.95

1.55 

1.15

.95

.85

.90

.80

.75

.60

.85

.75

.70

.55

.50

.40

.45

.55

.65

.75

.75

.70

.55

.45

.40

.50

.85

60

1

Q£

1

£C

July.

1.30

.65

.70

.50

.45

.50

1.00

.65

.85

.50

.35

.30

.35

.35

.25

.20

.20

.70

.45

.30

Of^

90

.70

40

45«

Kn

.45

Aug.

0.30

1.45

.95 

.65

.50

.65

.60

.70

.80

.65

.75

1.05

80

.65

.50

.65

.60

.55

.40

.55

.75

.90

.65

.75

1 00

.55

.45

.45

.35

.30

.25

Sept.

0.25

.50

.65 

.60

.50

.40

.30

.25

.20

.15

.15

.15

.15

.20

.10

.10

.05

.05

.05

.05

.05

.05

.00

.00

.00

.00

.00

.00

.00

00

.00

Oct.

0.00

- .05

- .10 

- .05

- .10

- .10

- .10

.00

- .05

- .05

- .05

- .05

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .10

- .15

- .10

- .10

- .10

- .05

.05

.05

- .10

Nov.

-0.10

- .05 

.00

.25

.55

.30

.10

.05

.00

..00

.00

.10

.30

.25

.30

.20

.15

.20

.20-

.25

.40

on

.20

.15

.10

.05

'.20

Dec.

0.20

.25

.30 

30

.60

1.05

' 1.20

.75

.50

.45

.50

.35

.20

.30

.35

.30

.30

.20

.10

.20

.15

.15

.50

.50

.50

.70

1.35

.80

.55
HAANi)JHOYT°N'] TENNESSEE EIVEE DBAINAGE BASIN. 121

Rating table for Nolichucky River near Greeneville, Tenn., from January 1 to December 31,

1904-

Gage 

height.

Feet.

-0.15

- .1

 .05

.0

.1

.2

.3

.4

.5

.6

.7

Discharge.

Second-feet.

320

355

390

430

510

595

685

780

880

980

1,085

Gage 

height.

Feet.

0.8

.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

Discharge.

Second-feet.

1,195

1,305

1,420

1, 545

1,675

1, 815

1, 965

2,120

2,280

2,445

2,610

Gage 

height.

Feet.

1.9

2.0

2.1

2. 2

2.3

2.4

2,5

2.6

2.7

2.8

2.9

Discharge.

Second-feet.

2,780

2, 955 

3,135

3,315

3,500

3,685

3,875

4,070

4,265

4,460

4,660

Gage 

height.

Feet.

3.0

3.2

3.4

3.6 .

3.8

4.0

4.2

4.4

4.6

4.8

5.0

Discharge.

Second-feet.

4,860

5,270

5,680

6,100

6,530

6,960

7,390

7,820

8,250

8,690

9;130

The above table is applicable only for open-channel conditions. It is based upon 

18 discharge measurements made during 1903 and 1904. It is well defined between 

gage heights 0.15 feet and 1.10 feet. Above 1.10 feet the curve is somewhat uncertain owing to the fluctuation of the water surface during the high-water measurements.

Estimated monthly discharge of Nolichucky River near Greeneville, Tenn., for 1904- 

[Drainage area, 1,099 square miles.]

Month.

January ......................

March ........................

May .........................

July -.------------------..---

August .......................

September ....................

December ....................

The year ...............

Discharge in second-feet.

Maximum.

1,420 

3,315 

9,130 

3,408 

6,315 

2,868 

1,815 

2,043 

1,033 

430 

930 

1,890

9,130

Minimum.

462 

553 

1,363 

1,140 

930 

780 

595 

640 

430 

320 

" 355 

510

320

Mean.

711 

1,210 

2,778 

1,549 

1, 631 ' 

1, 313 

931 

1,045 

573 

369 

588 

869

1, 131

Run-off.

Second-feet 

per square 

mile.

0.647 

1.10 

2.53 

1.41 

1.48 

1.19 

.847 

.951 

.521 

.336 

.535 

.791

1.03

Depth in 

inches.

0.746 

1.19 

2.92 

1.57 

1.71 

1.33 

.976 

1.10 

.581 

.387 

.597 

.912

14.01
122 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

HOLSTON RIVER (SOUTH FORK) AT BLUFF CITY, TEEN.

This station was originally established by the United States Weather 

Bureau at the highway bridge at Bluff City, Tenn. Readings were 

begun July 17, 1900, by the United States Geological Survey in connection with the general hydrographic investigation of the Southern 

Appalachian region. The gage, which is the property of the United 

States Weather Bureau, is a 4 by 8 inch timber bolted to the downstream side of the first channel pier from the right bank. The gage 

readings are furnished by the United States Weather Bureau. Discharge measurements are made from the lower side of the four-span 

highway bridge to which the gage is attached. This bridge is a short 

distance below the Virginia and Southwestern Railroad bridge. The 

initial point for soundings is the end of the guard rail on the downstream side of the bridge over the left abutment. The channel is 

straight above the bridge for a distance of 300 feet, to the bridge of 

the Virginia and Southwestern Railroad. The channel is straight for 

about 1,000 feet below the bridge. The bed is rocky and permanent. 

The bottom is very rough, and rocky ledges just above and below the 

bridge cause back currents, eddies, and sudden variations in the 

velocity. Both banks are high and do not overflow. The gage is 

referred to a United States Geological Survey bronze bench-mark tablet set in the upstream side of the capstone of the left abutment. 

When the gage reads zero, this bench mark is 20.44 feet above the 

water surface. Its elevation above sea level is 1,389 feet.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.

Discharge measurements of Holston River (South Fork) at Bluff City, Tenn., in 1904.

Date.

February 26 . . _

March 28......

April 29 .......

July 12 ........

July 12«. ......

August 10......

October 18.....

October 18.....

October 18 «....

Hydrographer.

B. S. Drane........

.....do ............

Drane and M.R. Hall

J. M. Giles ........

.....do ............

B. S. Drane.. ......

.....do............

.....do ............

.....do ............

Width.

Feet. 

265

268

275

97

123

204

196

108

112

Area of 

section.

Sq.feet. 

590

763

955

273

490

252

181

73

349

Mean 

velocity.

Ft. per sec. 

1.89

1.98

3.04

1.68

.97

1.52

.89

2.35

.48

Gage 

height.

Feet. 

1.62

2.38

3.27

.60

.60

.60

- .05

- .05

- .09

Discharge.

Second-ft. 

1,114

1,509

2,900

459

475

384

162

171

168

a Measurement made at Virginia and Southwestern Railroad bridge.
HAANDJHOTT?N> ] TENNESSEE BIVER DBAINAGE BASIN. 123

Mean daily gage height, in feet, of Holston River (South Fork) at Bluff City, Term.,

for 1904-

Day.

1. .............

2...... ........

3..............

4..............

5..............

6..............

7..............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17........ ......

18..............

19..............

20..............

21..............

22..............

23..............

24.............. 

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Jan.

0.30

.40

.60

.30

.10

.40

.40

.40

.40

.20

.10

90

.90

.90

.70

.60

1.00

1 nA

.90

on

.80

on

1.70

1.80 

1.40

1 QA

1.10

.80

.70

.40

.40

Feb.

0.70

.20

.50

.40

.10

.40

.50

1.90

2.00

1.50

1.40

1.10

80

.90

I

flA

1.00

.80

.50

.80

1.10

1.10

1.60

3.10

2.40 

1.90

1.60

1 £A

1.50

I

Kn

.......

Mar.

1.60

1.80

2.00

2.00

1.90

1.70

1.70

3.20

3.00

2.40

2.10

2.20

i cm

1.90

1

QA

1.75

1.50

1.65

1.60

1.60

1.55

1 80

3.10

5.70 

3.90

3.00

2

7*

2.60

2.10

2.00

1.70

Apr.

1.65

1.60

1.45

1.20

1.10

1.10

1.25

1.10

1.00

1.00

1 AA

1.10

1.55

1 f\f\

1.50

1.40

1.10

1.20

1 00

1.00

1 00

1.00

.90 

.90

90

2.00

4.20

2.90

May.

2.40

2.10

2.00

3.00

2.85

2.30

1.95

1.75

1.90

2.00

2.00

1 60

1.40

1 f^A

1.45

1.20

1.10

1.20

1.20

1.20

1.10

1.00

.90 

.90

.80

.80

.70

80

.80

.80

June.

0.90

.90

1.00

on

.70

.70

60

.70

.60

.60

.60

.60

.60

Kn

f\A

.50

.50

Kn

.50

40

.40

.40

.40

.40 

.30

on

.40

.80

1.70

2.50

July.

1.80

1.30

1.00

.90

.80

.70

.70

.60

.60

.80

.80

.60

.50

.70

.40

.30

.90

Kn

.40

.40

.30

.30

.30

.40 

.70

.60

.60

60

Kn

.50

.40

Aug.

0.40

2.00

1.60

1.20

.90

1.00

.90

.70

.60

.60

.70

1.60

ftA

.70

.60

Kfl

.50

80

.70

.70

.70

.50 

.40

.40

.40

30

.20

.20

.00

Sept.

0.00

.20

.40

60

.70

.60

.40

.20

.20

.10

.20

.20

.10

.10

.10

.10

.10

.10

.10

.10

.10

.10

.10

.10 

.10

.00

.10

.10

.10

Oct.

0.10

.10

.10

.10

.10

.10

.10

.10

.00

.00

.00

00

.00

AA

- .10

- .10

.10

- .10

OA

- .10

.10

- .10

- .10 

- .10

.00

.10

.00

.10

- .10

- .10

Nov.

-0.10

.00

.00

.10

.30

.30

.20

.20

.10

.10

.10

.00

.20

.50

Kfl

.40

.30

30

.30

on

.20

.20

.40

.40 

.40

.30

.20

.10

.10

.20

Dec.

0.30

.30

.40

60

.70

2.80

1.80

1.30

.90

.80

.80

90

.80

.50

60

.60

cn

.50

Kn

.40

.40

.30

.30 

.70

90

90

1.50

1.00

.90

Rating table for Holston River (South Fork) at Bluff City, Tenn., from January 1 to 

* December 31, 1904.

Gage 

height.

Feet.

-0.1

.0

.1

.2

.3

.4

.5

.6

.7

.8

.9

1.0

1.1

Discharge.

Second-feet.

150

190

235

280

330

380

430

485

540

595

650

710

770

Gage 

height.

Feet.

1.2

' 1.3

1.4

1.5

1.6

1.7

1.8

1.9

2.0

2.1

2.2

2.3

2.4

Discharge.

Second-feet.

840

910

980

1,060

1,140

1,220

1,300

1,390

1,480

1,570

1,670

1,770

1,870

Gage 

height.

Feet.

2.5

2.6

2.7

2.8

2.9

3.0

3.1

3.2

3.3

3.4

3.5

3.6

3.7

Discharge.

Second-feet.

1,970

2,080

2,190

2,310

2,430

2,550

2,680

2,820

2,970

3,120

3,280

3,450

3,620

Gage 

height.

Feet.

3.8

3.9

4.0

4.2

4.4

4.6

4.8

5.0

5.2

5.4

5.6

5.8

6.0

Discharge.

Second-feet.

3,800

3, 980

4,160

4,530

4,910

5,310

5,730

6,180

6,650

7,130

7,630

8,130

8,630

The above table is applicable only for open-channel conditions. It is based upon 

41 discharge measurements made during 1900 to 1904, inclusive. It is well defined 

between gage heights 0.1 feet and 3.5 feet. The table has been extended beyond 

these limits. Above gage height 5.4 feet the rating curve is a tangent, the difference 

being 250 per tenth.
124 STEEAM MEASUBEMENTS IN 1904, PART V. [NO. 128.

Estimated monthly discharge of Holston Sicer (South Fork) at Bluff City, Term., for 1904- 

[Drainage area, 828 square miles.]

Month.

January ................ ......

March .......... ..............

May .........................

July .........................

November ...........,.._..___

December ....................

The year ...............

Discharge in second-feet.

Maximum.

1,300 

2,680 

7,880 

4,530 

2, 550 

1,970 

1,300 

1,480 

540 

235 

430 

2,310

7,880

Minimum.

235 

235 

1,060 

650 

540 

330 

330- 

190 

190 

150 

150 

330

150

Mean.

'573 

8S5 

1,860 

1,086 

1,115 

550 

515 

579 

274 

185 

291 

651

714

Run-*ff.

Second-feet 

per square 

mile.

0.692 

1.07 

2.25 

1.31 

1.35 

.664 

.622 

.699 

.331 

.223 

.351 

.786

.862

Depth in 

inches.

0.798 

1.15 

2.59 

1.46 

1.56 

.741 

.717 

.806 

.369 

.257 

.392 

.906

' 11.75

HOLSTON RIVER AT AUSTINS MILLS, NEAR ROGERSVILLE, TENN.

This station is maintained in cooperation .with the United States 

Weather Bureau, by whom the gage readings are furnished. It is 

located at the Southern Railway' bridge at Austins Mills, Tennessee. 

The gage is graduated by feet and tenths to 49 feet, and is attached vertically to the downstream end of the pier nearest the right bank. It is 

read once each day by Fred Beal. Discharge measurements are made 

from the downstream side of the bridge to which the gage is attached. 

This is a deck bridge, 800 feet long, resting on stone piers. Six spans 

are wooden truss, and piers have been built for two more spans at 

each end, but the track is carried on trestle work. The initial point 

for soundings is the end of the bridge truss over the center of the pier 

on the right bank, downstream side. The channel is straight for about 

2,000 feet above and for 1,000 feet below the bridge. The current is 

swift, there being a shoal about 500 feet below the bridge. The right 

bank will overflow gradually at gage heights from 10 to 20 feet, and 

the left bank at gage heights 8 to 20 feet. There is a fringe of trees 

along both banks. The bed of the stream is composed of rock and 

gravel and is permanent. All the water passes beneath the bridge 

and trestles, there being one channel broken by three piers at ordinary 

stages.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.
HAANDJHOTT°N'] TENNESSEE RIVER DRAINAGE BASIN. 125 

Discharge measurements of Holston River at Austins Mills, near Rogersville, Tenn., in 1904-

Date.

July 14........

August 12 .....

October 21.....

Hydrographer.

J. M. Giles........

B. S. Dfane........

..... do ............

Width.

Feet. 

376

420

413

Area of 

section.

Sq.feet.

1,526

1,591

1,229

Mean 

velocity.

Ft. per sec. 

1.17

1.47

.53

Gage 

height.

Feet. 

1.75

2.00

1.10

Discharge.

Second-ft. 

1,783

2,332

647

Mean daily gage height, in feet, of Holston River at Austins Mills, near Rogersville, Tenn.,

for 1904.

Day.

1..............

2..............

3..............

4..............

5..............

6..............

7..............

8..............

9..............

10..............

11..............

12..*.....-......

13..............

14..............

15..............

16..............

17.............. 

18.............. 

19

20..............

21..............

22..............

23..............

24..............

'£>..............

26..............

27..............

28..............

29..............

30.............. 

31..............

Jan.

1.80

1.50

1 60

1.60

1 60

1.70

1 60

1.60

1.80

1.60

1.60

1.70

1 80

2.00

9 no

1.80

2.00 

2.20 

2.20

9 no

1 80

1.80

2.30

3.40

3.00

2.50

2.30

2.20

1.80

1.70 

1.70

Feb.

1.70

1 60

1 60

i <tfi

1.50

"! ^

2 no

3.10

2.80

2.50

9 9(1

2 on

1.80

1.80

1 80

1.80 

1.70 

1.70

2 10

2 20

2.20

3.80

3.80

3.20

3.00

3.10

3.30

3.00

Mar.

2.90

o m

3

>?n

o i n

3 in

2 90

2 90

5.00

A KA

3.90

3.50

3.10

q in

3 in

2.80 

2.60

2

trt

 > CA

2

CA

3.20

3.70

7.00

6.50

5.00

4.40

4.10

3.70

3.50 

3.10

Apr.

3.00

2 90

2 60

2.40

2

0ft

2

0ft

2.30

2 30

2.30

2.20

2 on

2.40

2.40

2.40

2.30 

2.40

2

0ft

2.10

2.00

2.00

2.00

2.00

2.00

2.20

3.70

5.00

4.30

May.

3 7r>

0 OA

3 in

3 no

4.30

3.60

3 on

2 en

3 on

3.40

i sn

3.10

3.00

2.70

2 en

2

fU1

2.40 

2.30

2 on

2

OA

2 on

2.20

9 9ft

2.10

2.10

2.10

2.00

1.80

1.80 

1.80

June.

2

AA

2 *7ft

2

QA

2.40

9 9n

2 20

2 10

2.10

2 10

2 fin

2 Fin

2 on

2 in

1-.90

1 Qft

1 80

1.80 

1.80 

1.80

i Rn

1.70

1.70

1.70

1.70

1.70

1.70

1.60

1 80

2.40

2.90

July.

3.10

2 80

2.20

2.10

9 1ft

9 1ft

2 20

2 10

2 lft

2 ftft

2 on

1 90

1 80

1.70

1.70

1.60 

1.50 

i <tfi

1.50

1 <tfi

1.50

1.50

1.50

1.50

1.70

1.70

1.70

1.70

1.70 

1.60

Aug.

1 60

1 60

2 40

2 30

2

AA

2 ftft

2 ftft

1 90

1.80

. i go

1.70

2

OA

2.00

2 Aft

2 in

1.80 

2.00 

1.80

2 go

2.20

1.80

1.70

1.60

1.50

1.50

1.50

1.40 

1.40

Sept.

1.40

1 40

1.40

1.80

1.90

1.60

1 60

1.50

1.50

1.40

1.40

1.40

1.40

1.40

1 30

1 30

1.30 

1.30 

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

Oct.

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10 

1.10 

1.10

1.10

1.10

1.10

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00 

1.00

Nov.

1.00

1.00

1.00

1.10

1.20

1.30

1.40

1.30

1.30

1.20

1.20

1.20

1.30

1.30

1.50

1.50

1.40 

1.30 

1.30

1.30

1.30

1.30

1.40

1.40

1.30

1.50

1.40

1.30

1.30

1.30

Dec.

1.30

1 30

1.50

1.60

1.70

3.10

3.40

2.60

2.20

2.00

1.80

1.80

1.90

1.80

1.70

1.70

1.70 

1.60 

1.50

1.50

1.50

1.50

1.50

1.40

1.70

1.80

2.00

2.80

3.20

2.60 

2.40

Rating table for Holston River at Austins Mills, near Rogersville, Tenn., from January 1 to'

December 31, 1904.

Gage 

height.

Feet.

1.1

1.2

1.3

1.4

1.5 .

1.6

Discharge.

Second-feet.

645

805

970

1,140

1,315

1,500

Gage 

height.

Feet.

1.7

1.8

1.9

2

2.1

2.2

Discharge.

Second-feet.

1,695

1,900

2,110

2,330

2,555

2,790

Gage 

height.

Feet.

2.3

2.4

2.5

2.6

2.7

2.8

Discharge.

Second-feet.

3,035

3,285

3,545

3,815

4,095

4,380

Gage 

height.

Feet.

2.9

3

3.1

3.2

3.3

3.4

Discharge.

Second-feet.

4,675

4,980

5,290

5,610

5,940

6,270

The above table is applicable only for open-channel conditions. It is based upon 

3 discharge measurements made during 1904 and one made in 1905. It is well defined 

between gage heights 1.1 feet and 2 feet. The table has been extended above these 

limits.
126 "STBEAM MEASUKEMENTS IN 1904, PART [NO. 128.

Estimated monthly discharge of ffolslon River at Austins Mills, near Rogersville, Tenn.,for

1904.

Month.

February -.....--......_________._._._._.._.._.._.

March ............................................

April. ............................................

July .............................................

August ...........................................

September ..................... ..................

October ..........................................

November ........................................

The year ...................................

Discharge in second-feet.

Maximum.

6,270 

7,590 

18, 150 

11, 550 

9,240 

4,675 

5,290 

4,095 

2,110 

805 

1,315 

6,270

18, 150

Minimum.

1,315 

1,315 

3,545 

2,330 

1,900 

1, 500 

1,315 

1,140 

805 

490 

490 

970

490

Mean.

2,273 

3,169 

7,007 

3,704 

4,096 

2,460 

2,093 

2,125 

1,077 

636 

952 

2,325

2,660

WATATJGA RIVER NEAR ELIZABETHTON, TENN.

This station was established May 11,1903, by E. W. Myers, assisted 

by B. S. Drane. The station is located on the Virginia and Southwestern Railroad bridge at Siam, about 4 miles from Elizabethton, 

Tenn. The standard inclosed chain gage is located on the downstream side of the middle span on the inside of the guard rail. The 

zero of the scale is opposite a point 142 feet from the initial point for 

soundings. The length of the chain from the end of the weight to 

the marker is 22.66 feet. It is read once each day by J. B. Nave. 

Discharge measurements are made on the lower side of the bridge to 

which the gage is attached. This bridge crosses the river at ah angle 

of about 14° with the normal to the direction of the current. The initial 

point for soundings is the top of the first bolt on the downstream guard 

rail over the middle of the left abutment. The channel is straight 

for 1,000 feet above and below the station. The right bank is high 

and will overflow only at flood stages. All water will, however, pass 

under the bridge and the trestle approach. The left bank is a perpendicular masonry abutment and will not overflow. The section 

underneath the bridge is smooth and consists of sand, silt, and some 

small rocks, and does not appear to be shifting. At ordinary stages 

the channel is divided into three parts by the bridge piers. At flood 

stages there is an additional flood channel on the right bank. A 

shallow stretch 1,000 feet below the bridge makes the current under
HALL, JOHNSON, 

AND HOYT"H.'] TENNESSEE RIVER DRAINAGE BASIN. 127

the bridge sluggish at low stages. Bench mark No. 1 is a standard 

copper bolt set in the cap of the abutment on the left bank, upstream 

side of the bridge. When the gage reads zero its elevation is 21.11 

feet above the water surface. Bench mark No. 2 is the upper edge 

of the plate connecting the lower bracing sj^stem with the lower chord 

and floor beam opposite the middle of the gage box on the downstream 

side of the bridge. This floor beam is the fourth from the left end 

of the middle span. When the gage reads zero its elevation is 19.60 

feet above the water surface. During the summer and fall of 1902 a 

line of levels was run from Carter's station, Tennessee, near the 

mouth of the river, to a point near Shulls Mills, in North Carolina, 

near the head of the river, locating the water powers of this stream. 

These powers are numerous and of considerable magnitude, but at 

present are comparatively inaccessible and hence not commercially 

available.

The observations at this station during 1904 have been made under 

the direction of M. K,. Hall, district hydrographer.

Discharge measurements of Watauga River near Elizabethton, Tenn. , in 1903 and 1904-

Date.

1903. 

February 10 ...

May 11........

July 13........

August 15......

August 15. .....

September 5 ...

September 5 «. .

October 17.....

November 23...

1904.

February 25 ...

March 25 ......

April 30 .......

July 11........

October 19&....

October 19.....

Hydrographer.

E. W. Myers.......

.....do ............

B. S. Drane........

.....do ............

M. E. Hall ........

B. S. Drane........

.....do ...........

.....do ............

.....do ............

B. S. Drane.....-,.

.....do ............

.....do ............

.....do ............

J. M. Giles ........

B. S. Drane........

.....do ............

.....do ............

Width.

Feet. 

233

229

228

229

205

228

108

228

228

229

229

234

230

189

231

109

228

Area of 

section.

Sq.feet. 

1,002

762

662

653

620

633

369

625

633

788

784

1,183

751

594

760

311

517

Mean 

velocity.

Ft. per sec. 

1.09

.87

.35

.31

.53

.36

.67

.33

.34

.68

.65

2.12

.96

.68

.99

.51

.30

Gage 

height.

Feet. 

2.80

2.00

1.61

1.38

1.38

1.25

1.25

1.20

1.26

2.03

2.01

3.70

2.15

1.60

2.13

1.06

1.06

Discharge.

Second-ft. 

1,095

665

234

205

328

226

247

204

214

537

507

2,507

720

403

754

158

156

a Boat three-fourths mile above station. b Boat one-half mile above station.
128 STEEAM MEASUREMENTS IN 1904, PART V. [NO. 128. 

Mean daily gage height, in feet, of Watauga River near Elizabethton, Tenn., for 1904-

Day.

1. .............

2..............

3..............

4...... ........

5..............

6..............

7..............

8......'........

9

10..............

11..............

12..............

13... ...........

14..............

15..............

16..............

17..............

18..............

19

20..............

25. .............

26..............

27..............

28..............

29..............

30.............. 

31..............

Jan.

1.30

1.30

1.25

1.25

1.20

1.15

1.20

1.20

1.20

1.20

1.30

1.50

1.50

1.40

1.20

1.35

1.80

1.70

1.70

1.40

1 f^rt

1.70

1 90

1 90

1.50

1.50

1 55

1.40 

1.40

Feb.

1.50

1.70

1.60

1.50

1.40

1.60

1.50

2.70

2.20

1 90

1 80

1.65

1.65

1.65

1.70

1.70

1.60

1.60

1 60

1.70

1.70

2.45

2.40

9 n^

2.00

2 60

2.75

2 40

-------

Mar.

2.35

2.60

2.30

2.30

2.15

2.00

4.45

3.90

3.10

2.60

2.80

2.30

2.30

2.20

2.15

2.10

2.00

1 95

2.00

2.00

2

AA

4 ftft

4

AA

2.60

2.40

2.20 

2.10

Apr.

2.05

2.00

2.00

1.90

1.80

1.75

1.80

1.70

2.20

1.90

1.85

1.90

1.80

1.70

1.70

1.80

1.85

1.75

1.70

1.70

1.65

T £&.

1.65

1 90

9 *X\

2.20

May.

2.10

2.00

2.70

3.70

2.70

2.40

2.20

2.90

3.50

3.00

2.80

2.50

2.40

2.20

2.25

2.10

2.00

2.60

2.40

2.10

2 00

1 90

1.80

1.75

1 90

1.35

1.20

1.20

1.20 

2.30

June.

2.50

3.00

2.30

2.20

2.10

2.00

2.20

1.95

1 80

1.80

1.80

1.80

1.70

1.70

1.60

1.50

1.60

1.60

1.50

1.50

1 60

1.70

1.60

1.50

1.45

1.45

1.50

1.70

2.80

2.20

July.

2.00

1.80

1.70

1.60

2.70

1.90

1.70

1.60

1.50

1.70

1.60

1.60

1.55

1.50

1.45

1.40

1.40

1.40

1.40

1.30

1.30

1.40

1.50

1.55

1.85

1.80

1.50

1.60

1.50

1.50 

1.60

Aug.

2.20

2.20

2.10

2.00

1.60

1.75

1.75

1.70

1.65

1.50

2.15

1.90

1.70

1.65

1.70

2.60

2.00

1.70

1.60

1.60

2.00

1.80

1.60

1.50

1.50

1.45

1.45

1.45

1.40

1.40 

1.40

Sept.

1.40

1.70

1.60

1.50

1.60

1.50

1.45

1.40

1.30

1.30

1.25

1.25

1.30

1.30

1.35

1.30

1.25

1.20

1.20

1.20

1.20

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

Oct.

1.15

1.15

1.15

1.15

1.15

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.05

1.05

1.05

1.05

1.05

1.05

1.05

1.05

1.05

1.05

1.05 

1.05

Nov.

1.05

1.05

1.10

1.20

1.50

1.50

1.30

1.20

1.15

1.10

1.10

1.10

1.40

1.45

1.50

1.50

1.45

1.45

1.40

1.35

1.35

1.40

1.40

1.40

1.35

1.35

1.30

1.30

1.30

1.30

Dec.

'.25

1.30

1.35

1.35

1.60

2.30

1.80

1.50

1.40

1.50

1.60

1.60

1.50

1.50

1.40

1.40

1.40

1.35

1.35

1.30

1.30

1.30

1.30

1.30

1.50

1.60

1.65

1.70-

1.65

1.60 

1.60

Rating table for Watauga River near Elizabethton, Tenn., from January 1 to December

31, 1904.

Gage 

height.

Feet.

1.0

1.1

1.2

1.3

1.4

1.5

1.6

L 7

1.8

, 1.9

Discharge.

Second-feet.

135

170

210

250

295

345

400

460

520

585

Gage 

height.

Feet.

2.0

2.1

2.2

2.3

2.4

2.5

2.6

2.7

2.8

2.9

Discharge.

Second-feet.

650

720

790

865

945

1,030

1,120

1,215

1,315

1,420

Gage 

height.

feet.

3.0

3.1

3.2

3.3

3.4

3.5

3.6

3.7

Discharge.

Second-feet.

1,530

1,645

1,765

1,895

2, 035-

2,180

2,335

2,500

3. 8 2, 670

3.9 2,845

Gage 

height.

feet.

4.0

4.2

4.4

4.6

4.8

5.0

5.2

Discharge.

Second-feet.

3,025

3,390

3,770

4,160

4,560

4,960

5,360

The above table is applicable only for open-channel conditions. It is based upon 

12 discharge measurements made during 1903 and 1904. It is not well defined. The 

table has been extended above gage height 3.7 feet. This table is very uncertain 

above gage height 3.0 feet.
HALL, JOHNSON, 

AND HOYT,?N> ] TENNESSEE EIVEE DBAINAGE BASIN. 129

Estimated monthly discharge of Watauga River near Elizabethton, Tenn., for 1904- 

[Drainage area, 408 square miles].

Month.

February .....................

April. ...... r ... ..............

June .........................

July .........................

September. ...................

December, ....................

The year ...............

Discharge in second-feet.

Maxtmum.

1,530 

1,265 

5,360 

865 

2,500 

1, 530 

1,215 

1, 120 

460 

190 

345 

865

5,360

Minimum.

190 

295 

618 

372 

210 

320 

250 

295 

190 

152 

152 

230

152

Mean.

372 

601 

1,357 

552 

873 

579 

417 

496 

254 

166 

258 

349

523

Run-off.

Second-feet 

per square 

mile.

0.912 

1.47 

3.33 

1.35 

2.14 

1.42 

1.02 

1.22 

.623 

.407 

.632 

.855

1.28

Depth in 

inches.

1.05 

1.59 

3.84 

1.51 

2.47 

1.58 

1.18 

1.41 

.695 

.469 

.705 

.986

17.48

DOE EIVER AT ELIZABETHTON, TENN.

This station was established as a bench-mark station May 22, 1904, 

by B. S. Drane. It is located at the covered wagon bridge in the 

town of Elizabethton, Tenn. Discharge measurements are made from 

the downstream side of the bridge by lowering the meter between the 

sill and the edge of the floor. The initial point for soundings is the 

left bank end of the downstream hand rail. The channel is straight 

for 500 feet above and below the station. The current is extremely 

sluggish at low water. Both banks are high and do not overflow. 

All the water passes between the stone abutments of the bridge. The 

bed of the stream is composed of sand, and is very shifting. There is 

but one channel at all stages. A low dam about 300 feet below the 

bridge will affect the flow considerably at low stages. The bench 

mark is the top of the lower downstream hand rail opposite the tension rods at the middle of the bridge, 65 feet from the initial point for 

soundings. Its elevation is 16 feet above gage datum.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.

IKR 128 05 9
130 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128. 

Discharge measurements of Doe River at Elizabethton, Tenn. , in 1904-

Date.

May 22........

July 11........

October 20.....

Hydrographer.

B. S. Drane. .......

J. M. Giles........

B. S. Drane.... ....

Width.

Feet. 

128

129

134

Area of 

section.

Sq.feet. 

253

166

131

Mean 

velocity.

Ft. per sec. 

1.21

.60

.37

Gage 

height.

Feet. 

1.55

.79

.64

Discharge.

Second-ft. 

307

99

48

LITTLE TENNESSEE EIVER AT JUDSON, N. C.

This river rises in the extreme northeast Georgia, with tributaries 

from the mountains between North Carolina and Georgia, and flows 

in a northwesterly direction, emptying into Tennessee River at 

Lenoir, Tenn. Measurements of flow are made at Judson, N. C., 

below the mouth of Sawj^er Branch. The area drained is mountainous 

and covered with forest growth. The station was established by 

E. W. Myers in June, 1896. It is located on the Southern Railway 

bridge, about one-fourth of a mile from Judson, N. C. The standard 

chain gage with inclosed scale is located on the downstream side of 

the first span from the left end of the bridge. The length -of the 

chain from the end of the weight to the marker is 26.29 feet. The 

observer is J. L. Enloe, who reads the gage once daily. The river is 

straight for several hundred yards above and below the station; the 

bottom rocky and very rough on the west side and sandy on the 

east side. The current is swift and "considerably obstructed by two 

wide timber piers. The section is constant, but not a good one for 

measurements.

Bench mark No. 1 is the top of the angle block on the lower chord 

at the middle of the first span from the left end of the bridge, on the 

downstream side. Its elevation is 23.36 feet above gage datum. 

Bench mark No. 2 is a standard copper bolt set in the rock near the 

end of the tunnel, on the right bank, 130 feet from the end of the 

bridge and 8 feet from the center of the track. Its elevation is 28.14 

feet above gage datum.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.
HALL, JOHNSON, 

AND HOYT.°N> ] TENNESSEE RIVER DRAINAGE BASIN. 131

Discharge measurements of Little Tennessee River at Judson, N. C., in 1904-

Date.

March 21......

May 25........

August 15 ......

September 30 . .

December 13.. ..

Hydrographer.

B. S. Drane...............

.....do ...................

.....do ..........L........

.....do ...................

.....do ...................

'Area of 

section.

Sq.feet. 

434

303

311

216

249

Mean, 

velocity.

Ft. per sec. 

3.58

3.27

3.07

2.02

2.33

Gage 

height.

Feet. 

3.49

2.95

2.98

2.32

2.53

Discharge.

Second-feet. 

1,554

993

955

436

580

Mean daily gage height, in feet, of Little Tennessee River at Judson, N. C., for 1904-

Day.

1...... ........

2..............

3..............

4..............

5..............

6.............. 

7....--......-.

8..............

9..........---.

10..............

11..............

12..............

13..............

14. .............

15..............

16..............

17.............. 

18..............

19..............

21..............

23.............. 

24..............

25..............

26..............

27..............

28..............

29

30. .............

31 ..............

Jan.

2.50

2.48

2.42

2.43 

2 55

2.52

2 48

2.45

2.58

2.59

2.52

3

0C

3.35

3.18

2.84

2

KQ

5.30

4.28 

3.22

3.18

2.59

2.50 

'2.42

2.45

2.71

Feb.

2.65

2.61

2.63

2.48

2.34

3.18 

3.30

3.32

3.34

3.28

3.20

2.81

3.48

3.51

3 °2

3.30

5.38

4.47 

4.13

3.91

3.63

3.31 

3.14

3.10

Mar.

3.14

3.13

4.20

6 OK

5.15

4 40

4 19

4.25

4.10

3.95

3

tfc

3.85

S

on

3 Cft

4.72

5.66 

5.12

4 40

4.10

3.45 

3.45

3.40

3.45

3.40

Apr.

3.50

3.55

3.40

3.40

3.35 

3.85

4.00

3.90

3.65

3.60

3.60

3.55

3.55

3.50

3

A^

3.40 

3.35

3.45

3.40

3.35

S

on

3.30

3.25

3.20

3.20 

3.15

May.

3.25

3.15

3.15

3.25 

(«)

(")

ti\

(a)

(a)

(a)

(a)

3.30

3.25

3 Oft

3.10

3.15

3 ftp!

2.95 

2.90

2.90

2.95

2.95 

2 90

2.85

2 90

3.50

June.

3.30

3.05

2 95

2.80

S

op;

3.30

2 90

o 7p:

2 80

2 65

2.65

2

*7P:

2.70

2 90

2 90

3 Aft

2.80

2.90

July.

2.75

2.55

2.60 

2 50

2.50

2. 75

2.65

2

Kn

2 45

2.70 

2 80

2 50

2 45

0 Cn

3 An

2.80

2.50

2.65

9 HH

2.45

Aug.

2.75

2 80

2 85

o 7P:

2.95

2

7K

3.10

3.30

4 d^

3.70

3.45

2.90

2 g5

2.75 

2.70

2 65

2 60

2.70

2 65

2.55

2 go

3 ftft

3.70 

3.50

2 90

2.70

Sept.

2 Cft

3 no,

3 9ft

2.80 

2.70

2 60

9 50

2 50

9 50

9 50

2.40 

2 40

2.30

2.40 

2 30

2 30

2 30

2.30 

2 40

2 40

9 °.ft

Oct.

2.20

2.20

2.20

2.20

2.20

2 10

2.10

2.10

2.10

2.10

2.10

Nov.

2 30

'2.50

2 50

2.30 

2.20

2 60

2 60

2 60

2

QA

2.30

2.20

2.20

2.40

2.50

2 30

2.20 

2 60

2 80

2 50

-------

Dec.

2.90

2.80

2.60

2.60

?.fO 

L\SO

1\70

L'.TO

2.70

2.60

2.60

2.50

2.50

2

CA

2.55 

2 45

2 35

2.10

2 35

0 OK

2.50 

2.50

2 95

2 80

2.70 

4.70

3.30

3.10

a Chain stolen.
132 STEEAM MEASUREMENTS IN 1904, FART V. [NO. 128.

Rating table for Little Tennessee River at Judson, N. C., from January 1 to December 81,

1904.

Gage 

height.

Feet.

2.2

2.3

2.4 

2.5

2.6

2.7

2.8

. 2.9

3.0

3.1

3.2

3.3

Discharge.

Second-feet.

335

405

485 

575

675

775

875

985

1,100

1,220

1,340

1,460

Gage 

height.

Feet.

3.4

3.5

3.6 

3.7

3.8

3.9

4.0

4.1

4.2

4.3

4.4

4.5

Discharge.

Second-feet.

1,580

1,720

1,860 

2,000

2,140

2,300

2,460

2,620

2,800

2,980

3,180

3,380

Gage 

height.

Feet.

4.' 6

4.7

4.8 

4.9

5.0

5.2

5.4

5.6

5.8

6.0

6.2

6.4

Discharge.

Second-feet.

3,580

3,780

3,980 

4,180

4,380

4,820

5,260

5,700

6,140

6, 580,

7,070

7,560

Gage 

height.

Feet.

6.6

6.8

7.0

7.5

8.0

8.5

9.0

9.5

10.0

11.0

Discharge.

Second-feet.

8,050

8,540

9,050 

10, 460

12, 200

14,200

16, 200

18, 450

20, 700

25, 500

The above table is applicable only for open-channel conditions. It is based upon 

37 discharge measurements made during 1896 to 1904. It is well defined between 

gage heights 2.2 and 5 feet. The table has been extended beyond these limits. 

Above gage height 10 feet the rating curve is a tangent, the difference being 480 per 

tenth.

Estimated monthly discharge of Little Tennessee River at Judson, N. C., for 1904- 

[Drainage area, 675 square miles.]

Month.

January ......................

February .....................

April .........................

May .........................

July .........................

The year ..*.............

Discharge in second-feet.

Maximum.

5,040 

5,216 

7,192 

2,460 

1,720 

1,460 

1,400 

3,280 

1,340 

405 

875 

3,780

7,192

Minimum.

477 

437 

1,077 

1, 280 

930 

725 

530 

625 

405 

275 

275 

275

275

Mean.

984 

1,620 

2,617 

1,655 

1,268 

992 

724 

1,112 

642 

300 

472 

964

1,112

Run-off.

Second-feet 

per square 

mile.

1.46 

2.40 

3.88 

2.45 

1.88 

1.47 

1.07 

1.65 

.951 

.444 

.699 

1.43

1.65

Depth in 

inches.

1.68 

2.59 

4.47 

2.73 

2.17 

1.64 

1.23 

1.90 

1.06 

.512 

.780 

1.65

22.41
TENNESSEE RIVER DRAINAGE BASIN. 133

TUCKASEGEE EIVER AT BRYSON, N. C.

Tuckasegee River rises in the southwestern part of North Carolina, 

at the base of Tennessee Ridge, which separates Jackson and Transylvania counties. It flows in a northwesterly direction, emptying 

into Little Tennessee River at Bushnell, N. C. Measurements of discharge are made at Bryson, 2 miles below the mouth of Newton Mill 

Creek. The drainage area is largely rough and mountainous and covered with forest growth.

This station was originally established by E. W. Myers, June, 1896, 

at the Southern Railroad bridge, about 3 miles above Bryson, N. C., 

just below Governor Island post-office. This station was abandoned 

March 25, 1897, on account of the poor section. The present station 

was established November 7, 1897, by A. P. Davis, at the highway 

bridge in the town of Bryson, N*. C., 2 miles below the mouth of Newton Mill Creek. The gage is a vertical rod bolted to the north pier 

on the right bank at the downstream side of the bridge. It is read 

once daily by J. M. Welch. Discharge measurements are made from 

the sidewalk on the downstream side of the single- span steel highway 

bridge. The initial point for soundings is the end of the hand rail at 

the left bank on the downstream side of the bridge. The channel is 

straight for about 600 feet above and below the station. The water 

is moderately swift, but the current is obstructed by the remnants of 

two old bridge piers. The right bank is low at the bridge and overflows to a slight extent, but all water passes beneath the bridge and 

its approach. The right bank is high and rocky and does not overflow. The bed is of gravel and sand and is fairly constant. Bench 

mark No. 1 is a copper bolt set in the stone sill beneath the large window in the northwest corner of D. K. Collins's brick store, about 80 

feet east of the northeast corner of the county court-house. The 

window is on the side of the store nearest the court-house. The elevation of the bench mark is 22.32 feet above the zero of the gage.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.
134 STEEAM MEASUREMENTS IN 1904, PAKT V. [NO. 128. 

Discharge measurements of Tuckasegee River at Bryson, N. C., in 1904-

Date.

February 18 ...

February 20 ...

February 23 ...

March 19 ......

March 22......

May 26........

August 15 .....

August 16 .....

October .1......

October 12.....

Hydrographer.

B. S. Drane........

.....do ............

M. K. Hall........

B. S. Drane........

.....do ............

.....do ............

.....do ............

.....do............

.....do ............

.....do ............

.....do ............

.....do ............

Width.

Feet. 

189

189

189

188

190

290

187

188

182

182

182

182

Area of 

section.

Sq.feet. 

865

937

988

, 949

1,079

882

821

869

701

701

730

721

Mean 

velocity.

Ft. per sec. 

0.92

1.32

1.82

1.35

1.92

1.07

1.14

1.47

.65

.60

.75

.70

Gage 

height.

Feet. 

1.31

1.82

2.04

1.74

2.29

1.41

1.41

1.65

1.00

.98

1.11

1.05

Discharge.

Second-ft. 

759

1,239

1,800

1,281

2,068

944

940

1,274

456

422

550

502

Mean daily gage height, in feet, of Tuckasegee River at Bryson, N. C., for 1904'

Day.

1..............

2..............

4..............

5..............

6..............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

21..............

22.. ............

OQ

24..............

25..............

26..............

27..............

28..............

29

30..............

31..............

Jan.

1.10

1.20

1.10

1.00

.90

1.10

1.10

1.05

1.00

1.10

1.25

1.10

1.25

1.10

1.10

1.50

1.60

1.30

1.20

1.20

1.20

i QO

1.60

1.60

1.50

1.35

i 4n

1 40

1.20

1.20

Feh.

1.20

1.10

1.25

1.10

1.15

1.20

1.90

2.00

1.60

1.50

1.50

1.40

1.30

1.40

1.40

1.30

1.25

1.30

1.70

1.60

2.00

9 sn

2 On

1.80

1.70

1.60

2.00

1.70

1.70

Mar.

1.85

1.70

1.70

1.65

1.50

4.80

2.65

2.30

2.05

2.10

1 80

2.00

1.85

1.85

1.70

2.10

3.70

3

1 A

2.70

2.60

9 Qn

2.15

2.10

2.00

Apr.

1.90

1.80

1.75

1.70

1.80

2.60

2 40

2.10

1.95

1.85

1.80

1.75

1.70

1.70

1.70

1.70

1 60

1.60

1.70

1.70

1.60

1.55

1.50

1.50

2 on

1 80

1.70

1.70

1.70

May.

1.60

1.60

1.60

1.55

1.50

1.50

1.50

3.90

2.60

2.10

1.90

1.80

1.80

1 80

1.70

1 60

1.60

1.55

1.55

1.50

1 .IV)

1.45

i 4n

1 40

1 40

i <«

1.35

1 30

1.40

1.60

2.00

June.

1.70

1.70

1.60

1.50

1.40

1.40

2.00

1.70

1.60

1.45

1.50

1.40

1.35

1.30

1.30

1.30

1.30

1.30

1.30

1.55

i <?n

i ^in

1 Qn

1 25

1.25

I Aft

1.30

1.40

1.95

1.50

July.

1.45

1.35

1.25

1.40

1.30

1.25

1.20

1.20

1.60

1.35

1.35

1.30

1.20

1.25

1.15

1.30

1.25

1.20

1.10

1.20

1.30

1 40

1 40

1.40

1.40

1.30

1.20

1.30

1.20

1.20

1.20

Aug.

1.40

1.40

1.30

1.30

1.40

1.80

1 M

1.40

2.00

2.00

1.70

1.50

1.40

1.40

1.50

1.30

1.25

1.30

1.20

1.20

1 QO

1.70

1.50

1.50

1.60

i 4n

1.30

1.25

1.25

Sept.

1.30

1.50

1.30

1 M

1.50

1.30

1.20

1.20

1.20

1.20

1.25

1.15

1.15

1.10

1.10

1.05

1.05

1.00

i no

i no

1 00

1 00

1.00

i nn

i no

.95

.95

1 00

i nn

1.00

Oct.

1.00

1.00

.95

.95

.95

.95

.95

.95

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.90

.85

90

QC

.85

.85

on

an

.90

.85

.85

.85

.85

Nov.

0.85

.85

1.00

1.10

i i^i

1.05

.90

90

90

an

on

an

1.25

1.10

1 00

Qf,

95

on

90

QA

90

1.10

1.15

1 00

1 00

QA

an

90

on

1.50

Dec.

1.10

1.05

1.30

1.10

2.80

1.70

1.40

i <?n

1.15

1.25

1.20

i if.

1.10

1.05

1.10

1 05

1.10

1.10

1 00

QPL

1.00

Qt>

1.00

1.20

1.30

2 20

2 20

1.45

i 4n

1.30
HAANDJHOYT°N> ] TENNESSEE RIVER DRAINAGE BASIN. 135 

Eating table for Tuckasegee River at Bryson, N. C., from January 1 to December 31,1904,

Gage 

height.

Feet.

0.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

Discharge.

Second-feet.

380

460

550

650

750

860

980

1,100

1,230

1,370

Gage 

height.

Feet.

1.9

2.0

2.1

2.2

2.3

2.4

2.5

2.6

2.7

2.8

Discharge.

Second-feet.

1,510

1,660

1,810

1,970

2,130

2,300

2,480

2,660

2,850

3,050

Gage 

height.

Feet.

2.9

3.0

3.1

3.2

3.3

3.4

3.5

3.6

3.7

3.8

Discharge.

Second-feet.

3,250

3,460

3,670

3,890

4,110

4,330

4,560

4,800

5,040

5,290

Gage 

height.

Feet.

3.9

4.0

4.2

4.4

4.6

4.8

5.0

5.2

5.4

Discharge.

Second-feet.

5,540

5,800

6,350

6,920

7,530

8,160

8,800

9,475

10, 250

The above table is applicable only for open-channel conditions. It is based principally upon discharge measurements made during 1904. It is well defined.

Estimated monthly discharge of Tuckasegee River at Bryson, N. C., for 1904- 

[Drainage area, 662 square miles.]

Month.

February .....................

March. . ......................

May.................... ......

July..........................

December ....................

Discharge in second-feet.

Maximum.

10, 250 

3,050 

8,160 

2,660 

5,540 

1,660 

1,100 

1,660 

980 

460 

980 

3,050

10, 250

Minimum.

380 

550 

860 

980 

750 

700 

550 

650 

420 

340 

340 

420

340

Mean.

1,026 

1,103 

2,061 

1,378 

1,286 

942 

743 

921 

586 

383 

457 

805

974

Run-off.

Second-feet 

perjaquare 

mile.

1.55. 

1.67 

3.11 

2.08 

1.94 

1.42 

1.12 

1.39 

.885 

.579 

.690 

1.22

1.47

Depth in 

inches.

1.79 

1.80 

3.58 

2.32 

2.24 

1.58 

1.29 

1.60 

.986 

.668 

.770 

1.41

20.03

HIWASSEE EIVEE AT MURPHY, N. C.

The station was established July 26, 1896, by E. W. Myers. It is 

located at the highway bridge, about 80 feet above the Atlanta, Knoxville and Northern Railroad bridge and one-half mile above the mouth
136 STEEAM MEASUBEMENTS IN 1904, PAET V. [NO. 128.

of Valley River. The standard chain gage, with 24-inch box, is 

clamped to the top of the downstream end of the first iron floorbeam 

from the right bank in the space between the bridge floor and the 

lower chords. The length of the chain from the bottom of the weight 

to the index is 27.05 feet. The gage is read once each day by William 

Mingus. Discharge measurements are made from the sidewalk on the 

upstream side of the single-span highway bridge. The bridge is 195 

feet long, supported by stone abutments. The initial point for 

soundings is the end of the iron hand rail on the right bank, upstream 

side of the bridge. The channel is straight for about 500 feet above 

and below the station. The right bank is high and rocky and will not 

overflow. The left bank will overflow for a short distance around the 

abutment. The bed of the stream is rocky and rough and makes 

soundings uncertain. The bed is permanent and the flow is rapid.

Bench mark No. 1 is the downstream side of the top of the stone 

pier at the right bank, 22.55 feet above gage datum. Bench mark 

No. 2 is the top of the downstream end of the first iron floorbeam 

from the right end of the bridge; its elevation is 25.05 feet above 

gage datum. Bench mark No. 3 is a cut with large nail on a large 

white-oak tree in the grounds of the Atlanta, Knoxville and Northern 

Railroad station, on the left side of the street leading from the highway bridge to the town and 325 feet from the end of the bridge. Its 

elevation is 31.57 feet above gage datum. Bench mark No. 4 is a copper plug set in the solid rock on the right side of the river, 100 feet 

from the water's edge, 10 feet uphill from the foot of the hill and 500 

feet up the river from the bridge. Its elevation is 21.31 feet above 

gage datum.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.

Discharge measurements of Hiwassee River at Murphy, N. ., in 1904-

Date.

February 22 ...

February 24 ...

March 1 .......

March 2 .......

May 12........

June 29 .......

October 6......

Hydrographer.

M. R. Hall........

O. P. Hall......... 

.....do............

.....do ............

.....do ............

.....do ............

.....do ............

M. R. Hall........

Width.

Feet. 

172

168

168 

168

168

167

164

156

162

Area of 

section.

Sq. feet. 562'

441

392

386

403

366

318

259

266

Mean 

velocity.

Ft. per sec. 

3.55

2.58

1.69 

1.67

1.87

1.75

1.08

.71

1.08

Gage 

height.

Feet. 

6.63

6.00

5.54 

5.54

5.66

5.53

5.10

4.80

5.02

Discharge.

Second-ft. 

1,996

1,138

661 

644

754

639

344

183

287
HALL, JOHNSON, ~| 

AND HOYT. J TENNESSEE EIVEE DRAINAGE BASIN. 137

Mean daily gage height, in feet, of Hiwassee River at Murphy, N. C., for 1904-

Day.

1..............

2..............

3..............

4..............

5..............

6..............

7..............

8..............

9..............

10..............

11............:.

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

21..............

22..............

23..............

24..............

25

26..............

27... ...........

28..............

29..............

30..............

31..............

Jan.

4.90

4.90

5.05

4.95

4.90

4.85

5.00

4.85

4.90

4.90

4.95

5.05

5.05

5.10

5.00

5.00

5.70

5.35

5.20

5.15

5.10

5.20

6.30

5.70

5.45

5.35

5.25

5.20

5.20

5.05

5.20

Feb.

5.15

5.10

5.25

5.10

5.10

5.10

5.15

6.00

5.50

5.45

5.40

5.35

5.25

5.20

5.60

5.40

5.30

5.25

5.25

6.05

5.70

6.55

6.40

5.75

5.60

5.60

5.50

5 45

Mar.

5.50

5.50

5.55

5.55

5.45

5.40

7.80

6.60

6.15

5.90

6.00

5.75

5.70

6.25

6.00

5.75

5.70

5.65

5.60

5.50

5.50

6.50

7.40

7.35

6.50

6.35

6.35

6.10

5.90

5.80

Apr.

5.75

5.70

5.60

5.55

5.55

5.50

5.95

6.50

5.95

6.05

5.95

5.80

5.70

5.65

5.60

5.65

5.55

5.55

5.50

5.45

5.60

5.45

5.40

5.40

5 40

5 40

5.75

5.60

5.55

5.50

May.

5.45

5.40

5.45

5.45

5.50

5.45

5.40

5.55

5.55

6.05

5.80

5.70

5.60

5.55

5.55

5.45

5.45

5.45

5.40

5.35

5.35

5.30

5.30

5.30

5.25

5.25

5.25

5.20

5.20

5.20

6.10

June.

5.50

5.35

5.30

5.25

'5.20

5.15

6.85

5.65

5.35

5.25

5.25

5.35

5.20

5.15

5.15

5.10

5.10

5.10

5.10

5.65

5.30

5.20

5.15

5.10

5.05

5.25

5.60

5.10

5.30

July.

5.25

5.10

5.10

5.05

5.45

5.10

5.10

5.05

6.15

5.25

5.10

5.10

5.25

5.10

5.00

5.00

5.35

5.35

5.00

4.95

4.95

5.20

5.05

5.05

5.15

5.00

4.95

4 95

5.05

5.20

4.95

Aug.

5.50

5.20

5.05

5.05

5.05

5.65

5.15

5.85

5.45

5.25

5.65

5.45

5.50

5.25

7.25

5.45

5.25

5.15

5.10

5.45

5.20

5.10

5.10

5.50

5.35

5.10

5.60

5.30

5.15

5.10

5.10

Sept.

5.20

5.10

5.05

5.30

5.55

5.15

5.10

5.05

5.00

5.00

5.00

4.95

4.95

4.95

"4.95

4.90

4.90

4.90

4.85

4.85

4.95

4.90

4.90

4.85

4.85

4.85

4.85

4.85

4.85

4.85

Oct.

4.80

4.80

4.80

4.80

4.80

4.80

4.80

4.80

4.75

4.75

4.75

4.75

4.75

4.75

4.75

4.75

4.75

4.75

4.75

4.75

4.75

4.75

4.70

4.75

4.75

4.75

4.75

4.80

4.80

4.80

4.75

Nov.

4.75

4.75

4.80

5.00

4.95

4.90

4.80

4.80

4.80

4.80

4.80

4.80

5.00

5.00

5.00

4.90

4.80

4.80

4.85

4.85

4.80

4.90

4.90

4.95

4.85

4.85

4.85

4.80

4.80

5.25

Dec.

5.15

5.00

5.55

5.15

5.15

5.95

5.40

5.15

5.10

5.15

5.15

5.00

5.05

5.05

5.00

5.00

5.05

5.05

5.05

. 5.00

4.95

4.95

4.95

5.00

5.25

5.15

5.10

6.45

5.65

5.40

5.30

Rating table'for Hiwassee River at Murphy, N. C., from January 1 to December 31,1904-

Gage 

height.

Feet.

4.8

4.9

5.0

5.1

5.2

5.3

5.4

5.5

Discharge.

Second-feet.

190

235

285

340

400

470

540

620

Gage 

height.

Feet.

5.6

5.7

5.8

5.9

6.0

6.1

6.2

6.3

Discharge.

Second-feet.

710

800

900

1,010

1,130

1,260

1,400

1,540

Gage 

height.

Feet.

6.4

6.5 '

6.6

6.7

6.8

6.9

7.0

7.1

Discharge.

Second-feet.

1,690

1,850

2,020

2,190

2,370

2,550

2,740

2,930

Gage 

height.

Feet.

7.2

7.3

7.4

7.5

7.6

7.7

7.8

Discharge.

Second-feet.

3,130

3,330

. 3, 540

3,750

3,960

4,180

4,400

The above table is applicable only for open-channel conditions. It is based upon 

59 discharge measurements made during 1900 to 1904, inclusive. It is well defined 

between gage heights 4.8 feet and 6.8 feet. The table has been extended above 

gage height 6.8 feet. 'Above gage height 7.6 feet the rating curve is a tangent, the 

difference being 220 per tenth.
138 STREAM MEASUREMENTS IN 1904, PART V. [HO. 128.

Estimated monthly discharge of Hiwassee River at Murphy, N. C., for 1904- 

[Drainage area, 410 square miles.]

Month.

February .....................

March .......................

April. ........................

May .........................

June .........................

July .........................

August .......................

September. ...................

October ......................

November ....................

December ....................

The year ...............

Discharge in second-feet.

Maximum.

1,540 

1,935 

4,400 

1,850 

1,260 

2,460 

1,330 

3,230 

665 

190 

435 

1,770

4,400

Minimum.

212 

340 

540 

540 

400 

312 

260 

312 

212 

150 

170 

260

150

Mean.

401 

671 

1,303

777 

605 

532 

380 

573 

282 

176 

224 

438

530

Run-off.

Second-feet 

per square 

mile.

0.978 

1.64 

3.17 

1.90 

1.48 

1.30 

.927 

1.40 

.688 

.429 

.546 

1.07

1.29

Depth in 

inches.

1.13 

1.77 

3.66 

2.12 

1.71 

1.45 

1.07 

1.61 

.768 

.495 

.609 

1.23

17.62

HIWASSEE EIVER AT RELIANCE, TENN.

This station was established August 17, 1900, by O. P. Hall. It is 

located at the Atlanta, Knoxville and Northern Railroad bridge, near 

the ferry landing. The gage consists of a vertical rod, reading from 

zero to 10 feet, fastened to an oak tree on the right bank, 150 feet 

above the railroad bridge and 40 feet below the ferry landing, and a 

5-foot section, reading from 10 to 15 feet, attached to a sycamore tree 

on the downstream side of the road leading to the ferry, about 400 

feet from the river. The gage is read once each day by C. V. Higdon. 

Discharge measurements are made from the railroad bridge and from 

the wooden trestles on both' banks. The railroad track is about 34 

feet above low water. The initial point for soundings is the center of 

the heavy bolt or bridge pin, about 1 foot from the end of the bridge 

on the right bank, downstream side. This point is also at the center 

of the pier on the right bank. Above the station the channel makes 

a sharp bend to the east for a distance of 800 feet. Below the station 

the channel makes a sharp bend to the west for about 1,000 feet. At 

ordinary stages the river is about 350 feet wide at this point, and the 

section is a fairly good one. The water is held back by a ledge of 

rock below and is rather sluggish at low stages. Discharge measurements at low stages can be made at a ferry near Wetmore, 6 miles 

below. Both banks overflow, but all water passes beneath the bridge 

and its approaches.
HALL, JOHNSON, 

AND HOYT,°N> ] TENNESSEE EIVER DRAINAGE BASIN. 139

Bench mark No. 1 is a cut in a hickory tree on the right bank of the 

river, about 75 feet upstream from the bridge. Its elevation is 5.82 

feet above the zero of the gage. Bench mark No. 2 is the top of the 

downstream iron girder under the cross-ties at a point about 40 feet 

from the end of the bridge on the right bank. Its elevation is 23.90 

feet above the zero of the gage. Bench mark No. 3 is the top of the 

capstone of the right-bank pier on the upstream side of the bridge. 

Its elevation is 19.26 feet above the zero of the gage. Bench mark 

No. 4 is a copper plug set in a stone post flush with the surface of the 

ground at the south end of C. V. Higdon's house, under the south 

window. This house stands on the right bank, about 50 feet up from 

the foot of the hill, 600 feet .north of the right-bank end of the bridge 

and opposite a point on the river about 300 feet above the bridge. Its 

elevation is 27.16 feet above the zero of the gage.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.

Discharge measurements of Hiwassee River at Reliance, Tenn. , in 1904.

Date.

February 25 . . .

May 16 ........

August 25 ......

August 26.....

October 10.....

Hydrographer.

O. P. Hall.........

.....do ............

M. R. Hall........

O. P. Hall.........

.....do ............

.....do ............

.....do ............

Width.

Feet. 

332

331

304

308

302

302

299

Area of 

section.

Sq. feet. 

2,197

2,145

2,017

1,968

1,855

1,864

1,656

Mean 

velocity.

Ft. per sec. 

1.45

1.23

1.36

.82

.55

.53

.25

Gage 

height.

Feet. 

2.32

2.10

2.10

1.64

1.30

1.28

.75

Discharge.

Second-ft. 

3,177

2,632

2,735

1,607

1,012

994

418
140 8TEEAM MEASUREMENTS IN 1904, PART V. [NO. 128. 

Mean daily gage height, in feet, of Hiwassee River at Reliance, Tenn., for 1904-

Day.

I.. .^. .........

2..............

3...... ........

4..............

5..............

6..............

8..............

9..............

11. .............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19.............. 

20..............

21..............

22..............

23..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Jan.

1.00

1.00

1.10

1/30

1.40

1.30

1.40

1.10

1.10

1.00

1.10

1.20

1.30

1.30

1.30

1.20

1.60

1.80

1.50 

1.40

1.30

1.70

3.60

2.30

1.90

1.60

1.50

1.40

1.40

1.40

1.30

Feb.

1.30

1.40

1.40

1.30

1.30

1.20

1.20

2.10

2.00

1.70

1.60

1.60

1.50

1.40

1.50

1.60

1.50

1 ^

1.60 

2.30

2.00

2.70

3.10

2

£A

2.10

1.90

1.80

1.80

1.80

Mar.

1.80

1.80

1.70

1.70

1.70

1.60

2.20

3.20

2.50

2.10

2.10

2.10

1.90

2.20

2.50

2.00

i on

1.85 

1.80

1.80

3.10

4.30

4.30

3.30

2.80

2.80

2 60

2.40

2.20

2.40

Apr.

2.40

2.00

1.90

1.85

1 80

1.80

2.80

9 *ift

2.30

2.00

2.00

1.85

1 8fi

1.85

1.75

1

7K

1.70 

1 65

1.60

1 60

1 60

1.70

1 80

1.75

May.

1.65

1.60

1 fifi

1 ^fl

1.20

1.60

1 55

1 QA

3.20

2 30

2.05

1.90

1 80

1 7^

1 7^

1.65

1 60

1.55

1 ^A

1 ^fl

1.35

1 OR

i ^n

1 30

i ^n

1.60

June.

1.90

1.60

1.45

1.45

1.25

1.85

1.55

1 40

1.25

1.30

1.35

1.20

1.20

1.15

1.15

1.15

1.15 

1.15

1.40

1.20

1.15

1 DA

July.

1.50

1.25

1.15

1.10

1.10

1.55

1.15

1.10

1 40

1.20

'1.40

1.50

1.10

90

1.10

1.12

1.20 

.90

.94

1.50

1.20

1.18

1.22

1.15

1.10

1.40

1.15

1.15

Aug.

1.10

1.50

1.25

1.50

1.15

2.50

1.60

1.65

1.45

1.50

1.60

1.60

1.45

1.45

1.50

1.35

1.35 

1.35

1.40

1.25

1.25

1.10

1.35

1.30

1.10

1.50

1.30

1.20

1.10

Sept.

1.10

1.20

1.05

1.00

1.45

1.40

1.15

1.05

1.00

.90

1.00

.95

.95

.92

.90

.90

.85

.85

.80 

 .80

.90

.95

.85

.90

.80

.80

.80

.80

.85

.85

Oct.

0.80

.75

.80

.80

.80

.78

.75

.72

.75

.75

.75

.75

.75

.72

.72

.72

.72

.72

.70 

.70

.70

.70

' .70

.70

.70

.70

.75

.75

.75

.75

.80

Nov.

0.75

.75

.75

.85

1.00

1.00

.90

.85

.85

.80

.80

.80

.95

1.00

1.05

.90

.85

.85

.85 

.85

.85

.95

1.00

1.20

1.00

.90

.90

.85

.85

1.20

Dec.

1.20

1.30

1.60

1.50

1.30

2.50

1.70

1.40

1.30

1.20

1.25

1.20

1.15

1.10

1.10

1.10

1.10

1.15

1.15 

1.15

1.05

1.00

1.00

1.05

1.30

1.35

1.40

2.50

2.60

1.70

1.50

Rating table for Hiwassee River at Reliance, Tenn., from January 1 to December 31, 1904.

' Gage 

height.

Feet.

0.7

.8

.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

Discharge.

Second-feet.

380

460

550

655

770

895

1,030

1,180

1,345

1,525

Gage 

height.

Feet.

1.7

1.8

1.9

2.0

2.1

2.2

2.3

2.4

2.5

2.6

Discharge.

Second-feet.

1,725

1,940

2,165

2,400

2,650

2,915

3,190

3,480

3,780

4,090

Gage 

height.

Feet.

2.7

2.8

2.9

3.0

3.1

3.2

3.3

3.4

3.5

3.6

Discharge.

Second-feet.

4,410

4,745

5,090

5,445

5,805

6,170

6,540

6,915

7,300

7,690

Gage 

height. ,

Feet.

3.7

3.8

3.9

4.0

4.1

4.2

4.3

Discharge.

Second-feet.

8,080

8,475

8,875

9,280

9, 685

10, 090

10, 500

The above table is applicable only for open-channel conditions. It is based upon 

7 discharge measurements made during 1904 and 1 measurement made in 1901. It 

is well defined between gage heights 0.7 foot and 2.3 feet.
HALL, JOHNSON, 

AND HOYT°N> ] TENNESSEE EIVEE DEAINAGE BASIN. 141

Estimated monthly discharge of Hiwassee River at Reliance, Tenn., for 1904- 

[Drainage area, 1,180 square miles.]

Month.

January ......................

February .....................

March ........................

April. ........................

May .........................

June .........................

July .........................

August .......................

September. ...................

November ....................

The year ...............

Discharge in second-feet.

Maximum.

7,690 

5, 805 

10, 500 

4,745 

6,170 

2,165 

1, 435 

3,780 

1,263 

460 

895 

4,090

10, 500

Minimum.

655 

895 

1,525 

1,525 

895 

833 

550 

770 

460 

380 

420 

655

380

Mean.

1,402 

1,962 

3,563 

2,217 

1,635 

1,169 

930 

1,280 

625 

412 

562 

1,281

1,420

Run-off.

Second-feet 

per square 

mile.

1.19 

1.66 

3.02 

1.88 

1.39 

.991 

.788 

1.08 

.530 

.349 

.476 

1.09

1.20

Depth in 

inches.

1.37 

1.79 

3.48 

2.10 

1.60 

1.11 

.908 

1.24 

.591 

.402 

.531 

1.26

16.38

VALLEY EIVER AT TOMOTLA, N. O.

This station was established June 29, 1904, by M. R. Hall: It is 

located at a footbridge about 250 feet below a public road ford and 

200 yards from Tomotla, N. C., and 5 miles above Murphy, N. C. 

The gage is a vertical timber 10 feet long, graduated to feet and 

tenths, fastened to a pine timber which is spiked to the upstream side 

of a maple tree on the right bank about 50 feet below the ford. It is 

read once each day by J. T. Hayes. Discharge measurements are 

made from the single-span footbridge, the floor of which is 10 to 15 

feet above low water. The initial point for soundings is the upstream 

edge of abutment next to the water on the right bank. The channel 

is straight for about 500 feet above and for 1,000 feet below the station. 

The current is moderately swift. Both banks are high and rocky, and 

are not liable to overflow. The bed of the stream is composed of 

rock, but there is a fairly smooth and permanent section. There is 

but one channel at all stages. Bench mark No. 1 is a cross on the 

head of a large spike driven into the downstream side of an elm tree 

about 10 feet upstream from gage. Its elevation is 8.50 feet above 

the zero of the gage. Bench mark No. 2 is a cross on a point of rock 

at a spring on right bank about 50 feet above the foot bridge. Its 

elevation is 3 feet above the zero of the gage.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district feydrographer.
142 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128. 

Discharge measurements of Valley River at Tomotla, N. C., in 1904.

Date.

May 13........

June 29 .......

August 29 .....

Hydrographer.

0. P. Hall.........

.....do............

.....do............

.....do ............

Width.

Feet. 

58

57

55

55

Area of 

section.

Sq.feet. 

145

117

106

88

Mean 

velocity.

Ft. per sec. 

1.42

.71

.70

.36

Gage 

height.

Feet. 

1.76

1.17

1.12

.80

Discharge.

Second-ft. 

206

83

74

32

Mean daily gage height, in feet, of Valley River at Tomotla, N. C.,for 1904-

Day.

1...........

2...........

3...........

4...........

5...........

6...........

7...........

8...........

9...........

10...........

11...........

12...........

13...........

14.. .........

15...........

16...........

July.

1,10

1.00

.95

1.00

1.20

1.00

1.00

1.00

1.30

1.10

1.00

1.20

1.00

1.00

.95

.95

Aug.

1.30

1.10

1.10

1.10

1.10

1.40

1.10

1.40

1.20

1.20

1.20

1.10

1.10

1.10

4.00

>> nn

Sept.

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1 00

1 nn

1 nn

1 00

1 00

.95

.95

QK

Oct.

0.90

.90

.90

90

90

QA

QA

.85

.85

.85

.85

.85

.80

80

80

80

Nov.

0.70

.70

90

90

i nn

I nn

on

90

on

90

QA

1.00

1.00

1.00

90

on

Dec.

1.70

1.70

1.60

2.10

2 00

i en

1 60

1 60

1.60

1.60

1 VI

1.50

1.40

1.30

Day.

17..........

18 ..........

19

20..........

21 ..........

22

00

24..........

QP;

26..........

27 ..........

no

on

30 ..........

31 ..........

July.

1.00

1.00

.95

.95

1.00

1.40

1.10

1.10

1.10

1.10

1.00

1.20

1.00

1.00

1.00

Aug.

1.40

1.30

1.20

1.20

1.20

1.20

2.00

1.40

1.30

1.30

1 30

1.30

1.20

1.10

Sept.

0.95

.95

.95

.95

.95

.90

.90

.90

.90

.90

.90

.90

.90

.90

Oct.

0.80

.80

.75

.75

.75

.75

.75

.75

.75'

.75

.75

.70

.70

.70

.70

Nov.

0.90

.90

.90

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

2.30

Dec.

1.30

1.20

1.20

1.20

1.20

1.20

1.20

1.90

1.50

2.20

2.60

2.00

1.60

1.60

Rating table for Valley River at Tomotla, N. C., from July 1 to December 31, 1904.

Gage 

height.

Feet.

0.7

.8

.9

1.0

1.1

Discharge.

Second-feet.

22

32

44

57

72

Gage 

height.

Feet.

1.2

1.3

1.4

1.5

1.6

Discharge.

Second-feet.

88

106

126

147

169

Gage 

height.

Feet.

1.7

1.8

1.9

2.0

2.1

Discharge.

Second-feet.

192

217

243

270

298

Gage 

height.

Feet.

2.^

2.3

2.4

2.5

2.6

Discharge.

Second-feet.

327

357

388

420

452

The above table is applicable only for open-channel conditions. It is based upon 

four discharge measurements made during 1904. It is fairly well denned between 

gage heights 0.70 feet and 1.75 feet. The table has been extended above gage height 

1.75 feet to 2.60 feet.
HAANDJHOYT°N>] TENNESSEE RIVER DRAINAGE BASIN. 143

Estimated monthly discharge of Valley River at Tomoila, N. C., for 1904-

Month.

July .............................................

August ...........................................

September. .......................................

October ..........................................

December ........................................

Discharge in second-feet.

Maximum.

126 

1,000 

72 

44 

357 

452

Minimum.

50

72 

44 

22 

22 

88

Mean.

65.6 

13.3 

55.2 

32.9 

59.5 

18.1

NOTTELY EIVER NEAR RANGER, N. C.

This station was established February 16, 1901, by O. P. Hall. It 

is located at the wooden wagon bridge one-half mile from the railroad 

station at Ranger, N. C., and one-fourth mile below the Atlanta, 

Knoxville and Northern Railroad bridge. The vertical gage is a 

1-inch by 3-inch pine board in two sections, each 8 feet long, fastened 

to the left-hand side of the first wooden pier from the right bank. 

The gage is read once each day by A. D. Kilpatrick. Discharge 

measurements are made from the wagon bridge, a wooden structure of 

three spans supported by two wooden piers and two stone abutments; 

the center span is 55 feet long and the end spans are each 36 feet 

long. The floor of the bridge is about 20 feet above low water. The 

initial point for soundings is the inside face of the stone abutment on 

the right bank. The bridge is at. a flat bend in the river, the channel 

curving slightly above and below the station for 600 feet. The right 

bank is high, rocky, and is somewhat wooded, and will overflow 

around the end of the bridge for about 50 feet only. The left bank 

is low and will overflow for a distance of 700 feet at a gage height of 

from 15 to 18 feet. The bed of the stream is of gravel and sand and 

probably shifts considerably. The current is somewhat broken and 

irregular, caused mostly by the piers. There is a moderate velocity 

and a depth of from 2 to 5 feet at low stages.

Bench mark No. 1 consists of the heads of large wire nails driven 

in the top of the downstream end of the wooden cap on the left bent 

of the wooden pier nearest the right bank of the river. Its elevation 

is 20.05 feet above the zero of the gage. Bench mark No. 2 is a cut on 

a maple tree 18 inches in diameter, 25 feet from the upstream side of 

the bridge on the right bank, 25 feet from the edge of the water. Its 

elevation is 15 feet above the zero of the gage. Bench mark No. 3 is 

a cut on red oak tree about 15 inches in diameter on the left bank
144 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

of the river, 35 feet from the end of the bridge-near the downstream 

side of the road. Its elevation is 17.27 feet above the zero of the gage. 

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.

Discharge measurements of Nottely River near Ranger, N. C., in 1904'

Date.

May 14 ........

August 30 .....

October 7......

Hydrographer.

O. P. Hall................

.....do ...................

.....do ...................

.....do ...................

M. E. Hall ...............

Area of 

section.

Sq.Jeet.

236

240

198

176

190

Mean

velocity.

Ft. per sec. 

1.58

1.47

1.12

.69

.97

Gage 

height.

Feet. 

3.40

3.35

2.75

2.30

2.58

Discharge.

Second-Jl. 

373

353

222

121

184

Mean daily gage height, in feet, of Nottely River near Ranger, N. C., for 1904.

Day.

1..............

2..............

3..............

4..............

5..............

6..............

7..............

8..............

9..............

10..............

11..............

12.............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

21..............

22.............. 

23..............

24..............

25..............

26..............

27..............

28.............. 

29..............

30..............

31..............

Jan.

-2.80

2.80

2.80

2.70

2.70

2.60

2.80

2.70

2.70

2.60

2.60

2.60

2.60

2.50

2.70

2.80

4.00

3.20

3.80

3.00

3.00

3.00 

5.00

4.00

3.80

3.40

3.20

3.00 

3.00

3.00

2.80

Feb.

3.00

2.90

2.90

3.40

3.20

3.00

4.50

3.60

3.20

3.30

3.30

3.10

3.00

3.30

3.10

3.00

3.00

3.00

4.80

3.80

5.60 

5.00

4.30

3.80

3.70

3.50 

3.30

.......

Mar.

3.40

3.40

3.30

3.30

3.30

S

on

8.30

5.10

4.50

4.00

4.00

3.80

3.30

4.40

4.00

3.70

3.70

3.70

3.60

3.40

3.30

5.40 

6.70

6.40

5.10

5.00

4.50 

4.10

4.00

3.90

Apr.

3.80

3.70

3.60

3.40

3 on

5.60

5.00

4.50

4.00

3.80

3.70

3.60

3.60

3.50

3.40

3.50

3.50

3.50

3 4fi

3.40 

3.40

3.30

3 on

3.80

3.70

3.70 

3.40

3.40

May.

3.30

3.30

3.30

3.30

3

0ft

S

on

3.30

4.60

3.90

3.70

3.40

3.40

3.30

3.30

3.10

3.10

3.10

3.10

3.10

3.00

3.00 

3.00

2.90

3.00

2.90

2.90 

2.90

5.40

3.80

June.

3.30

3.30

3.00

2.90

2.80

7 30

4.70

3.70

2.90

3.00

2.90

2,70

2.70

2.70

2.70

2.70

2.60

2.70

3.00 

2.80

2.70

2.70

2.70

2.80

3.20 

4.60

3.20

July.

2.90

2.70

2.50

2.40

2.40

2.90

2.70

3.00

2.80

2.60

3.10

2.20

2.70

2.60

2.40

2.60

2.60

2.50

2.40

2.40

4.20 

2.80

2.60

3.10

2.80

2.60

2.80 

2.60

2.60

2.60

Aug.

3.40

3.00

2.80

2.80

3.60

3.00

5.00

3.50

3.10

4.00

3.80

3.40

2.90

3.90

3.10

2.90

2:70

2.70

2.70

2.70

2.70 

2.60

3.50

2.90

2.80

2.70

3.20 

2.70

2.70

2,70

Sept.

2.70

2,60

2.60

2.70

4.10

3.00

2.80

2.70

2.60

2.50

2.60

2.60

2.50

2.50

2.40

2.30

2.30

2.30

2.30

2.30

2.20

2.20 

2.20

3.00

2.60

2.30

2.30 

2.30

2.30

Oct.

2.30

2.30

2.30

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.20 

2.20

2.20

2.20

2.20

2.20 

2.20

2.20

2.20

Nov.

2.20

2.20

2.20

2.40

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.40

2.40

2.40

2.40

2.40

2.30

2.30

2.30

2.30

2.30 

2'. 30

'2.20

2.20

2.20

2.20

2.20 

2.20

3.00

Dec.

2.80

2.40

2.40

2.80

4.10

3.60

3.10

3.00

2.90

2.80

2.80

2.80

2.70

2.60

3.00

2.90

2.80

2.70

2.70

2.70

2.70

2.60 

2.50

2.70

2.80

2.80

2.80

4.70 

3.40

3.10

3.00
HALL, JOHNSON, 

AND HOYT,°N'] TENNESSEE .EIVEE DBAINAGE BASIN. 145 

Rating table for Nottely River near Ranger, N. C., from January 1 to December SI, 1904.

Gage 

height.

Feet.

2.2

2.3

2.4

2.5

2.6

2.7

2.8

2.9

3.0

Discharge.

Second-feet.

101

120

141

162

 184

206

228

250

272

Gage 

height.

Feet.

3.1

3.2

3.3

3.4

3.5

3.6

3.7

3.8

3.9

Discharge.

Second-feet.

295

320

346

373

402

432

464

496

528

Gage 

height.

Feet.

4.0

4.1

4.2

4.3

4.4

4.5

4.6

4.7

4.8

Discharge.

Second-feet.

560

592

624

656

688

720

752

784

816

Gage 

height.

Feet.

4.9

5.0

5.2

5.4

5.6

5.8

6.0

7.0

Discharge.

Second-feet.

848

880

944

1,008

1,072

1,136

1,200

1,520

The above table is applicable only for open-channel conditions. It is based upon 

18 discharge measurements made during 1901 to 1904, inclusive. It is well defined 

between gage heights 2.25 feet and 3.50 feet. The table has been extended beyond 

these limits. Above gage height 3.60 feet the rating curve is a tangent, the difference being 32 per tenth.

Estimated monthly discharge of Nottely River near Ranger, N. C., for 1904- 

[Drainage area, 272 square miles.]

Month.

May.... ......................

July..........................

December ....................

Discharge in second-feet.

Maximum.

880 

1,072 

1,936 

1,072 

1,008 

1,616 

624 

880 

592 

120 

272 

784

1,936

Minimum.

162 

250 

320 

346 

250 

184 

101 

184 

101 

101 

101 

141

101

Mean.

293 

423 

656 

. 472 

362 

334 

210 

310 

174 

103 

124 

264

3io

Run-off.

Second-feet 

per square 

mile.

1.08 

1.56 

2.41 

1.74 

1.33 

1.23 

.772 

1.14 

.640 

.379 

.456 

.971

1.14

Depth in 

inches.

1.24 

1.68 

2.78 

 1.94 

1.53 

1.37 

.890 

1.31 

.714 

 .437 

.509 

1.12

15.52

IKB 128 05 10
146 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128. 

OCOEE RIVER AT M'CAYS, TENN.

This station was established March 21, 1903, by O. P. Hall, and 

was permanently equipped by M. R. Hall on May 13, 1903. It is 

located at a suspension footbridge just below* McCays's ferry at 

McCays, Tenn., near the Georgia-Tennessee boundary and one-half 

mile below the railroad bridge of the Atlanta, Knoxville and Northern 

Railroad. The gage is in two sections, the inclined section reading 

from 0.3 to 8.5 feet, and consists of double 2 by 6 inch timbers, 

spiked and bolted together, set in a trench and held in place by 2 by 

6 inch posts driven into the ground and bolted or spiked to the gage. 

The vertical section, reading from 8 to 18 feet, is attached to the 

bridge posts on the right bank. Discharge measurements are made 

from the suspension footbridge, consisting of four wire cables and a 

plank footway. Its span is about 230 feet and it is 23 feet above the 

water surface at the end supports and 17 feet above the water surface 

at the middle. The initial point for soundings is the center of the 

high bent supporting the bridge on the left bank. The channel is 

practically straight for about 800 feet above and below the station. 

The right bank will overflow at about 14 feet gage height for about 

500 feet; the left bank will overflow at gage height 12 to 20 feet for 

about 400 feet. The water is confined to one channel and the bed is 

probably constant. The current is good and the section is excellent.

Bench mark No. 1 is a cut on a walnut tree on the downstream side 

of the road, about 50 feet from the left-bank landing of McCays's 

ferry; its elevation is 12.59 feet above the zero of the gage. Bench 

mark No. 2 is the head of a large nail in the center of a post at the 

right-bank end of the footbridge, on the downstream side; its elevation is 16.10 feet above the zero of the gage. This post is an anchor 

post for the cable of the suspension bridge and may be pulled out of 

place. Bench mark No. 3 is a copper plug set in solid rock at the 

outer edge of the side ditch of the railroad bed, about 800 feet west 

of the railroad station at McCays. It is 11 feet north of the center of 

the track and is slightly higher than the railroad. Its elevation is 

20.98 feet above the zero of the gage.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.
HAANbJHO?T°N'] TENNESSEE BIVEK DRAINAGE BASIN.

Discharge measurements of Ocoee River at McCays, Tenn., in 1904-

147

Date.

February 22 ...

February 26 ...

May 11........

June 30. .......

October 10.....

Hydrographer.

Hoyt and M.R. Hall 

O. P. Hall.........

.....do ............

.....do ............

.....do ............

.....do ............

.....do ............

Width.

Feet. 

155 

150

150

148

140

134

128

Area of 

section.

Sq.feet. 

722 

504

489

488

400

369

303

Mean 

velocity.

Ft. per. sec. 

2.30 

1.39

1.37

1.29

.96

."96

.71

Gage 

height.

Feet. 

2.80 

1.40

1.30

1.33

.82

.65

.30

Discharge.

Second-ft. 

1,664 

701

669

629

386

354

214

Mean daily gage height, in feet, of Ocoee River at McCays, Tenn., for 1904-

Day.

1...... ........

3... ...........

4...... ........

5..............

6..............

7..............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

15.............. 

16..............

17..............

18............!.

19..............

20..............

21..............

22

23..............

24..............

25..............

27..............

28. .............

29

30..............

31..............

Jan.

0.60

.60

.70

60

.60

.60

.70

.60

.60

60

.80

.70

.70 

.70

.70 

.70

1.30

1.00

.80

.70

.70

1.00

1.70

1.40

1.10

.90

1 ftfi

on

.90

.80

Feb.

0.90

.80

.90

.90

.80

.80

.80

1.80

.90

1.00

1.00

.90 

.90

1.00 

.90

.90

.80

QA

2.00

2.00

2.90

2.20

1.70

1.40

1 QA

1.30

1.20

1.10

Mar.

1.10

1.20

1.20

1.20

1.00

1.00

3.00

2.00

1 60

1.50

1.60

1.45

1.30 

2.35

1.35 

1.40

1 QA

1 30

1 30

1 30

2 OK

2.25

3.60

2.80

2.20

1 O^

2.20

1.85

1.70

1 60

1.55

Apr.

1.50

1.50

1.40

1.35

1.30

1.35

1.90

2.30

2.10

1.70

J.65

1.55

1.50 

1.40

1.40 

1.40

1.35

1.35

1 30

1.25

1 ^A

1.35

1.25

1.20

1.20

1 OP;

1.50

1.35

1.30

1.20

May.

1.20

1.25

1.25

1 30

1.20

1.10

1.10

1.95

1.80

1 30

1.25

1.20 

1.20

1.20 

1.15

1.10

1.10

1.10

1.15

1 00

1.00

1.00

.90

1 00

QC

.90

Qfl

90

.90

2.35

June.

1.45

1.20

1.00

1.00

.90

90

2.10

1.20

.90

on

.85

.90

.85 

.80

.80

.75

.75

.70

.70

.80

.75

1.20

.80

.70

.65

.70

.70

.70

1 90

.85

July.

0.75

.70

.70

.65

.90

.80

.70

.75

.90

.75

.70

1.20

1.00

.75

.65 

.75

.80

.60

60

.55

.60

1.10

.75

.70

QA

OF;

.65

1 AA

.75

.70

.75

Aug.

1.60

.95

.75

.75

1.00

.95

1.10

1.70

1 25

1.05

1.45

1.10

1.20 

.95

1.00

.85

.75

.70

7K

.80

.70

.60

.60

.75

.70

.70

.95

7C

.65

.60

.60

Sept.

0.60

.55

.55

.55

.70

60

.50

.50

.50

.50

.45

.45

.45 

.45

.40 

.40

.40

.40

.40

.35

.40

.45

.40

.35

OK

OF;

.35

.40

.35

.30

Oct.

0.30

.30

.35

.35

.30

.30

.30

.30

.30

.30

.30

.30

.30 

.30

.25 

.25

.25

.25

.25

.25

.25

.25

.25

.25

.25

OA

.30

.30

QA

30

.30

Nov.

0.30

.30

.40

.50

.50

.40

.35

.30

.30

30

30

.35

.55 

.55

.50 

45

.35

.30

30

.30

QP;

.40

.65

.40

.40

QA

.30

30

sn

.75

Dec.

0.60

.85

1.05

.60

1.85

1.40

.75

.60

.50

.60

.55

.50

.50 

.40

.45 

.40

.55

.50

.45

.40

.40

.40

' .40

.45

7K

fiA

1.50

2.25

1.05

.80

.70
148 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128. 

Hating table for Ocoee River at McCays, Tenn., from March 20,1903, to December 31,1904-

Gage 

height.

Feet.

0.2

.3

.4

.5

.6

.7

.8

.9

1.0

Discharge.

Second-feet.

200

230

262

296

332

370

411

455

502

Gage 

height.

Feet.

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

1.9

Discharge.

Second-feet.

551

602

655

710

767

826

887

950

1,015

Gage 

height.

Feet.

2.0

2.1

2.2

2.3

2.4

2.5

2.6

2.7

2.8

Discharge.

Second-feet.

1,080

1,145

1,210

1,275

1,340

1,410

1,480

1,550

1,620

Gage 

height.

Feet.

2.9

3.0

3.1

3.2

3.3

3.4

3.5

3.6

Discharge.

Second-feet.

1,690

1,760

1,830

1,900

1, 975

2,050

2,125

2,200

The above table is applicable only for open-channel conditions. It is based upon 

15 discharge measurements made during 1903 and 1904. It is well denned between 

gage heights 0.25 feet and 3.4 feet. Above gage height 0.50 feet the rating table is 

the same as for 1903.

Estimated monthly discharge of Ocoee River at McCays, Tenn., for 1904-

Discharge in second-feet.

January ..........................................

February .........................................

April .............................................

May. .............................................

June .............................................

July..............................................

August ...........................................

September. . ......................................

October ..........................................

November ........................................

December ........................................

The year ...................................

Maximum.

887

1,690

2,200

1,275

1,308

1,145

602

887

370

246

370

1,242

2,200

Minimum.

332

411

502

602

455

35-1

314

332

230

215

230

262

215

Mean.

435

630

922

745

610

475

403

470

279

226

261

407

488

FIGHTINGTOWN CREEK AT M'CAYS, TENN.

This station was established as a bench-mark station August 27. 1904, 

by O. P. Hall. It is located about one-half mile above the mouth of 

the creek, which flows into Ocoee River about one-half mile below the 

station on Ocoee River, at McCays, Tenn. Discharge measurements 

are made by means of a boat or by wading. Both banks are open,
HALL, JOHNSON,' 

AND HOYT. TENNESSEE RIVER DRAINAGE BASIN. 149

cultivated lands, which will probably overflow. The bed is sandy'and 

will no doubt change much. The bench mark is two small nails driven 

into the largest of a cluster of small maple sprouts on the right bank, 

40 feet above the mouth of a small branch. Its elevation is 5 feet 

above gage datum.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.

Discharge measurements of Fightingtown Creek at McCays, Tenn., in 1904-

Date.

May 12 ........

August 27 .....

October 11.....

Hydrographer.

O. P. Hall .........

.....do ............

.....do ............

Width.

Feet. 

40

40

40

Area of 

section.

Sq.feet. 

119

107

91

Mean 

velocity.

Ft. per sec. 

1.03

.74

.44

Gage 

height.

Feet. 

«1.25

1.72

1.12

Discharge.

Second-ft. 

122

79

40

a Gage height given is for the Ocoee River at McCays. 

PAINT ROCK RIVER NEAR FAINTROCK, ALA.

This station was established as a bench-mark station February 4, 

1904, by J. M. Giles. It is located at the highway bridge 2| miles 

south of Paintrock, Ala., and about 400 feet above the Southern 

Railway bridge. Discharge measurements are made from the upstream side of the single-span bridge, which is supported by tubular 

iron piers and has an approach of 12 feet at the right and 23 feet at 

the left bank. The initial point for soundings is the center of the 

upstream pier at the left bank. The channel is straight for about 200 

feet above and 600 feet below the station. The current is sluggish. 

The right bank is low, wooded, and overflows during high water 

from one-fourth to one-half mile. The left bank is rocky, wooded, 

and overflows only under the approach. The bed of the stream is 

rocky, free from vegetation, and permanent. An old crib divides the 

stream into two channels at low stages. At high stages it is broken 

by the tubular steel piers. The bench mark is a point on the upstream 

end of the crossbeam 17 feet from the initial point for soundings. Its 

elevation is 20 feet above gage datum.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.

Discharge measurements of Paint Rock River near Paintrock, Ala., in 1904-

Date.

February 4 . . .

April 20 ......

Hydrographer.

J.M.Giles.........

.....do ............

Width.

Feet. 

62

64

Area of 

section.

Sq.feet. 

283

300

Mean 

velocity. 

Ft. per sec. 

0.56

.92

Gage 

height.

Feet. 

1.55

2.00

Discharge.

Second-ft. 

159

275
150 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128.

FLINT RIVEE AT BEOWNSBOEO, ALA.

This station was established as a bench-mark station February 5, 

1904, by J. M. Giles. It is located at the highway bridge about onefourth mile west of Brownsboro, Ala., and 100 feet below a 6-foot milldam. Discharge measurements are made from the downstream side of 

the single-span bridge, which is supported by tubular iron piers and 

has a trestle approach of 64 feet at each bank. The initial point for 

soundings is the center of the downstream pier at the left bank. The 

channel is straight for about 100 feet above and slightly curved for 500 

feet below the station. The current is sluggish above and swift below 

the section. Both banks are high and clean. The left bank overflows 

during flood stages, forming a second channel about 500 feet east of 

the bridge. The bed of the stream is composed of clean sand and 

gravel, and is permanent. There is one channel at low and two at 

high stages.. The channel at low and intermediate stages is broken by 

the piers and trestlework of the bridge. The bench mark is the top 

of the upstream pier at the left bank. Its elevation is 17 feet above 

gage datum.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.

Discharge measurements of Flint River at Brownsboro, Ala., in 1904-

Date.

April 29. ......

Hydrographer.

J. M. Giles........

.....do ............

Width.

Fed. 

120

127

Area of 

section.

Sq.feet. 

395

411

Mean 

velocity.

Ft. per sec. 

0.53

.72

Gage 

height.

Feet. 

1.70

1.95

Discharge.

Second-ft. 

209

294

ELK EIVEE NEAR ELKMONT, ALA.

This station was established June 24, 1904, by M. R. Hall. 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 Railway. A standard chain gage of the 24-inch boxed 

pattern is used. The box and scale are attached to the upstream lattice iron fencing of the bridge, about 125 feet from the right end. 

The length of the chain from the end of the weight to the marker is 

36.45 feet. The gage is read once each day by J. S. Wilson. Discharge 

measurements are made from the downstream side of the bridge to 

which the gage is attached. This bridge is of iron, with stone abutments and cylindrical iron piers, having a span of 82 feet at the right 

bank, a main span of 181 feet, and two spans of 82 and 20 feet, respectively, at the left bank. The initial point for soundings is the end of
HALL, JOHNSON, 

AND HOYT,°N'] TENNESSEE EIVEE DBAINAGE BASIN. 151

the bridge downstream side at the right bank. Distances from the 

initial point are marked on the rail with white paint. The channel is 

nearly straight for about 1,500 feet above and straight for about 2,500 

feet below the station. The current is swift. Both banks are high, 

cultivated, and liable to overflow. The bed of the stream is composed 

of rock, and is permanent. There is one channel broken by two piers 

at ordinary stage. Bench mark No. 1 is a point marked with white 

paint on the top of the downstream pier at the right bank. Its elevation is 31 feet above the datum of the gage. Bench mark No. 2 is a 

chisel mark on the intermediate post at the end of the gage box. Its 

elevation is 35 feet above gage datum. Bench mark No. 3 is a copper 

plug set in the upstream corner of the right abutment.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.

Discharge measurements of Elk River near Elkmont, Ala., in 1904-

Date.

April 21. ......

May 17........

June 24........

October 20.....

October 20. ....

Hydrographer.

J. M. Giles ........

.....do ............

.....do............

.....do ............

.....do ............

.....do ............

Width.

Feet. 

213 

205 

170 

221 

188 

188

Area of 

section.

Sq.feet. 

605 

482 

498 

518 

335 

331

ean 

velocity.

Ft.

2.23

1.65

1.39

1.53

.60

.59

Gage 

height.

Feet. 

2.62 

2.15 

2.02 

2.10 

1.28 

1.27

Discharge.

Second-ft. 

1,352 

794 

690 

795 

202 

194

Mean daily gage height, infect, of Elk River near Elkm mt, Ala., for 1904.

Day. July. Aug. Sept. Oct. Nov. Dec. Day. July. Aug. Sept. Oct. Nov. Dec.

2.30

2.00

1.90

1.80

1.80

2.10

2.30

2.30

2.40

2.10

1.90

2.10

2.00

1.90

1.80

1.70

1.60

2.10

1.90

1.60

2.00

1.70

1.60

1.60

1.60

1.70

6.00

4.10

2.70

2.30

2.70

2.20

1.40

1.30

1.40

2.00

1.40

1.60

1.50

1.30

1.40

1.40

1.40

1.30

1.40

1.30

1.30

1.30

1.30

1.40

1.40

1.40

1.30

2.20

2.00

1.70

1.50

1.30

1.20

1.30

1.30

1.50

1.60

1.50

1.50

1.40

1.40

1.40

1.40

1.30

1.30

1.30

1.30

1.40

1.40

1.30

1.40

1.40

1.30

1.30

1.70 

1.70 

1.70 

2.00 

2.40 

2.80 

3.10 

2.90 

2.60 

2.40 

2.40 

2.30 

2.10 

2.'10 

2.00 

1.90

1.70

2.00

1.70

2.10

2.40

2.70

2.70

2.20

1.80

1.80

1.70

1.70

1.70

1.80

1.70

1.30

1.30

1.20

1.40

1.50

1.40

1.40

1.40

1.40

1.50

1.50

1.50

1.40

1.40

1.30

1.20

1.30

1.30

1.30

1.30

1.30

1.20

1.30

1.30

1.20

1.20

1.30

1.20

1.20

1.30

1.30

1.30

1.30

1.40

1.40

1.40

1.40

1.50

1.40

1.40

1.40

1.40

1.60

1.90

1.90

1.90

1.90

1.80

1.80

1.70

I.90 

4.80 

3.40 

6.80

II.70 

6.80 

6.46 

4.40
152 STBEAM MEASUREMENTS IN 1904, PART V. [NO. 128. 

Rating table for Elk River.near Eikmont, Ala., from July 1 to December 31, 1904.

Gage 

height.

Feet.

1.2

1.3

1.4

1.5

1.6

Discharge.

Second-feet.

165

220

278

338

401

Gage 

height.

Feet.

1.7

1.8

1.9

2.0

2.1

Discharge.

Second- feet.

468

538

612

690

775

Gage 

height.

Feet.

2.2

2.3

2.4

2.5

2.6

Discharge.

Second-feet.

870

975

1,090

1,210

1,340

Gage 

height.

Feet.

2.7

2.8

2.9

3.0

Discharge.

Second-feet.

1,475

1,620

1,775

1,940

The above table is applicable only for open-channel conditions. It is based upon 

six discharge measurements made during 1904. It is well defined between gage 

heights 1.2 feet and 2.6 feet. The table has been extended above gage height 2.6 feet.

Estimated monthly discharge of Elk River near Eikmont, Ala.

Discharge in second-feet.

July .............................................

September ........................................

November ........................................

December, 1-24 ...................................

Maximum.

1,475

11,000

690

870

401

2,115

Minimum.

468

338

165

165

165

468

Mean.

724

1,144

287

268

271

860

BIG SPRING AT TU8CUMBIA, ALA.

This station was established as a bench mark-station July 20, 1903, 

by M. R. Hall. It is located at the ford just below the spring at Tuscumbia, Ala. Discharge measurements are made by wading, or from 

a buggy, at the lower side of the ford. There is no fixed initial point 

for soundings. The channel is nearly straight for about 1,000 feet 

below the station. The current is swift. Both banks are low and 

clean. The bed of the stream is composed of sand and gravel, with 

some, moss on the bottom. The bench mark is the top of the fourth 

stone step from the top, left side, of the steps leading down to the 

spring. Its elevation is 8 feet above the datum.

The observations at this station during 1904 have been made under 

the direction of M. R. Hall, district hydrographer.
TENNESSEE fclVER DRAINAGE BASIN. 158

Discharge measurements of Big Spring at Tuscumbia, Ala., in 1904-

Date.

April 22 .......

August 15 .....

October 19 .....

October 19.....

Hydrographer.

J. M. Giles ........

.....do ............

.....do ............

.....do ............

Width.

Feet. 

46

45

18

16

Area of 

section.

Sq.feet. 

70

48

13.2

12.4

Mean 

velocity.

Ft. per sec. 

1.43

.90

1.50

1.50

Gage 

height.

Feet. 

2.15

1.55

.70

.70

Discharge.

Second-ft. 

100

43

20

19

DUCK RIVER AT COLUMBIA, TENN.

This is an old Weather Bureau station which has not been maintained continuously. Two discharge measurements were made in 

1901 by M. R. Hall. During- 1904 discharge measurements have 

been made, and the gage heights have been regularly recorded since 

October 21, 1904.

It is located at the highway bridge two blocks north of the public 

square at Columbia, Tenn., three-fourths mile below a mill dam. 

Gage readings are made from the United States Weather Bureau 

gage, which is a vertical oak timber bolted to the downstream pier at 

the right bank. The gage reads by feet and tenths from 1 foot to 38 

feet. A supplementary gage, graduated from 0.5 to 5 feet is 

spiked to a small willow'tree on the left bank about 150 feet above 

the bridge. The gage is read twice each day by W. O. Cherry. Discharge measurements are made from the downstream side of the twospan bridge to which the gage is attached. The bridge consists of 

two spans, 199 feet and 97 feet long. Low-water measurements are 

made from a boat about one-fourth mile above the bridge. The initial point for soundings is the end of the bridge on the left bank, 

downstream side. The channel is curved for about 1,000 feet above 

and nearly straight for 2,000 feet below the station. The current is 

sluggish above and swift below the measuring section. Both banks 

are high and fringed with trees. The right bank overflows under the 

short span of the bridge during floods. The bed of the stream is 

composed of rock and gravel, free from vegetation and constant. 

There is one channel; all water passing under the left span at ordinary and under both spans at high stages. * '

The observations at this station during 1904 halve been made under 

the direction of M. R. Hall, district hydrographef.
154 STREAM MEASUREMENTS IN 1904, PART V; [NO. 128. 

Discharge measurements of Duck River at Columbia, Tenn., in 1904-

Date.

May 21........

August 18......

October 21.....

October 21.....

Hydrographer.

J. M. Giles. .......

.....do ............

...\.do ...... .....

.....do............

.....do............

Width.

Feet. 

85

115

115

79

79

Area of 

section.

Sq. feet. 

610

755

725

139

144

Mean

velocity.

Ft. per sec. 

0.49

.38

.39

.94

1.10

Gage 

height.

Feet. 

0.70

.70

.70

.44

.40

Discharge.

Second-fl. 

299

287

284

130

158

Mean daily gage height, in feet, of Duck River at Columbia, Tenn., in 1904-

Day.

1.. ...........

2.............

3.............

4.............

5.............

6.............

7.... ........

8.............

9.............

10.............

11.............

Oct. Nov.

0.40

.35

.30

.40

.50

.70

.60

.50

.45

.45

Dec.

0.40

.35

.45

.50

.70

1.35

2.40

1.60

1.00

.95

.85

Day.

12............

13............

14............

15............

16............

17............

18... ........

19

20............

21............

22............

Oct.

0.45

.50

"Nov.

0.45

.45

.45

.50

.35

.35

.35

.35

.30

.40

.40

Dec.

0.75

.60

.55

.65

.70

.55

.55

.55

.50

.50

.50

Day.

23............

24............

25. ...........

26............

97

28............

29............

30............

31............

Oct.

0.45

.50

.45

.40

.40

.40

.40

.30

.40

Nov.

0.40

.35

.45

.45

.40

.45

.40

.40

Dec.

0.45

1.50

4.00

4.80

16.45

15.25

8.35

4.45

3.15

MISCELLANEOUS DISCHARGE MEASUREMENTS IN THE TENNESSEE RIVER

DRAINAGE BASIN.

The following is a list of miscellaneous discharge measurements 

made in the Tennessee River drainage basin during 1904:

Roane Creek at Butler, Tenn. This stream is an important tributary of Watauga River. A measurement was made March 26 at the 

county bridge crossing the creek about 600 feet above its mouth. The 

bench mark is the top of the downstream end of the second floor beam 

from the left bank, 25 feet above the datum of the gage.

Width, 82 feet; area, 188 square feet; mean velocity, 2.57 feet per 

second; gage height, 1.75 feet; discharge, 483 second-feet.

Watauga River at Watauga, Tenn. A measurement was made 

July 13 from a bridge. The bench mark is the top of cross brace at 

the foot of the third post from the left end of the bridge, upstream 

side, 35 feet above the datum of the gage.

Width, 170 feet; area, 871 square feet; mean velocity, 0.68 foot per 

second; gage height, 2.70 feet; discharge, 594 second-feet.

Holston River (South Fork] near Bluff City$ Tenn. A measurement was made April 29 at the upper bridge, 9 miles above Bluff 

City, Tenn. The water surface was 23.10 feet below the bench mark.
TENNESSEE BIVER DRAINAGE BASIN. 155

Width, 182 feet; area, 632 square feet; mean velocity, 4.92 feet per 

second; discharge, 3,110 second-feet.

French Broad River at Alexander, N. C. A measurement was 

made May 20.from the wagon bridge. The bench mark is the upper 

edge of the third band from the top on the upstream, left bank tubular 

pier, 5 feet above the datum of the gage.

Width, 223 feet; area, 992 square feet; mean velocity, 1.34 feet per 

second; gage height, 1.60 feet; discharge, 1,329 second-feet.

Pigeon River near Newport, Tenn. Measurements were made at 

Deep Ford Bridge, 2 miles below Newport, Tenn., and 3 miles below 

the regular gaging station on Pigeon River, and li miles above the 

mouth of the river.

March-29: Width, 198 feet; area, 913 square feet; mean velocity, 

1.85 feet per second; gage height, 2.35 feet; discharge, 1,694 secondfeet.

April 26: Width, 198 feet; area, 854 square feet; mean velocity, 1.07 

feet per second; gage height, 1.68 feet; discharge, 915*second-feet.

July 8: Width, 179 feet; area, 768 square feet; mean velocity, 0.74 

foot per second; gage height, 1.27 feet; discharge, 574 second-feet.

Clinch River at Clinton, Tenn. A measurement was made August 

8 from the ferryboat, 1,000 feet below the Southern Railway crossing 

at Clinton, Tenn. The gage height is from the gage of the United 

States Weather Bureau.

Width, 240 feet; area, 1,813 square feet; mean velocity, 0.61 foot 

per second; gage height, 3.90 feet; discharge, 1,109 second-feet.

Little Tennessee River at Franklin, N. C. A measurement was 

made May 24 from the iron wagon bridge one-half mile east of Franklin, 

N. C., and 1 mile below the mouth of Cullasagee River. The bench 

mark is the upper edge of tie plate on the streamward side of the bottom of the first post from the right bank, 20 feet above the datum of 

the gage.

Gage height, 1.67 feet; discharge, 562 second-feet.

Little Tennessee River near Franklin, N. C. A measurement was 

made May 24 from lotla Bridge, 4 miles north of Franklin, N. C. The 

bench mark is the top of small plate tying the bottom of first post 

from the right bank to its floor beam, 22 feet above the datum of the 

gage.

Width, 131 feet; area, 271 square feet; mean velocity, 2.04 feet per 

second; gage height, 1.96 feet; discharge, 553 second-feet.

Nantahala River near Nantahala, N. C. This stream is an important tributary of Little Tennessee River. A measurement was made 

October 8 from Matthew Cole's foot bridge, about 1 mile above Nantahala, N. C. The bench mark is the top of the left bent on the 

upstream side, 12 feet above the datum of the gage.
156 STREAM MEASUREMENTS ttf iso4, PART v. t»o.u».

Width, 50 feet; area, 120 square feet; mean velocity, 0.96 foot per 

second; gage height, 0.82 foot; discharge, 115 second-feet.

Brasstown Creek at Brasstown, N. C. This stream enters Hiwassee 

River about 5 miles above Murphy, N. C» A measurement was made 

May 13, at which time the gage on Hiwassee River at Murphy read 

5.60 feet.

Width, 35 feet; area, 61 square feet; mean velocity, 1.34 feet per 

second; discharge, 82 second-feet.

Hanging Dog Creek near Murphy, N. C. This creek enters Hiwassee River about 2 miles below Murphy. A measurement was made 

May 14, at which time the gage on Hiwassee River at Murphy read 

5.60 feet.

Width, 33 feet; area, 54 square feet; mean velocity, 1.26 feet per 

second; discharge, 68 second-feet.

Sequatchie River near Jasper, Tenn.^This stream enters Tennessee 

River 5 miles south of Jasper, Tenn. A measurement was made 

February 9 from the highway bridge 2 miles northeast of Jasper, 

Tenn. The bench mark is the top of the downstream end of crossbeam 37 feet from the center of the right bank pier, 28 feet above 

the datum of the gage.

Width, 134 feet; area, 790 square feet; mean velocity, 2.32 feet per 

second; gage height, 8.30 feet; discharge, 1,829 second-feet.

Sequatchie River near Jasper, Tenn. A measurement was made 

February 9 from the wagon bridge at Pregor's mill, 2 miles east of 

Jasper, Tenn. The bench mark is the top of the downstream end of 

crossbeam 37 feet from the left bank abutment, 28 feet above the 

datum of the gage.

Width, 170 feet; area, 1,036 square feet; mean velocity, 1.85 feet 

per second; gage height, 9.95 feet; discharge, 1,916 second-feet.

Battle Creek near South Pittsburg, Tenn. This stream enters Tennessee River 1 mile east of Jasper, li miles north of the TennesseeAlabama State line. A measurement was made February 9 from the 

highway bridge on the road from South Pittsburg to Jasper. The 

bench mark is the top of the upstream end of crossbeam 56 feet from 

the right abutment, 25 feet above the datum of the gage.

Width, 67 feet; area, 276 square feet; mean velocity, 1.75 feet per 

second; gage height, 5.67 feet; discharge, 482 second-feet.

Toccoa River near Bluer idge, Ga. This stream is a tributary of 

Hiwassee River, its name becoming Ocoee River in the State of Tennessee. A measurement was made October 3 from a small boat, at 

Bench Leg Ford, 1 mile below the Morganton road bridge, and onefourth mile below the mouth of Weaver Creek.

Width, 110 feet; area, 264 square feet; mean velocity, 0.65 foot per 

second; discharge, 172 second-feet.
HALL, JOHNSON 

AND HOYT°H> ] YAZOO RIVER DRAINAGE BASlN. 157

Figlitingtcwm Creek near Bluer idge, Ga. This stream is a tributary of Toccoa River. A measurement was made October 4 at the 

Galloway bridge, above the Horseshoe Bend.

Width, 33 feet; area, 25 square feet; mean velocity, 1 foot per 

second; discharge, 25 second-feet.

Flint River near New Decatur, Ala. This stream enters Tennessee 

River from the south, near Decatur, Ala. A measurement was made 

May 16 from the bridge near New Decatur. The bench mark is the 

top of the downstream end of the crossbeam 67 feet from the left end 

of the bridge, 22 feet above the datum of the gage.

Width, 63 feet; area, 138 square feet; mean velocity, 0.45 foot per 

second; gage height, 2,45 feet; discharge, 62 second-feet.

Elk River near Prospect, Tenn. This stream is an important tributary of Tennessee River, entering from the northeast, about 20 miles 

below Decatur, Ala. A measurement was made February 8 from the 

Louisville and Nashville Railroad bridge, three-fourths of a mile south 

of Prospect, Tenn. The bench mark is the base of rail, 150 feet from 

the right end of the bridge, 40 feet above the datum of the gage.

Width, 310 feet; area, 1,772 square feet; mean velocity, 2.99 feet 

per second; gage height, 2.70 feet; discharge, 5,296 second-feet.

Spring Creek at Tuscumbia, Ala. This stream enters Tennessee 

River from the south near Tuscumbia, Ala. A measurement was made 

February 6 at the wagon bridge one-half mile northwest of the depot 

at Tuscumbia. The bench mark is the top of the upstream end of the 

crossbeam 18 feet from the right end of iron bridge, 20 feet above the 

datum of the gage.

Width, 70 feet; area, 201 square feet; mean velocity, 0.21 foot per 

second; gage height, 1.47 feet; discharge, 43 second-feet.

Big Bear Creek near hika, Miss. This stream enters Tennessee 

River from the south, near the Alabama-Mississippi State line, about 

5 miles northeast of luka. A measurement was made April 22 at the 

highway bridge, 5 miles east of luka. The bench mark is the top of 

the downstream right bank pier, 30 feet above the datum of the gage.

Width, 160 feet; area, 1,383 square feet; mean velocity, 0.48 foot 

per second; gage height, 7.10 feet; discharge, 670 second-feet. ,

YAZOO RIVER DRAINAGE BASIN.

Yazoo River rises in the northwestern part of Mississippi. It flows 

south just west of the central portion of the State and enters Mississippi River just above Vicksburg. The United States Geological 

Survey is maintaining a station on this river at Yazoo City, under the 

direction of M. R. Hall.
158 STREAM MEASUREMENTS IJST 1904, PART V. . [NO. 128. 

TAZOO RIVER AT TAZOO CITY, MISS.

A gage has been maintained at this point by the Engineer Corps of 

the Army. It was replaced in 1901 by a new gage rod in three sections, marked with brass figures and brass tacks, the sections being 

placed as follows: The lowest, marked from 3 to +4.5 feet, is 

attached to the protecting work of the bridge; the middle section, 

marked from 4.5 to 18.5 feet, is attached to the piling that protects 

the bridge pier; the uppermost section, continuing the graduation up 

to 32.3 feet, is on a post under the approach to the bridge. The 

highest known water occurred in 1882, reaching a gage height of 36.5 

feet; the lowest occurred on October 15 to 17 and 20 to 22, 1896, with 

a gage height of 2.8 feet. The danger line is at 25 feet.

Discharge measurements are made from the highway bridge, consisting of one span of 85 feet, a turn-span of 190 feet, an approach on 

the right bank of about 100 feet, and on the left bank of about 1,200 

feet. This is the bridge to which the gage is attached, and is located 

one-half mile northwest from the Illinois Central Railroad station in 

Yazoo City. The initial point for soundings is the end of the iron 

bridge on the left bank, downstream side. The channel is straight for 

about 3,000 feet above the station and is curved for about 2,000 feet 

below. The current is moderately rapid. As this stream is connected 

with the Mississippi River both above and below the station, it is 

influenced by the stage of that stream to the extent that high-water 

measurements are of no value. The bed is of sand and mud, and is 

subject to some change. The right bank is high, but overflows for 

a long distance at extreme floods; the left bank is high and overflows 

to the foot of the hill, about one-half mile from the river. There are 

trees along both banks.

A bench mark was established on the top of the upstream cylinder 

of the second pier from the left bank, at a distance of 85 feet from 

the initial point for soundings, which is on the downstream end of 

iron bridge on the left bank. The elevation of the mark is 35.85 feet 

above the zero of the gage. Other important bench marks in Yazoo 

City are the following: P. B. M. 12, Yazoo City, is a copper bolt in 

stone under ground, surmounted by an iron pipe and cap, in the 

north corner of the county court-house yard. It is 44.1 feet above 

the zero of the gage and 116.2 feet above mean sea level. P. B. M. 13, 

Yazoo City, is a copper bolt in stone under ground, surmounted by 

an iron pipe and cap, in the north corner of the public school yard, 

near Washington and Main streets. It is 29.2 feet above the zero of 

the gage and 101.3 feet above mean sea level. The observer is P. C. 

Battaille. Daily gage heights are furnished by the Weather Bureau.

The observations at this station during 1904 have been made under 

the direction of M. R, Hall, district hydrographer.
HALL, JOHNSON, 

AND HOYT,°N'] YAZOO EIVER DRAINAGE BASIN. 159

Discharge measurements of Yazoo River at Yazoo City^ Miss., in 1904-

Date.

January 14 ....

August 11 .. ..."

October 27.....

October 27.....

Hydrographer.

J.M.Giles.........

.....do ............

.....do ............

.....do ............

Width.

Feet. 

191

223

183

183

Area of 

section.

Sq.feet. 

2,043

2,929

1,656

1,639

Me^,n velopity.

Feet jper sec. 

fl.ll

! 1.73

.68

.68

Gage 

height.

Feet. 

-0.55

3.00

-3.15

-3. 15

Discharge.

Second-ft. 

2,261

5,054

1,122

1,120

Mean daily gage height, in feet, of Yazoo River at Yazoo City, Miss., for 1904.

Day.

1. .........

2. .........

3..........

4..........

5..........

6..........

7..........

8..........

9

10..........

13..........

14..........

15.......... 

16..........

17..........

18..........

19

20..........

21..........

22...:......

23..........

24..........

oc

27..........

28..........

29..........

30.......... 

31..........

Jan.

2.50 

2.50 

2.50 

2.50 

1.50 

1.00 

.90 

.70 

.50 

.30 

.00 

- .30 

- .50 

- .60 

- .60 

- .70 

- .80 

- .90 

-1.00 

-1.10 

-1.10 

-1.10 

- .10 

.00 

.20 

1.00 

1.80 

2.50 

3.00 

3.40 

3.50

Feb.

3.50 

3.70 

3.90 

4.00 

4.00 

4.00 

4.00 

3.60 

3.40 

3.20 

3.00 

2.50 

1.50 

1.00 

.70 

.50 

.20 

.00 

- .10 

- .10 

- .10 

- .10 

- .10 

- .10 

- .10 

- .10 

.00 

.00 

.00

Mar.

0.00 

.00 

.00 

.00 

.00 

.80 

1.40 

1.70 

2.00 

2.30 

2.60 

2.90 

3.20 

3.30 

3.50 

3.80 

4.20 

5.30 

6.20 

7.00 

8.40 

9.10 

9.90 

10.80 

11.60 

12.30 

14.00 

14.10 

14.30 

14.70 

15.00

Apr.

15.40 

15.80 

16.20 

16.50 

16.80 

17.20 

17.60 

18.70 

18.70 

18.90 

19 10 

19.40 

19.80 

20.00 

20.30 

20.60 

20.80 

21.10 

21.40 

21.60 

21.90 

22.00 

22.20 

22.40 

22.50 

22.60 

22.60 

22.60 

22.60 

22.50

May.

22.30 

22.00 

21.80 

21.40 

21.00 

20.50 

20.00 

19.60 

19.00 

18.70 

18.30 

18.00 

17.80 

17.70 

17.50 

17.40 

17.40 

17.30 

17.20 

17.00 

17.00 

16.50 

16.10 

15.60 

14.90 

14.00 

12.90 

11.50 

10.00 

8.50 

7.00

June.

5.50 

4.20 

3.00 

2.00 

1.40 

1.00 

1.00 

1.00 

. 2.00 

4.00 

5.50 

6.80 

7.90 

8.80 

9.50 

10.30 

10.80 

11.30 

11.70 

12.00 

12.10 

12.30 

12.50 

12.40 

12.30 

12.20 

12.00 

12.00 

11.50 

11.30

July.

10.70 

10.00 

9.50 

8.80 

8.30 

7.50 

7.00 

6.50 

6.40 

6.30 

6.00 

6.30 

5.80 

5.50 

5.30 

5.40 

5.50 

6.20 

6.80 

7.50 

8.00 

8.30 

8.50 

8.70 

8.80 

8.80 

8.80 

8.80 

8.00 

7.50 

6.60

Aug.

6.00 

5.40 

4.00 

3.00 

2.50 

2.00 

1.90 

1.90 

2:00 

2.80 

3.00 

3.40 

3.70 

4.10 

4.30 

4.20 

3.80 

3.50 

2.50 

2.00 

1.60 

1.00 

.50 

- .10

30

- .50

- .80 

-1.20 

-1.40 

-1.50 

-1.80

Sept.

-1.90 

-1.90 

-1.50 

-1.30 

-1.50 

-1.70 

-1. 70 

-1.90 

-2.00 

-2.00 

-2.00 

-2.00 

-2.00 

-2.00 

-2.10 

-2.20 

-2.20 

-2.20 

-2.20 

-2.20 

 2. 30 

-2.40 

-2.40 

-2.50 

-2.60 

-2. 70 

-2.80 

-2.80 

-2.80 

-J2,80

Oct.

-2.80 

-2.70- 

-2.60 

-2.60 

-2.60 

-2.60 

-2. 60 

-2.50 

-2.60 

-2.70 

-2.70 

-2.70 

-2.80 

-2.80 

-2.80 

-2.80 

-2.80 

 2.80 

-2.80 

-2.80 

-2.80 

-2.80 

-2.80 

-2.80 

-2.80 

-2.80 

-2.80 

-2.80 

-2. 80 

-2.80 

-2.80

Nov.

-2.80 

-2.80 

-2.80 

-2. 80 

-2.80 

-2.80 

-2.80 

-2.80 

-2.80 

-2.80 

-2.80 

-2.80 

-2.80 

-2.80 

-2.80 

-3.00 

-3.00 

-3.00 

-3.00 

-3.00 

-3.00 

-2.80 

-2.80 

2.80 

-2.80 

-3.00 

-3.00 

-3.00 

-3.00 

-3.00

Dec.

-2.50 

-2.30 

-2.00 

-2.20 

-2.20 

-2.30 

-2.40 

-2.40 

-2.40 

-2.30 

-2.20 

-2.00 

-1.90 

-1.80 

-1.80 

-1.80 

-1.80 

-1.80 

-1.90 

-1.80 

-2.00 

-2.10 

-2.20 

-2.20 

-2.20 

-2.40 

3.80 

4.20 

5.40 

7.50 

9.00
160 STREAM MEASUREMENTS IN 1904, PART V. [NO. 128. 

Rating table for Yazoo River at Yazoo City, Miss., from August 1 to December 31, 1904-

Gage 

height.

Feet.

-3.0

-2.9

-2.8

-2.7

-2.6

 2.5

-2.4

-2.3

Discharge.

Second-feet.

1,190

1,233

1,276

1,319

1,362

1,405

1,448

"l, 491

Gage 

height.

Feet.

__ 2 2

-2.1

-2.0

-1.9

 1.8

-1.7

-1.6

 1.5

Discharge.

Second-feet.

1,534

1,577

1,620

1,664

1,708

1,752

1,796

1,840

Gage 

height.

Feet.

 1.4

 1.3

-1.2

 1.1

-1.0

-0.9

-0.8

-0.7

Discharge.

Second-feet.

1,884

1,928

1, 972

2,016

2,060

2,104

2,149

2,194

Gage 

height.

Feet.

-0.6

-0.5

-0.4

 0.3

 0,. 2

-0.1

0.0

Discharge.

Second-feet.

2,239

2,284

2,329

2,374

2,419

2,464

2,510

The above table is based upon 13 discharge measurements made during 1901 to 

1904, and is well denned.

Estimated monthly discharge of Yazoo River at Yazoo City, Miss., for 1904- 

[Drainage area, 8,580 square miles.]

Month.

January ......................

February .....................

August .......................

September. . ..................

Discharge in second-feet.

Maximum.

4,245 

4,520 

5,800 

1,928 

1,405 

1,276 

8,220

Minimum,

2,016 

2,464 

1, 70d 

1,276 

1,276 

1,190 

1,405

Mean.

2,856 

3,294 

3,516 

1,555 

1,302 

1,244 

2,273

Run-off.

Second-feet 

per square 

mile.

0.333

.384 

.410 

.181 

.152 

.145 

.265

Depth in 

inches.

0.384 

.414 

.473 

.202 

.175 

,162 

.306

Estimates March to July omitted, on account of probable back-water influence of 

Mississippi River on this station during portions of those months.
INDEX.

Alderson, W. Va. 

Greenbrier River at:

Alexander, N. C. 

French Broad River at:

Allegheny River at 

Redhouse, N. Y.:

Allegheny River drainage basin:

Ashville, N. C.

French Broad River near:

Davisons River, N. C.:

Big Bear Creek near 

luka, Miss.:

Big Spring at 

Tuscumbia, Ala.:

Biltmore, N. C. 

Swannanoa River at:

Blacklick Pa

Blacklick Creek at:

frfifrf* tlpi0"hts

Blacklick Creek at 

Blacklick, Pa.:

, 100 fit 11

Page. 

........ 70-71

........ 71

73

........ 72

........ 72

........ 155

........ 155

........ 47

........ 47

........ 47

........ 45-46

........ 46

........ 46

........ 44-45

. 99-100,100-101

........ 100-101

........ 110-111

........ Ill

........ 156

1 ^

1 fV7

........ 157

........ 152

........ 153

104

104

....... 50-51

........ 51

........ 51

(\fl_Rl

........ 51

Ki\

Blueridge, Ga. 

Fightingtown Creek near:

Bluff City, Tenn. 

Holston River (South Fork)

Brasstown Creek at:

Brasstown, N. C.:

Brownsboro, Ala.

Bryson, N. C.

Butler, Tenn. 

Roane Creek at:

Calhoun, N. C. 

Little River at:

Casselman River at 

Confluence, Pa.:

frs\ £fp tl PI 0"tl t*<

Cataract, Ind.

Chadakoin River at 

Jamestown, N. Y.:

Page. 

........ 157

........ 157

........ 156

........ 156

at and

........ 122,154

........ 122,155

........ 124

........ 123

........ 156

........ 156

........ 156

........ 156

........ 150

........ 150

........ 133

........ 134

........ 135

........ 134

........ 135

........ 154

........ 154

........ Ill

........ Ill

........ 57-58

........ 58

........ 58

........ 91-92

........ 92

........ 48

........ 48

........ 49

161
162 INDEX.

Channahon, 111. Page. 

Desplaines River near:

description....................... 40-41

discharge......................... 41

discharge, monthly .............. 43

gage heights................ ..... 42

rating table ...................... 43

Chattanooga, Tenn. 

Tennessee River at:

description ....................... 107-108

discharge......................... 108

gage heights...................... 108

Cheat River near 

Morgantown, W. Va.:

description....................... 52

discharge......................... 53

gage heights...................... 53

Chippewa River near 

Eau Claire, Wis.:

description....................... 20

discharge......................... 21

discharge, monthly............... 22

gage heights...................... 21

rating table ...................... 22

Chippewa Rive" drainage basin:

description........................... 20

Clinch River at 

Clinton, Tenn.:

description....................... 155

discharge......................... 156

Clinton, Tenn.

Clinch River at:

description ....................... 155

discharge......................... 155

Columbia, Tenn.

Duck River at:

description....................... 153

discharge......................... 154

gage heights...................... 154

Columbus, Ohio.

Olentangy River near:

description....................... 77

discharge......................... 77

discharge, monthly............... 79

gage heights...................... 78

rating tables...................... 78-79

Scioto River near:

description....................... 74

discharge......................... 75

discharge, monthly............... 76

gage heights...................... 75

rating table ...................... 76

Confluence, Pa.

Casselman River at:

description....................... 57-58

discharge................ ........ 58

gage heights...................... 58

Laurel Hill Creek at:

description....................... 58-59

discharge......................... 59

gage heights...................... 59

Youghiogheny River near:

description....................... 56

discharge......................... 57

gage heights...................... 57

Cumberland River at 

Nashville, Tenn.: 

description 

discharge.......

Page.

.................. 97

.................. 97

Cumberland River drainage basin:

description........................... 96

Davidsons River, N. C. 

A very Creek at:

description....................... 110-111

discharge......................... Ill

Davidsons River near:

description....................... 109

discharge......................... 109

gage heights...................... 110

Davidsons River near 

Davidsons River, N. C.:

description....................... 109

discharge......................... 109

gage heights...................... 110

Delphi, Ind.

Tippecanoe River near:

description....................... 86-

discharge......................... 87

discharge, monthly............... 88

gage heights...................... 87

rating table....................... 88

Desplaines River near 

Channahon, 111.:

description....................... 40-41

discharge......................... 41

discharge, monthly............... 43

gage heights...................... 42

rating table....................... 43

Doe River at 

Elizabethton, Tenn.:

description....................... 129

discharge......................... 130

Duck River at 

Columbia, Tenn.:

description....................... 153

discharge......................... 154

gage heights...................... 154

Eau Claire, Wis.

Chippewa River near:

description....................... 20

discharge......................... 21

discharge, monthly............... 22

gage heights...................... 21

rating table....................... 22

Eel River (lower) nearCataract, Ind.:

description....................... 91-92

gage heights...................... 92

Elizabethton, Tenn. 

Doe River at:

description....................... 129

discharge......................... 130

Watauga River near:

description ....................... 126-127

discharge......................... 127

discharge, monthly .............. 129

gage heights...................... 128

rating table....................,., 128
Elk River near 

Elkmont, Ala.:

Prospect, Tenn.:

Elkmont, Ala. 

Elk River near:

Fayette, W. Va. 

New River at:

Fightingtown Creek at and near 

Blueridge, Ga.:

McCays, Tenn.:

Flambeau River nearLad ysmith, Wis.:

Flint River at and near 

Brownsboro, Ala.:

New Decatur, Ala.:

Franklin, N. C. 

Little Tennessee River at and near:

French Broad River at and nearAlexander, N. C.:

Asheville, N. C.:

Horseshoe, N. C.:

Newport, Tenn. :

Oldtown, Tenn.:

discharge .........................

IND

Page.

150-151 

151 

152 

151 

152

157 

157

150-161 

161 

162 

151 

152

68-69 

70 

69

157 

157

148-149 

149

22-23 

23 

25 

24 

24

150 

150

157

157

155 

155

155 

155

100-101 

100, 101

98-99 

99 

99

101-102 

102 

103 

102 

103

101-102 

102

EX.

Frei

Frie 

Gre< 

Gre<

Ban

Hav 

Hiw

Hoi 

Hoi 

Hor

163

French Broad River at and near Page. 

Oldtown, Tenn. Continued.

discharge, monthly .............. 103

gage heights...................... 102

rating table....................... 103

Friendsville, Md.

Youghiogheny River at:

description....................... 54

discharge......................... 54

discharge, monthly............... 56

gage heights...................... 55

rating table....................... 55

Greenbrier River at 

Alderson, W. Va.:

description ....................... 70-71

discharge......................... 71

discharge, monthly............... 73

gage heights...................... 72

ratingtable ....................... 72

Greeneville, Tenn.

Nolichucky River near:

description....................... 119-120

discharge......................... 120

discharge, monthly..... .^_........ 121

gage heights. .........*............ 120

rating table....................... 121

Hanging Dog Creek nearMurphy, N. C.:

description ....................... 156

discharge......................... 156

i, 111.

Illinois River near:

discharge......................... 44

Hiwassee River at 

Murphy, N. C.:

description....................... 135-136

discharge......................... 136

discharge, monthly............... 138

gage heights...................... 137

ratingtable....................... 137

Reliance, Tenn.:

description ....................... 138-139

discharge......................... 139

discharge, monthly............... 141

gage heights...................... 140

rating table....................... 140

Holston River near 

Rogersville, Tenn.:

description....................... 124

discharge......................... 125

discharge, monthly............... 126

gage heights...................... 125

rating table....................... 125

Holston River (South Fork) at and nearBluff City, Tenn.:

description ....................... 122,154

discharge......................... 122,155

discharge, monthly............... 124

gage heights...................... 123

rating table....................... 123

Horseshoe, N. C.

French Broad River at:

description....................... 98-99

discharge............ ............ 99

gage heights...................... 99
164 INDEX.

Illinois River at and near Page.

Havana, 111.:

discharge......................... 44

Minooka, 111.:

description....................... 35

discharge......................... 35

discharge, monthly............... 37

gage heights...................... 36

rating table....................... 36

Ottawa, 111.:

description....................... 37-38

discharge......................... 38

gage heights...................... 38

Peoria, 111.:

description....................... 39

discharge......................... 39

gage heights...................... 40

Illinois River drainage basin:

description....................... 34

Indianapolis, Ind.

White River (West Branch) at:

description............ .......... 89

discharge......................... 89

discharge, monthly .............. 91

gaga heights...................... 90

rating table....................... 90

luka, Miss.

Big Bear Creek near:

description....................... 157

discharge......................... 157

Jamestown, N. Y.

Chadakoin River at:

description....................... 48

discharge......................... 48

gage heights...................... 49

Jasper, Tenn.

Sequatchie River near:

description....................... 156

discharge......................... 156

Judson, N. C.

Little Tennessee River at:

description....................... 130

discharge................... ..... 131

discharge, monthly ............. 132

gage heights.................. .. 131

rating table ...................... 132

Kanawha River drainage basin:

description . ......................'... 65-66

Kiskiminitas River at 

rialina, Pa.:

description....................... 49-50

discharge...... .................. 50

gage heights...................... 50

Kittanning, Pa.

Allegheny River at:

description ....................... 47

discharge..... .................. 47

gage heights .................... 47

Knoxville, Tenn.

Tennessee River near:

description ........ .. ........... 104-105

discharge................... ..... 105

discharge, monthly .............. 107

gage heights...................... 106

rating table ...................... 106

Ladysmith, Wis.

Flambeau River near:

description ....................:.. 22-23

discharge......................... 23

discharge, monthly .............. 25

gage heights...................... 24

rating table ...................... 24

Laurel Hill Creek at 

Confluence, Pa.:

description...... ................ 58-59

'discharge......................... 59

gageheights ..................... 59

Licking River at 

Pleasant Valley, Ohio:

description........................ 63

discharge.......'.................. 63

discharge, monthly .............. 65

gage heights ..................... 64

rating tables...................... 64-65

Little Miami River drainage basin:

description ........................... 80

Little River at 

Calhoun, N. C.:

description....................... Ill

discharge......................... Ill

Little Tennessee River at and near 

Franklin, N. C.:

description....................... 155

discharge......................... 156

Judson, N. C.:

description....................... 130

discharge......................... 131

discharge, monthly .............. 132

gage heights.........'............. 131

rating table .............:........ 132

Logansport, Ind.

Wabash River at:

description....................... 83-84

discharge......................... 84

discharge, monthly ............. 86

gage heights ............ ........ 85

rating table ...................... 85

McCays, Tenn.

Fightingtown Creek at.

description....................... 148-149

discharge......................... 149

Ocoee River at:

description ...................... 146

discharge....... ................. 147

discharge, monthly ............. 148

gageheights...... ..... ......... 147

rating table ...:.................. 148

Mad River near 

Springfield, Ohio:

description ....................... 80

discharge......................... 81

gage heights...................... 81

Mahoning River at 

Youngstown, Ohio:

description....... ............... 60

discharge............ ...... ..... 60

discharge, monthly........... ... 62

gageheights...... ......... ..... 61

rating table ........ ..... ....... 61

Malibning River drainage basin:

description . ......................... 59-60
INDEX. 165

Merrill, Wis.

Wisconsin River at:

description....................... 25-26

discharge......................... 26

discharge, monthly............... 28

gage heights...................... 27

rating table ...................... 27

Mills River (North Fork) at^-

Pinkbed, N. C.:

description....................... 112

discharge......................... 112

discharge, monthly............... 114

gage heights...................... 113

rating table ...................... 113

Mills River (South Fork) near 

Sitton, N. C.:

description....................... 114

discharge....... ................. 115

discharge, monthly............... 116

gage heights...................... 115

rating table ...................... 116

Minooka, 111.

Illinois River near:

description....................... 35

discharge......................... 35

discharge, monthly............... 37

gage heights...................... 36

rating table .....^................ 36

Mississippi River near 

Sauk Rapids, Minn.:

description....................... 18

discharge......................... 19

gage heights...................... 19

Monongahela River drainage basin:

description ........................... 51-52

Morgantown, W. Va.

Cheat River near:

description ..... ................. 52

discharge......................... 53

gage heights...................... 53

Murphy, N. C.

Hanging Dog Creek near:

description....................... 156

discharge......................... 156

Hiwassee River at:

description ....................... 135-136

discharge......................... 136

discharge, monthly*.............. 138

gage height...................... 137

rating table ...................... 137

Muskingum River drainage basin:

description ........................... 62

Nantahala, N. C.

Nantahala River near:

description ....................... 155

discharge......................... 156

Nantahala River near 

Nantahala, N. C.:

description ....................... 155

discharge......................... 156

Nashville, Tenn.

Cumberland River at:

description.........".............. 96

discharge......................... 97

gage heights...................... 97

Necedah, Wis. Page.

Wisconsin River near:

description....................... 28-29

discharge......................... 29

discharge, monthly............... 31

gage heights...................... 30

rating table....................... 30

New Decatur, Ala.

Flint River near:

description....................... 157

discharge......................... 157

New River at 

Fayette, W. Va.:

description....................... 68-69

discharge, monthly............... 70

gage heights...................... .69

Radford, Va.:

description....................... 66-67

discharge......................... 67

discharge, monthly............... 68

gage heights...................... 67

rating table....................... 68

Newport, Tenn.

French Broad River near:

description....................... 101-102

discharge......................... 102

discharge, monthly............... 103

gage heights...................... 102

rating table....................... 103

Pigeon River at and near:

description ................... 116-117,155

discharge......................... 117,155

discharge, monthly .............. 119

gage heights...................... 118

rating table ...................... 118

Nolichucky River near 

Greeneville, Tenn.:

description ....................... 119-120

discharge......................... 120

discharge, monthly .............. 121

gage heights...................... 120

rating table ...................... 121

Nottely River near 

Ranger, N. C.:

description ....................... 143-144

discharge......................... 144

discharge, monthly .............. 145

gage heights...................... 144

rating table ...................... 145

Ocoee River at 

McCays, Tenn.:

description ....................... 146

discharge......................... 147

discharge, monthly .............. 148

gage heights...................... 147

rating table ...................... 148

Oldtown, Tenn.

French Broad River at:

description ....................... 101-102

discharge......................... 102

discharge, monthly .............. 103

gage heights...................... 102

rating table ...................... 103

Olentangy River near 

Columbus, Ohio:

description....................... 77

discharge......................... 77
166 INDEX.

Olentangy River near Page. 

Columbus, Ohio Continued.

discharge, monthly .............. 79

gage heights...................... 78

rating tables...................... 78-79

Ottawa, 111.

Illinois River at:

description....................... 37-38

discharge......................... 38

gage heights...................... 38

Paint Rock River near 

Paintrock, Ala.:

description....................... 149

discharge......................... 149

Paintrock, Ala.

Paint Rock River near:

description...... ^................ 149

discharge......................... 149

Peoria, 111.

Illinois River near:

description....................... 39

discharge......................... 39

gage heights...................... 40

Pigeon River at and near 

Newport, Tenn.:

description ................... 116-117,155

discharge......................... 117,155

discharge, monthly............... 119

gage heights...................... 118

rating table ...................... 118

Pinkbed, N. C.

Mills River (North Fork) at:

description....................... 112

discharge......................... 112

discharge, monthly............... 114

gage heights...................... 113

rating table ...................... 113

Pleasant Valley, Ohio. 

Licking River at:

description....................... 63

discharge......................... 63

discharge, monthly .............. 65

gage heights...................... 64

rating tables...................... 64-65

Prospect, Tenn. 

Elk River near:

description....................... 157

discharge......................... 157

Radford, Va. 

New River at:

description....................... 66-67

discharge......................... 67

discharge, monthly .............. 68

gage heights...................... 67

rating table ...................... 68

Ranger, N. C.

Nottely River near:

description....................... 143-144

discharge......................... 144

discharge, monthly .............. 145

gage heights...................... 144

rating table ...................... 145

Redhouse, N. Y.

Allegheny River at:

description....................... 45-46

discharge......................... 46

gage heights...................... 46

Reliance, Tenn. Page. 

Hiwassee River at:

description ....................... 138-139

discharge......................... 139

discharge, monthly .............. 141

gage heights...................... 140

rating table ...................... 140

Roane Creek at 

Butler, Tenn.:

description....................... 154

discharge......................... 154

Rock River at 

Rockton, 111.:

description....................... 31-32

discharge......................... 32

discharge, monthly .............. 34

gage heights...................... 33

rating table....................... 33

Rock River drainage basin:

description ........................... 31

Rockton, 111.

Rock River at:

description....................... 31-32

discharge......................... 32

discharge, monthly .............. 34

gage heights...................... 33

rating table....................... 33

Rogersville, Tenn.

Holston River near:

description ....................... 124

discharge......................... 125

discharge, monthly .............. 126

gage heights...................... 125

rating table....................... 125

Salina, Pa.

Kiskiminitas River at:

description....................... 49-50

discharge................. ....... 50

gage heights...................... 50

Sauk Rapids, Minn.

Mississippi River near:

description....................... 18

discharge......................... 19

gage heights...................... 19

Scioto River nearColumbus, Ohio:

description....................... 74

discharge......................... 75

discharge, monthly............... 76

gage heights...................... 75

rating table ...................... 76

Scioto River drainage basin:

description........................... 74

Sequatchie River nearJasper, Tenn.:

description....................... 156

discharge......................... 156

Shoals, Ind.

White River (East Branch) at:

description....................... 93

discharge......................... 93

discharge, monthly............... 95

gage heights...................... 94

rating table ...................... 95
INDEX. 167

Sitton, N. C. Page. 

Mills River (South Fork) near:

description ....................... 114

discharge......................... 115

discharge, monthly............... 116

gage heights...................... 115

ratingtable ...................... 116

South Pittsburg, Tenn. 

Battle Creek near:

description....................... 156

discharge......................... 156

Spring Creek at 

Tuscumbia, Ala.:

description....................... 167

discharge......................... 167

Springfield, Ohio. 

Mad River near:

description....................... 80

discharge......................... 81

gage heights...................... 81

Swannanoa River at 

Biltmore, N. C.:

description....................... 104

discharge......................... 104

Tennessee River at and near 

Chattanooga, Tenn.:

description....................... 107-108

discharge......................... 108

gage heights...................... 108

Knoxville, Tenn.:

description....................... 104-105

discharge......................... 105

discharge, monthly .............. 107

gage heights...................... 106

rating table....................... 106

Tennessee River drainage basin:

description........................... 98

Tippecanoe River near 

Delphi, Jnd.:

description....................... 86

discharge......................... 87

discharge, monthly............... 88

gage heights...................... 87

rating table....................... 88

Toccoa River near 

Blueridge, Ga.:

description....................... 166

discharge......................... 166

Tomotla, N. C. 

Valley River at:

description....................... 141

discharge......................... 142

discharge, monthly............... 143

gage heights...................... 142

rating table....................... 142

Tuckasegee River at^- 

Bryson, N. C.:

description....................... 133

discharge......................... 134

discharge, monthly............... 135

gage heights...................... 134

ratiug table....................... 136

Tuscumbia,-Ala. 

Big Spring at:

description....................... 162

discharge......................... 153

Tuscumbia, Ala. Continued. Page.

Spring Creek at:

description ................... .. 157

discharge......................... 157

Valley River at 

Tomotla, N. C.:

description....................... 141

discharge.......'.................. 142

discharge, monthly............... 143

gage heights...................... 142

rating table....................... 142

Wabash River at 

Logansport, Ind.:

description....................... 83-84

discharge......................... 84

discharge, monthly............... 86

gage heights...................... 85

rating table....................... 85

Wabash River drainage basin:

description ........................... 82-83

Watauga, Tenn.

Watauga River at:

description.........'.............. 154

discharge......................... 154

Watauga River at and near 

Elizabeth ton, Tenn.:

description....................... 126-127

discharge......................... 127

discharge, monthly .............. 129

gage heights...................... 128

rating table....................... 128

Watauga, Tenn.:

description....................... 154

discharge.......................... 154

White River (East Branch) at 

Shoals, Ind.:

description....................... 93

discharge......................... 93

discharge, monthly............... 96

gage heights...................... 94

rating table ...................... 95

White River (West Branch) at 

Indianapolis, Ind.:

description....................... - 89

discharge......................... 89

discharge, monthly............... 91

gage heights...................... 90

rating table....................... 90

Wisconsin River at and near 

Merrill, Wis.:

description....................... 25-26

discharge......................... 26

discharge, monthly............... 28

gage heights...................... 27

rating table....................... 27

Necedah, Wis.:

description ....................... 28-29

discharge......................... 29

discharge, monthly...........:... 31

gage heights...................... 30

rating table....................... 30

Wisconsin River drainage basin:

description........................... 25

Yazoo City, Miss.: 

Yazoo River at:

description....................... 168

discharge......................... J 69
168 I1STDEX.

Yazoo City, Miss. Continued. 

Yazoo River at Continued, 

discharge, monthly.........

gage heights ................

rating table .................

Yazoo River at 

Yazoo City, Miss.:

description..................

discharge....................

discharge, monthly .........

gage heights ................

rating table .................

Yazoo River drainage basin:

description......................

Youghiogheny River at and near 

Confluence, Pa.:

description..................

ge. 

160

159

160

158

159

160

159 

160

157

ffi

Youghiogheny River at and near 

Confluence, Pa. Continued.

Priendsville, Md.:

Youngstown, Ohio. 

Mahoning River at:

ratinsr table. . .....................

Page.

57

57

54

54

56

55

55

60

60

62

61

61

o
PUBLICATIONS OF UNITED STATES GEOLOGICAL SURVEY.

[Water-Supply Paper No. 128.]

The publications of the United States Geological Survey consist of '(1) Annual 

Reports; (2) Monographs; (3) Professional Papers; (4) Bulletins; (5) Mineral 

Resources; (6) Water-Supply and Irrigation Papers; (7) Topographic Atlas of 

United States, folios and separate sheets thereof; (8) Geologic Atlas of United 

States, folios thereof. The classes numbered 2, 7, and 8 are sold at cost of publication; the others are distributed free. A circular giving complete lists may be had 

on application.

The Professional Papers, Bulletins, arid 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.

Most of the above publications may be obtained or consulted in the following 

ways:

1. A limited number are delivered to the Director of the Survey, from whom they 

may be obtained, free of charge (except classes 2, 7, and 8), on application.

2. Every member of Congress is allotted a certain number, from whom they may 

be obtained, free of charge, on application.

3. Other copies are deposited with the Superintendent of Documents, Washington, 

D. C., from whom they may be had at practically cost.

4. Copies of all Government publications are furnished to the principal public 

libraries in the large cities throughout the United States, where they may be 

consulted by those interested.

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. A detailed index of these reports 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 Annnal Report, Part II.

1893. Bulletin No. 131.

1894. Bulletin No. 131; Sixteenth Annual Report, Part II.

1895. Bulletin No. 140.

18%. Water-Supply Paper No. 11; Eighteenth Annual Report, Part IV.

1897. Water-Supply Papers Nos. 15 and 16; Nineteenth Annnal Report. Part IV.

1898. Water-Supply Papers Nos. 27 and 28; Twentieth Annual Report, Part IV.

1899. Water-Supply Papers Nos. 36, 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.

1902. East of Mississippi River, Water-Supply Papers Nos. 82 and 83. 

West of Mississippi River, Water-Snpply Papers Nos. 84 and 85.
II ADVERTISEMENT.

1903. East of Mississippi River, Water-Supply Papers Nos. 97 and 98. 

West of Mississippi River, Water-Supply Papers Nos. 99 and 100.

1904. East of Mississippi River, Water-Supply Papers Nos. 124, 125,126, 127,128, and 129. 

West of Mississippi River, Water-Supply Papers Nos. 130,131,132,133, 134, and 135.

The Geological Survey and the Reclamation Service have suboffiees in different parts of the United 

States, from which hydrographic and reclamation work in the respective localities is carried on and 

where data may be obtained on application. These offices are located as follows:

Boston, Mass., 6 Beacon street; Utica, N. Y., 75 Arcade; Atlanta, Ga., 409 Temple court; Austin, 

Tex., University of Texas; Chicago, 111., Federal Building; Belle Fourche, S. Dak.; Cody, Wyo.: 

Denver, Colo., Chamber of Commerce Building; Salt Lake, Utah; Los Angeles, Cal., 1108 Braly Building; San Francisco, Cal., 422 Merchants' Exchange Building; Phoenix, Ariz.; Carlsbad, N. Mex.; El 

Paso, Tex.; Billings, Mont.; Great Falls, Mont.; Hazen, Nev.; Boise, Idaho; Spokane, Wash., 424 

Peyton Block; Pendleton, Oreg.

Correspondence should be addressed to

THE DIRECTOR,

UNITED STATES GEOLOGICAL SURVEY,

- WASHINGTON, D. C. 

MAY, 1905.
LIBRAKY CATALOGUE SLIPS.

[Mount each slip upon a separate card, placing the subject at the top of the 

second slip. The name of the series should not be repeated on the series 

card, but the additional numbers should be added, as received, to the first 

entry.]

U. S. Geological Survey.

. . . Report of progress of stream measurements for

§ the calendar year 1904. Prepared under the direction

I of F. H. Newell by M. R. Hall, B. Johnson, jr., and

John C. Hoyt. Pt. V. Eastern Mississippi River

drainage. Washington, Gov't print, off., 1905.

168, iii p. illus. II pi. (incl. map) 23om. ' (U. S. Geological survey. 

Water-supply and irrigation paper no. 128)

Subject series: P, Hydrographic progress reports, 33.

1. Stream measurements. 2. Rivers U. S. I. Hall, M. R. II. Johnson, E., jr. III. Hoyt, John Clayton, 1874.

U. S. Geological Survey.

. . . Report of progress of stream measurements for

*s the calendar year 1904. Prepared under the direction 

I of F. H. Newell by M. R. Hall, B. Johnson, jr., and 

John C. Hoyt. Pt. V. Bastern Mississippi River 

drainage. Washington, Gov't print, off., 1905.

168, iii p. illus. II pi. (incl. map) 23om. (U. S. Geological survey. 

Water-supply and irrigation paper no. 128) 

Subject series: P, hydrographic progress reports, 33.

1.- Stream measurements. 2. Rivers U. 8. 1. Hall, M. R. II. Johnson, E., jr. III. Hoyt, John Clayton, 1874.

U. S. Geological survey.

Water-supply and irrigation papers. 

1 no. 128. Report of progress of stream measurements

* for ... 1904 . . . by M. R. Hall, B. Johnson, jr., and J. C. Hoyt. Part V. 1905.

U. S. Dept. of the Interior s*

1 see also

f

* U. S. Geological survey.