Water-Supply and Irrigation Paper No. 169 Series P, Hydrographic Progress Reports, 45 

DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

CHARLES U. WALCOTT, DIRECTOR

REPORT

PROGRESS OF STREAM MEASUREMENTS

THE CALENDAR YEAR 1905

PREPARED UNDER THE DIRECTION OF F. H. NEWELL

PART 7. Ohio and Lower Eastern Mississippi River Drainages

M. R. HALL, F. W. HANNA, and J. C. HOYT

WASHINGTON

GOVERNMENT FEINTING OFFICE

1906
CONTENTS.

Page

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

Organization and scope of work.......................................... 7

Definitions.................:.......................................... 9

Explanation of tables................................................... - 10

Convenient equivalents................................................. 11

Field methods of measuring stream flow.................................. 12

Office methods of computing run-off...................................... 16

Cooperation and acknowledgments....................................... 18

Ohio River drainage basin................................................... 18

Description of basin................................................ 18

Ohio River at Wheeling, W. Va...................................... 20

Miscellaneous measurement.......................................... 24

Allegheny River drainage basin.......................................... 24

Description of basin................................................ 24

Allegheny River at Redhouse, N. Y.................................. 25

Allegheny River at Kittanning, Pa................................... 28

Chadakoin River at Jamestown, N. Y................................. 31

Kiskiminitas River at Salina, Pa..................................... 31

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

Monongahela River drainage basin....................................... 34

Description of basin................................................ 34

Monongahela River at Lock No. 4, Pa................................ 35

Cheat River near Morgantown, W. Va................................ 39

Youghiogheny River near Confluence, Pa.............................. 40

Casselman River at Confluence, Pa..................................... 43

' Laurel Hill Creek at Confluence, Pa.................................. 45

Beaver River drainage basin............................................. 47

Description of basin................................................ 47

Mahoning River at Youngstown, Ohio................................ 48

Muskingum River drainage basin......................................... 50

Description of basin................................................ 50

Muskingum River at Zanesville, Ohio................................. 50

Licking River at Pleasant Valley, Ohio............................... 52

Kanawha River drainage basin.......................................... 54

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

New River at Radford, Va.......................................... 54

Greenbrier River at Alderson, W. Va................................. 57

Scioto River drainage basin............................................. 59

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

Scioto River near Columbus, Ohio.................................... 60

Olentangy River near Columbus, Ohio................................ 64

Little Miami River drainage basin........................................ 67

Description of basin................................................. 67

Mad River near Springfield, Ohio.......................:............. 67

Miami River drainage basin............................................... 68

Description of basin................................................. 68

Miami River at Dayton,Ohio........................................ 69

3
4 CONTENTS.

Ohio River drainage basin Continued. Page.

Kentucky River drainage basin.......................................... 70

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

Kentucky River at Frankfort, Ky.................................... 70

Dicks River near Danville/ Ky....................................... 71

Salt River drainage basin............................................... 72

Description of basin................................................ 72

Rolling Fork of Salt River at New Haven, Ky ........................ 72

Wabasli River drainage basin. --..--.-.-...---......---.........---.....- 73

Description of basin................................................ 73

Wabasli River at Logansport, Ind......--.....--.-......----......--. 74

Wabash River at Terre Haute, Ind.........---........--.........--.. 77

Tippecanoe River near Delphi, Ind................................... 80

West Branch of White River at Indianapolis, Ind..................... 83

Eel River at Cataract, Ind.......................................... 85

East Branch of White. River at Shoals, Ind........................... 86

Tennessee River drainage basin.......................................... 89

Description of basin ............................................... 89

French Broad River at Horseshoe, N. C............................... 89

French Broad River at Smith Bridge, near Asheville, N. C............... 90

French Broad River at Oldtown, Tenn................................ 93

Swannanoa River at Biltmore, N. C.................................. 95

Tennessee River near Knoxville, Tenn................................. 96

Tennessee River at Chattanooga, Tenn................................ 99

Davidsons River near Davidsons River, N. C.......................... 101

Avery Creek at Davidsons River, N.C................................ 104

Little River at Calhoun, N. C........................................ 104

North Fork Mills River at Pinkbed, N. C.............................. 105

South Fork Mills River near Sitton, N. C.............................. 107

Pigeon River near Waynesville, N. C.-------------------------------- 109

Pigeon River at Newport, Tenn...................................... 110

Nolichucky River near Greeneville, Tenn.............................. 112

South Fork Holston River at Bluff City, Tenn......................... 115

Holston River at Austins Mills, Tenn.................................. 117

Watauga River near Elizabethton, Tenn.............................. 119

Doe River at Elizabethton, Tenn..................................... 121

Little Tennessee River at Judson, N.C............................... 122

Little Tennessee River at McGhee, Tenn.............................. 125

Tuckasegee River at Bryson, N. C. ----------------------------------- 128

Hiwassee River at Murphy, N. C..-..-.--.....-...........--....----- 130

Hiwassee River at Reliance, Tenn..--.....--....-.....-...-.-.....-.- 132

Valley River at Tomotla, N. C....................................... 135

Nottely River at Ranger, ^. C....................................... 136

Ocoee River at McCays, Tenn..__..._.__...___._-._.....--..----..... 138

Fightingtown Creek at McCays, Tenn. ___...__._.........-..._........ 140

Elk River near Elkmont, Ala........................................ 141

Duck River at Columbia, Tenn..________.____........__---...--._... 143

Miscellaneous measurements..--........--..---...-...----..--------- 144

Lower Eastern Mississippi River drainage basin __..____.-..........-.-.------. 145

Yazoo River drainage basin...........------.--..--..--....-.-...--..... 145

Description of basin..............-..---...-.-.--.------...--....--. 145

Yazoo River at Yazoo City, Miss..----...-------..---.-----.-.--.---. 145

Index..................................................................... 147
ILLUSTRATIONS.

Page. 

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

maintained during 1905.......................................... 8

FIG. 1. Cable station, showing section of river, car, gage, etc.................... 13

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

near Index, Wash................................................. 16
PROGRESS REPORT OF STREAM MEASUREMENTS 

FOR THE CALENDAR YEAR 1905.

PAUT V

By M. K. HALL, F. W. HANNA, and J. C. HOYT.

INTRODUCTION. 

ORGANIZATION AND SCOPE OF AVOKK.

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 wTas established at Embudo, N. Mex. The first specific 

appropriation for'gaging streams was made by the act of August 18, 1894, which contained 

an item of $12,500 "for gauging 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." (Stat. L., vol. 28, p. 398.)

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

following table:

Annual appropriations for hydrographic surveys for the fiscal years ending June 30, 1895

to 1906.

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

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

1897........................... 50, 000

1898........................... 50,000

1899........................... 50,000

1900........................... 50,000

1901.......................... $100,000

1902.......................... 100,000

1903.......................... 200, 000

1904.......................... 200, 000

1905.......................... 200,000

1906.......................... 200, 000

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

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

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

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

The chief features of the hydrographic work are the collection of data relating to the 

flow of the surface waters and the study of the conditions affecting this flow. There is 

also collected information concerning river profiles, duration and magnitude of floods, 

water power, etc., which may be of use in hydrographic studies. This work includes the 

study of the hydrography of every important river basin in the United States, and is of 

direct value in the commercial and agricultural development of the country.

In order to collect the material from which estimates of daily flow are made, gaging 

stations are established. The selection of a site for a gaging station and the length of 

time it is maintained depend largely upon the physical features and the needs of each 

locality. If the water is to be used for power, special effort is made to obtain information

7
8 STREAM MEASUREMENTS IN 1905, PART V.

concerning the minimum flow; if the water is to be stored the maximum flow receives 

special attention. In all sections of the country permanent stations are maintained for 

general statistical purposes, to show the conditions existing through long periods. They 

are also used as primary stations, and their records, in connection with short series of 

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

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

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

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

increased. Approximately 800 regular gaging stations were maintained during the year, 

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

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

Nos. 165-178, as follows:

No. 165. Atlantic coast of New England drainage.

No. 166. Hudson, Passaie, Rarit'an, and Delaware river drainages.

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

drainages.

No. 168. Santee, Savannah, Ogeechee, and Altamaha rivers and Eastern Gulf of Mexico drainages.

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

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

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

No. 172. Missouri River drainage.

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

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

No. 175. Colorado River drainage.

No. 176. The Great Basin drainage. 

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

No. 178. Columbia River and Puget Sound drainages.

These papers embody the data collected at the regular gaging stations, the results of the 

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

direct bearing on the study of the subject, and include, as far as practicable, descriptions of 

the basins and the streams draining them.

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

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

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

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

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

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

List of drainage basins in the United States,

NOETHEEN ATLANTIC DRAINAGE BASINS.

St. John. Thames.

St. Croix. Housatonic.

Penobscot. Hudson.

Kennebec. Passaie.

Androscoggin. Raritan.

Presumpscot. Delaware.

Saco. Susquehanna. 

Merrimac. ' Potomac.

Connecticut. Minor Chesapeake Bay.

Blackstone. Minor Northern Atlantic.

SOUTHEEN ATLANTIC DEAINAGE BASINS.

James. " Great Pedee (Yadkin).

Chowan. Santee.

Roanoke. Savannah.

Tar. Ogeechee.

Neuse. Altamaha.

Cape Fear Minor Southern Atlantic.
U. 8. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 169 PL. I

127° 126 123 121° 119" 117° 116° 113° 111° 109° 107 105° 103° 101

119° ______ 117° ______ 116° ______ 113° 111" 109° 107° 105° . 103° 101° 99 93° »1J 89° 87° 85° 83° 81° ______ 79

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

Apalachicola.

Mobile.

DEFINITIONS.

List of drainage basins in the Untied States Continued.

EASTERN GULF OF MEXICO DRAINAGE BASINS.

Pearl.

Minor Eastern Gulf of Mexico.

Lower eastern Mississippi. 

Ohio.

Lake Superior. 

Lake Michigan. 

Lake Huron. 

Lake St. Clair. 

Lake Erie.

EASTERN MISSISSIPPI RIVER DRAINAGE BASINS.

Upper eastern Mississippi.

ST. LAWRENCE DRAINAGE BASINS.

Niagara River

Lake Ontario.

Lake Champlain (Richelieu River).

Minor St. Lawrence.

WESTERN MISSISSIPPI RIVER DRAINAGE BASINS.

Upper western Mississippi.

Missouri.

Meramec.

Lower western Mississippi.

Arkansas.

Red.

Sabine. 

Neches. 

Trinity. 

Brazos. 

Colorado (of Texas).

Wasatch Mountains. 

Humboldt.

Southern Pacific. 

San Francisco Bay. 

Northern Pacific.

WESTERN GULF OF MEXICO DRAINAGE BASINS.

Guadelupe.

San Antonio.

Nueces.

Rio Grande.

Minor Western Gulf of Mexico,

COLORADO RIVER DRAINAGE BASIN. 

THE GREAT BASIN.

Sierra Nevada.

Minor streams in Great Basin.

PACIFIC COAST DRAINAGE BASINS.

Columbia. 

Puget Sound.

HUDSON BAY DRAINAGE BASINS.

The volume of water flowing in a stream, the "run-off" or "discharge," is expressed in 

various terms, each of which has become associated with a certain class of work. These 

terms may be divided into two groups: (1) thosa which represent a rate of flow, as secondfeet, gallons per minute, miner's inch, and run-off in second-feet per square mile; and (2) 

those which represent the actual quantity of water, as run-off in depth in inches and acrefoot. They may be defined as follows :

"Second-foot" is an abbreviation for cubic foot per second, and is the quantity of water 

flowing in a stream 1 foot wide, 1 foot deep, at a rate of 1 foot per second. It is generally 

used as a fundamental unit from which others are computed.

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

supply.

The "miner's inch" is the quantity of water that passes through an orifice 1 inch square 

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

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

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

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

second from each square mile of area drained, on the assumption that the run-off is distributed uniformly, both as regards time and area.
10 STREAM MEASUKEMENTS IN 1905, PAET V.

"Run-off in inches" is the depth to which the drainage arsa would be covered if all the 

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

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

in inches.

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

acre to the depth of 1 foot. It is commonly used in connection with storage for irrigation 

work. There is a convenient relation between the second-foot and the acre-foot. One 

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

2 acre-feet.

EXPLANATION OF TABLES.

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

1. Description of station.

2. List of discharge measurements.

3. Gage-height table.

4. Rating table.

" 5. Table of estimated monthly and yearly discharges and run-off, based upon all the 

facts obtained to date.

The descriptions of stations give such general information about the locality and equipment as would enable the reader to find and use the station, and they also give, as far as 

possible, a complete history of all the changes that have occurred since the establishment 

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

The discharge-measurement table gives the results of the discharge measurements made 

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

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

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

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

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

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

The rating table gives discharges in second-feet corresponding to each stage of the river 

as given by the gage heights.

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

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

the rating table for that mean gage height. As the gage height is the mean for the day, 

there might have been short periods when the water was higher and the corresponding discharge larger than given in this column. Likewise in the column of "Minimum" the quantity given is the mean flow for the day when the mean gage height was lowest. The column 

headed "Mean" is the average flow for each second during the month. Upon this the computations for the two remaining columns, which are defined on page 9, 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 be expressed by at least two and not more than four significant

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

is 5 times the average per cent of error of air 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.

(6) 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.

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

increase the preceding figure by 1. Example: 1,827.5 becomes 1,828.
CONVENIENT EQUIVALENTS. 11

Special rules for computation.

1. Rating tables are to be constructed as close as the data upon which they are based will warrant. 

No decimals are to be used when the discharge is over 50 second-feet.

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

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

figure. This also applies to the yearly mean.

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

to at least three significant figures, except in the case of decimals where the first significant figure is 

preceded by one or more naughts (0), when the quantity shall be carried out to two significant figures. 

Example: 1.25; .125; .012; .0012. The yearly means for these quantities are always to be expressed in 

three significant figures and at least two decimal places.

CONVENIENT EQTJTVAUENTS.

1 second-foot equals 50 California miner's inches. 

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

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

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

646,272 gallons for one day.

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

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

1 second-foot for one year equals 0.000214 cubic mile; equals 31,536,000 cubic feet. 

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

1 second-foot falling 10 feet equals 1.136 horsepower. 

100 California miner's inches equals 15 United States gallons per second. 

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

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

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

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

100 Colorado miner's inches equals 130 California miner's inches. 

100 Colorado miner's inches for one day equals 5.2 acre-feet. 

100 United States gallons per minute equals .223 second-foot. 

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

1 million United States gallons per day equals 1.55 second-feet. 

1 million United States gallons equals 3.07 acre-feet. 

1 million cubic feet equals 22.95 acre-feet. 

1 acre-foot equals 325,850 gallons. 

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

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

1 inch equals 2.54 centimeters. 

1 foot equals 0.3048 meter. 

1 yard equals 0.9144 meter. 

1 mile equals 1.60935 kilometers.

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

1 square yard equals 0.836 square meter. 

1 acre equals 0.4047 hectare.

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

1 acre equals 209 feet square, nearly. 

1 square mile equals 259 hectares. 

1 square mile equals 2.59 square kilometers. 

1 cubic foot equals 0.0283 cubic meter. 

1 cubic foot equals 7.48 gallons; equals 0.804 bushel. 

1 cubic foot of water weighs 62.5 pounds. 

1 cubic yard equals 0.7646 cubic meter. 

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

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

1 gallon equals 3.7854 liters. 

1 gallon equals 8.36 pounds of water. 

1 gallon equals 231 cubic inches (liquid measure). 

1 pound equals 0.4536 kilogram. 

1 avoirdupois pound equals 7,000 grains. 

1 troy pound equals 5,760 grams. 

1 meter equals 39.37 inches. Log. 1.5951654. 

1 meter equals 3.280833 feet. Log. 0.5159842. 

1 meter equals 1.093611 yards. Log. 0.0388629. 

1 kilometer equals 3,281 feet; equals five-eighths mile, nearly.
12 STREAM MEASUREMENTS IN 1905, PART v.

1 square meter equals 10,764 square feet; equals 1,196 square yards. 

1 hectare equals 2.471 acres.

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

1 liter equals 1.0567 quarts. 

1 gram equals 15.43 grains. 

1 kilogram equals 2.2046 pounds. 

1 tonneau equals 2,204.6 pounds. 

1 foot per second equals 1.097 kilometers per hour. 

1 foot per second equals 0.68 mile per hour. 

1 cubic meter per minute equals 0.5886 second-foot.

1 atmosphere equals 15 pounds per square inch, equals 1 ton per square foot, eqrals 1 kilogram per 

square centimeter.

Acceleration of gravity equals 32.16 feet per second every second. 

1 horsepower equals 550 foot-pounds per second. 

1 horsepower equals 76 kilogram-meters per second. 

1 horsepower equals 746 watts. 

1 horsepower equals 1 second-foot falling 8.8 feet. 

1J horsepowers equal about 1 kilowatt.

Sec.-ft. x fall in feet , ,,-,-. To calculate water power quickly: jj =net horsepower on water wheel, realizing

80 per cent of the theoretical power. _

Quick formula for computing discharge over weirs: Cubic feet per minute equals 0.4025 lV^:l=length 

of weir in inches; ft=head in inches flowing over weir, measured from surface of still water. 

To change miles to inches on map:

Scale 1:125000, 1 mile=0.50688 inch. 

Scale 1: 90000, 1 mile=0.70400 inch. 

Scale 1: 62500, 1 mile= 1.01376 inches. 

Scale 1: 45000, 1 mile= 1.40800 inches.

FIELD METHODS OF MEASURING STREAM FLOW.

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

given in detail in Water-Supply Papers No. 94 (Hydrographic Manual, U. S. Geological 

Survey) and No. 95 (Accuracy of Stream Measurements). In order that persons using 

this report may readily become acquainted with the general methods employed,, the following brief description is given:

Streams may be divided, with respect to their physical conditions, ir>to three classes:

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

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

special methods are necessary for each class. The data upon which these estimates are 

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

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

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

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

area of the cross section. The method chosen for any case depends upon the local physical conditions, the degree of accuracy desired, the funds available, and the length of time 

that the record is to be continued.

Slope method. Much information has been collected relative to the coefficients to be 

used in the Chezy formula, v=cv/ r s. This has been utilized by Kutter, both in developing his formula for c and in determining the values of the coefficient n, which appears 

therein. The results obtained by the slope method are in general only roughly approximate, owing to the difficulty in obtaining accurate data and the uncertainty of the value 

for n to be used in Kutter's formula. The most common use of this method is in estimating the flood discharge of a stream when the only data available are the cross section, the 

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

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

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

flow. The conditions necessary to insure good results may be divided into two classes: 

(1) Thqse relating to the physical characteristics of the dam itself, and (2) those relating 

to the diversion and use of water around and through the dam.
FIELD METHODS OF MEASUKING FLOW. 13

The physical requirements are as follows: (a) Sufficient height of dam, so that backwater 

will not interfere with free fall over it; (6) absence of leaks of appreciable magnitude; 

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

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

type for which the coefficients to be used in Q=c b lis, or some similar standard weir 

formula, are known (see Water-Supply Paper No. 150); (/) either no flash boards, or exceptional care in reducing leakage through them and in recording their condition.

Preferably there should be no diversion of water through or around the dam. Generally, however, a dam is built for purposes of power or navigation, and part or all of the 

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

that passing over the dam. To insure accuracy in such estimates the amount of water 

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

can be measured either by a weir, a current meter, or a simple system of water wheels 

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

and so installed that the gate openings, the heads under which they work, and their angular velocities may be accurately observed.

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

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

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

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

results are to be obtained.

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

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

through the period of ice and floods, and the disadvantages of uncertainty of coefficient 

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

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

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

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

channel conditions at, above, and below the gaging section. The area depends upon the 

contour of the bed and the fluctuations of the surface. The two principal ways of measuring the velocity of a stream are by floats and current meters.

Creat care is taken in the selection and equipment of gaging stations for determining 

discharge by velocity measurements in order that the data may have the required degree 

of accuracy. Then- essential requirements are practically the same, whether the velocity 

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

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

backwater, or boils; where the bed of the stream is reasonably free from large projection's 

of a permanent character; and where the banks are high and subject to overflow only at 

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

dams, or other artificial obstructions that the gage height shall be an index of the discharge.
14 STREAM MEASUREMENTS IN 1905, PART V.

There are generally pertinent to a gaging station certain permanent or semipermanent 

structures which are usually referred to as equipment. These are: A gage for determining 

the fluctuations of the water surface; bench marks, to which the datum of the gage is 

referred; permanent marks on a bridge or a tagged line indicating the points of measurement, and where the current is swift some appliance (generally a secondary cable) to hold 

the meter in position in the water. As a rule the stations are located at bridges if the 

channel conditions are satisfactory, as from them the observations can more readily be 

made and the cost of the equipment is small.

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

bottle with a flag in the top and weighted at the bottom makes one of the most satisfactory 

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

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

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

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

the mean velocity in the vertical. Tubes give excellent results when the channel conditions 

are good, as in canals.

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

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

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

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

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

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

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

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

velocity.

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

and at several intermediate sections.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

cable station.)

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

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

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

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

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

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

not apply.

There are in general use three classes of methods of measuring velocity with current 

meters multiple point, single point, and integration.
FIELD METHODS OF MEASURING FLOW. 15

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

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

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

each vertical at regular intervals, usually from 0.5 to 1 foot apart. By plotting these velocities as abscissas and their depths as ordinates, and drawing a smooth curve among the 

resulting points, the vertical velocity-curve is developed. This curve shows graphically 

the magnitude and changes in velocity from the surface to the bottom of the stream. The 

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

curve and its axis by the depth. On account of the length of time required to make a complete measurement by this method, its use is limited to the determination of coefficients for 

purposes of comparison and to measurements under ice.

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

depth and the mean of the velocities at these two points is taken as the mean velocity for that 

vertical. Assuming that the vertical velocity curve is a common parabola with horizontal 

axis, the mean of the velocities at 0.22 and 0.79 of the depth will give (closely) the mean 

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

this second multiple-point method gives the mean velocity very closely for open-water conditions where the depth is over 5 feet and the bed comparatively smooth, and moreover 

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

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

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

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

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

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

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

has been determined.

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

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

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

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

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

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

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

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

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

the subsurface to the mean has been found to be from 0.85 to 0.95, depending upon the 

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

This method is especially adapted for flood measurements or when the velocity is so great 

that the meter can not be kept at 0.6 depth.

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

from the surface to the bottom and back again to the surface, and noting the number of 

revolutions and the time taken in the operation. This method has the advantage that the 

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

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

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

contour of the bed of the stream, which is determined by soundings. The soundings are 

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

using the meter and cable, or by a special sounding line or rod. For streams with permanent beds standard cross sections are usually taken during low water. These sections serve 

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

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

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

Accurate soundings are hard to obtain at high stages,
16 STREAM MEASUREMENTS IN 1905, PART V.

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

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

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

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

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

total area.

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

instability of conditions during the winter period, and also to the lack of definite information in regard to the laws of flow of water under ice. The method now employed is to make 

frequent discharge measurements during the frozen periods by the vertical velocity-curve 

method and to keep an accurate record of the conditions, such as the gage height to the surface of the water as it rises in a hole cut in the ice, the thickness and character of the ice, etc.

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

a rating curve (really a series of curves) similar to that used for open channels, but considering in addition to gage heights and discharge, varying thickness of ice. Such data 

as are available in regard to this subject are published in Water-Supply Paper No. 146, 

pp. 141-148.

OFFICE METHODS OF COMPUTING KTHST-OFF.

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

the bed of the stream is permanent.

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DISCHARGE IN SECOND-FEET

FIG. 2. Rating, area, and mean velocity curves for South Fork Skykomish River near Index, Wa&h.

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

is the construction of the rating table which shows the discharge corresponding to any stage 

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

of water flowing. The construction of the rating table depends upon the method used in 

measuring flow.

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

The coefficients to be used in its application depend upon the type of dam and other conditions near its crest. After inserting in the weir formula the measured length of- crest and 

assumed coefficient, the discharge is computed for various heads and the rating table 

constructed.

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

the results of the discharge measurements, which include the record of stage of the river
OFFICE METHODS OF COMPUTING BUN-OFF. 17

at the time of measurement, the area of the cross section, the mean veloctiy of the current, 

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

in the vicinity of the station is also necessary.

The construction of the rating table depends upon the following laws of flow for open 

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

or near the gaging station remain constant; (2) 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; (3) the discharge is a function of and increases gradually with the stage.

The plotting of the results of the various discharge measurements using gage heights 

as ordinates, and discharge, mean velocity, and area as abscissas, will define curves which 

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

development of these curves there should be, therefore, a sufficient number of discharge measurements to cover the range of the stage of the stream. Figure 2 shows a typical rating 

curve with its corresponding mean velocity and area curves.

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

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

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

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

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

unless the banks of the stream are overhanging.

The form of the mean velocity curve depends chiefly upon the surface slope, the roughness of the bed, and the cross section of the stream. Of these the slope is the principal 

factor. In accordance with the relative change of these factors the curve may be either 

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

a careful study of the conditions at any gaging station the form which the vertical velocity 

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

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

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

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

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

measurement. The curve may, however, best be located between and beyond the measurements by means of curves of area and mean velocity. This curve under normal conditions is concave toward the horizontal axis and is generally parabolic in form.

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

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

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

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

of this class, estimates can be obtained by its use. In case of velocity-area stations frequent discharge measurements must be made if the estimates are to be other than rough 

approximations. For stations with beds which shift slowly or are materially changed only 

during floods, rating tables can be prepared for periods between such changes, and satisfactory results obtained with a limited number of measurements, provided that some of 

them are taken soon after the change occurs. For streams with continually shifting beds, 

such as the Colorado and Rio Grande, discharge measurements should be made every two 

or three days, and the discharges for intervening days obtained either by interpolation 

modified by gage height, or by Professor Stout's method, which has been described in full 

in the Nineteenth Annual Report, JPart IV, page 323, and in the Engineering News of April 

21, 1904. This method, or a graphical application of it, is also much used in estimating 

flow at stations where the bed shifts but slowly.

IKK 169-
18 STREAM MEASUREMENTS IN 1905, PART V.

COOPERATION AND ACKNOWLEDGMENTS.

Most of the measurements presented in this paper have been obtained through local 

hydrographers. Acknowledgment is extended to other persons and corporations who 

have assisted local hydrographers or have cooperated in anyway, either by furnishing 

records of the height of water or by assisting in transportation.

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

hydrographers and others who have assisted in furnishing and preparing the data contained in this report:

Alabama. District hydrographer, M. R. Hall,o assisted by W. E. Hall and F. A. Murray.

Illinois. District hydrographer, F. W. Hanna,& assisted by M. S. Brennan and Sidney K. Clapp.

Indiana. District hydrographer, F. W. Hanna, assisted by M. S. Brennan and Sidney K Clapp. 

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.

Kentucky. District hydrographer, F. W. Hanna, assisted by M. S. Brennan and Sidney K. Clapp.

Mississippi. District hydrographer, M. R. Hall, assisted by W. E. Hall.

New Tort. District hydrographer, R. E. Horton,c assisted by C. C. Covert.

North Carolina. District hydrographer, M. R. Hall, assisted by W. E. Hall, B. S. Drane, and O. P. 

Hall. Dr. C. A. Schenck, director of the Biltmore School of Forestry, paid the gage readers at Davidsons River, Sitton, and Pinkbed.

Ohio. District hydrographer, F. W. Hanna, assisted by M. S. Brennan and Sidney K. Clapp. Acknowledgment should also be made to the Baltimore and Ohio Railroad for passes issued to F. W. 

Hanna and R. W. Pratt.

Pennsylvania. District hydrographer, N. C. Grover, assisted by members of the computing section.

Tennessee. District hydrographer, M. R. Hall, assisted by W. E. Hall, B. S. Drane, and O. P. Hall. 

Gage heights for stations at Nashville, Chattanooga, Knoxville, Rogersville, Bluff City, and McGhee 

were furnished by the following United States Weather Bureau officials: H. C. Bate, "L. II. Pindell, and 

Lev! A. Judkins.

Virginia. District hydrographer, N. C. Grover, assisted by members of the computing section.

West Virginia. District hydrographer, N. C. Grover, assisted by members of the computing section.

OHIO RIVER DRAINAGE BASIN. 

DESCRIPTION OF BASIN.

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

Pittsburg, flows in a southwesterly direction, forming the boundaries between and draining the States of Ohio, Indiana, and Illinois on the north and West Virginia and Kentucky 

on the south. Its tributaries also drain portions of New York, Pennsylvania, Maryland, 

Virginia, North Carolina, Georgia, Alabama, and Mississippi.

The length of the stream, as surveyed by the United States Army engineers, from Pittsburg to Cairo is 967 miles.d

The river presents an interesting series of shoals and riffles, separated by pools in which 

the water is deeper and the fall veiy low. The summary of the profile made by the army 

engineers shows 187 pools with over 7 feet depth at low water. These occupy 632.5 miles 

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

average 2.8 miles, with a total length of 363 miles; and 60 pools below Louisville, with a 

total length of 266 miles, have an average length of 4.4 miles.

On the borders of Ohio the riffles (103 in number) cover a combined length of 137 miles 

and have a total fall of 170 feet. The pools, with a combined length of 309 miles, have a 

fall of 64 feet, or but 2.5 inches per mile. The greatest fall noted for a single mile on the 

border of this State is at Letart Falls, Meigs County, where a descent of 3.2 feet is made. 

There are 11 riffles, with a descent exceeding 2 feet per mile. The least fall reported is in

o Office of the district hydrographer for southern Atlantic States and eastern Gulf of Mexico, 409 

Temple court, Atlanta, Ga.

6 Office of the district hydrographer for Mississippi Valley, 876-877 Federal Building, Chicago, 111.

c Office of the district hydrographer for New York and Michigan (Lower Peninsula), 75 Arcade, 

Utica, N.Y.

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

pp. 139-153.
OHIO BIVEE DKAINAGE BASIN. 19

a pool 8 to 15 miles below Cincinnati. This pool, with a length of 7 miles, has a fall of but 

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

These are the most conspicuous pools in this section of the Ohio.

On the borders of Indiana there are 55 riffles aside from the Louisville rapids. These 

show a total fall of 80.28 feet in a combined distance of 134.5 miles. At the Louisville 

rapids there is a fall of 23.09 feet in 2.25 miles. There is left but 18.13 feet for the fall of 

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

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

low water. It rarely reaches a lower level than 75 feet below the stream. Its level is 65 

or 75 feet below the stream between Evansville, Ind., and Shawneetown, 111. It is thought 

that no place occurs in the whole length of the valley where a rock barrier crosses its entire 

width at a level as high as the bed of the present stream. In several places rock shelves 

extend out part way across the river bed, leaving a channel deep enough for the passage of 

boats along the opposite bank. At Letart Falls the rock is stated to extend across the 

entire breadth of the stream, but it dips toward the east bank sufficiently to allow the 

passage of boats ,when the rock of the western part of the stream bed is above the water 

surface. Well data indicate that this descent continues eastward beneath the bottom lands 

to a level as low as in the neighboring parts of the channel. Near Ravenswood, W. Va., 

rocky reefs are exposed at low water fully halfway across the stream bed, but weDs on the 

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

low water. At Louisville it is found by wells and bridge soundings that a channel 25 feet 

or more lower than the present surface at the head of the rapids leads southwestward from 

near the south end of the Jeffersonville bridge a short distance and then turns westward, 

passing through the midst of the city.o Thus at the side of each of the three most conspicuous rock reefs touched by the stream a buried channel apparently occurs.

Notwithstanding the great number of riffles and shoals, the Ohio is generally navigable 

throughout the entire season for small boats drawing less than 3 feet of water. It is navigable for vessels drawing 6 feet of water during a few months of the early part of the season, but there is usually little traffic with such boats affer the month of July. The canal 

at Louisville affords opportunity for passing around the rapids during low water. During 

high-water stages the boats are able to pass over the rapids.

The valley of Ohio River along the southern boundary of Ohio and Indiana is very 

narrow except for a few miles near Louisville, where it has expanded itself in the Devonian 

shales, and for a similar widening in the southwestern portion of Indiana, in the Coal Measures. Its narrowness has been a subject of remark from the early days of settlement. 

There are very few places between Pittsburg and Louisville where its width exceeds 2 miles, 

and usually it is scarcely more than 1 mile wide. In the vicinity of Louisville, where it 

crosses the low tract formed in the Devonian shales, it has a width of perhaps 4 miles, but 

on entering the Knobstone escarpment below the mouth of Salt River it narrows abruptly 

to a width of about 1 mile, and remains narrow for nearly 100 miles in its passage through 

the hard beds of Lower Carboniferous age. It then enters the Coal Measures and soon 

attains a width of 6 or 8 miles, which it maintains for much of its course to Cairo. The 

only exception is found at the point where it passes the elevated ridge below Shawneetown. 

Here its width is reduced to about 2J miles. . The depth of the valley ranges from about 

600 feet down to scarcely 100 feet, being greatest on the border of the "panhandle" of 

West Virginia and least in the lower portion of its course. Its depth seldom falls below 300 

feet in the portion above Louisville, and probably averages 450 feet. The narrow portion 

below Louisville is about 300 feet in depth. The broad portions at Louisville and in the 

lower parts of its course are but 100 to 150 feet in depth. The work done by the river in 

excavating a narrow valley through the elevated districts is apparently commensurate with 

that accomplished in eroding a wide valley in the low districts.

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

by Messrs. John Ryan and John. C. Oestrich, of the Louisville Pump Works.
20 STEEAM MEASTTKEMENTS IN 1905, PART V.

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

a drainage line of this size in the time since the beginning of development of drainage lines. 

It is far less in proportion to its size than the work accomplished by the small tributaries 

which enter it from southern Indiana. The explanation of this meager amount of work is 

found in the enlargement of Ohio River in recent times. Investigations now in progress 

indicate that several independent drainage lines which formerly led northward from the 

Appalachian Mountains across southwestern New York, northwestern Pennsylvania, and 

Ohio into the Lake Erie basin have been united to form the present Ohio. The full extent 

of these changes is not yet determined, nor are all of the outlets for the old river systems 

satisfactorily traced; but enough is known to justify the statement that the small size of 

the valley of the Ohio is attributable to the recent union of the several independent drainage systems.

OHIO RIVER AT WHEELING, TV. VA.

The United States Weather Bureau has made observations of the stage of Ohio River at 

Wheeling, W. Va., since 1882. In 1905 measurements of the flow were begun by the United 

States Geological Survey.

A large island divides the river at this point into two channels. This island is almost 

entirely overflowed during extreme floods. The right channel is straight above and below 

the station. The current is sluggish for gage heights from 6 to 8 feet. Below 5 feet the 

velocity is zero, owing to a low rock dam 3,444 feet below the measuring section. In high 

and medium stages the dam is submerged. The right bank is high, clean, and does not 

overflow. The left bank overflows in extreme high water. The bed of the stream is rocky 

and sandy, and is permanent. There is but one channel, broken by the piers of the bridge.

The left channel is straight above and below the station. The current is swift. The 

left bank is high, clean, and does not overflow. The right bank overflows in extreme high 

water. The bed of the stream is composed of gravel, and is permanent. There is but one 

channel, broken by two piers.

Discharge measurements in the left channel are made from the downstream side of a 

steel trolley and highway bridge about 100 feet above the water surface. An extra length 

of cable and 30 pounds of lead for use in making measurements at this point are stored in 

the basement of the upstream tollhouse on the Wheeling side.

Discharge measurements in the right channel are made from the downstream side of a 

steel trolley and highway bridge 50 feet above the water surface.

The " Government" gage, from which continuous records are furnished by the United 

States Weather Bureau, consists of sandstone blocks set in the riprap of the left bank of 

the left channel about 150 feet below the Pennsylvania depot. One foot vertical equals 5 

feet on the incline.

In order to compare the relative heights of the water surface in the two channels, the 

United States Geological Survey installed a standard chain gage in the right channel June 

1, 1905. It is bolted to the outside of the upstream hand rail in the second span from the 

Ohio side of the bridge, from which discharge measurements are made^ length of chain, 

58.46 feet. The datum of the two gages is the same. This gage is but temporary, and 

during 1905 was read twice each day.

The bench mark for the Weather Bureau gage is the high-water mark of February 7, 

1884, cut in the stone bottom of the ogee on top of the water table on the southwest corner 

of the custom-house, corner of Sixteenth and Market streets; elevation, 53.1 feet above 

the zero of the gage. On June 1, 1905, the elevations of the foot marks of this gage were 

obtained, the 6.00 mark being assumed to be correct. Thus each foot mark in the ston« 

flagging gage is a bench ffia.rk., Elevations belQW.5,.00 feet were ng^ determined,,
OHIO RIVER DRAINAGE BASIN. 21

Bench marks were established for the chain gage as follows: (1) The highest point on 

the corner of the upstream side of the right abutment of the bridge over the right channel, 

marked by black paint; elevation, 52.60 feet; (2) the southeast corner of the southwest 

stone support of the crossing watchman's tower, about 100 feet beyond the west end of 

the bridge; elevation, 48.96 feet. Elevations refer to the datum of both gages, which is 

610.29 feet above sea level. '

Discharge measurements of Ohio River at Wheeling, W. Va., in 1905.

Date.

Prior to 1893 a .

1892. 

October 10-13 6

1905. 

March 14. .....

March 14. .....

March 17......

March 20....'..

March 21......

March 21......

March 22.....*.

March 22......

March 24. .....

March 24. .....

April 13. ......

April 19.......

April 21.......

Hydrographer.

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

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

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

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

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

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

:... .do.. ............ ................

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

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

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

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

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

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

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

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

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

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

R. H. Bolster.......................

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

.....do......'......................-.

Width.

Feet.

c642

1,362

1,352

1, 326

1,285

1,457

1,461

1,489

1,489

1,486

1,486

1,488

1,486

1,482

1,482

1,457

1,457

1,452

1,344

1,259

1,266

1,192

1,201

1,231

1,212

Area of 

section.

Square 

.feet.

c3,472

19,920

19,300

17, 410

15,040

38,890

42,750

54,780

57,360

59,580

60,510

58,830

56,790

49,250

45,550

37,560

35,050

30,830

18,700

11, 710

11, 490

9,054

9,799

12, 310

10,270

Mean 

velocity.

Feet per 

second.

eO.88

4.10

4.01

3.80

3.45

5.89

6.13

6.23

6.18

6.07

6.05

5.73

5.60

5.20

4.99

4.95

4.80

4.83

3.65

2.46

2.44

1.62

1.84

2.56

1.93

Gage 

height.

Feet. 

8.50

1.10

14.35

13.94

12.37

10.43

28.20

30.80

38.90

40.70

42.05

42.50

41.60

40.30

35.20

32.70

27.20

25.50

22.44

13.06

7.51

7.35

5.20

5.78

7.78

6.20

Discharge.

Secondfeet.

36,260

3,050

81,740

77, 440

66,280

51,850

229,200

261,900

341,100

354, 400

361,600

365,780

336,900

318, 100

255,800

227,300

186,100

168, 100

149, 100

68,380

28,760

27,990

14, 640

18,040

31,500

19,800

a From Weather Bureau Report. *

b Computed from three measurements at Davis Island Dam, Pa., and two measurements at Marietta, 

Ohio, made by army engineers in October, 1892. 

c Left channel (Wheeling side) only.
22 STREAM MEASUREMENTS IN 1905, PART V.

' Daily gage height, in feet, of Ohio River at Wheeling, W. Va.,for 1905.

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............

39............

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

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

Jan.

10.6

9.4

8.8

8.0

8.5

8.8.

7.5

6.8

6.1

6.0

6.0

5.9

6.9

17.3

17.4

13.7

11.3

9.3

8.0

7.3

7.2

7.2

7.0

6.6

6.5

6.0

5.2

3.9

3.1

3.9

Feb.

44

4.4

5.9

6.8

7.6

7.6

6.9

6.9

6.9

8.9

9.1

. 17.6

147

15.3

15.3

15.1

14.3

a 10. 3

a 11. 8

a 10. 5

13.8

15.4

Mar.

17.7

17.7

16.7

15.3

14.3

140

14.4

13.4

17.9

25.7

27.7

26.3

20.3

14 9

13.0

11.3

10.5

10.9

14.9

28.2

3Q 7

41.8

34.0

26.2

23.2

21.2

1Q Q

17 9

15.9

Apr.

14.0

12.4

10.9

9,8

8.9

8.2

7.6

7.9

7.9

8.5

8,9

11.6

13.1

11.9

8.4

8.1

7.9

7.6

7.3

7 Q

8 9

11.8

14.3

13.4

11.5

9 9

9

1

9 4

Q 7

May.

8.8

8.2

7.5

6.8

6.5

6.2

6.0

7.0

6.9

6.9

7.0

7.8

9.0

13.5

12.6

14.2

14 4

12.1

10.5

Q 9

8.4

7 9

7.0

6.6

6.0

5.9

E; A

4 9

5.1

c 9

5.6

June.

5.3

5.0

5.6

6.6

5.9

5.3

5.0

7.6

9.4

9.0

8.0

8.3

8.3

8.8

7.9

7.3

7.1

7.9

7.9

9.5

9.5

10.9

13.7

16.3

14.3

12.3

11.0

9 6

9 0

7 9

July.

6.6

6.0

5.9

6.0

6.6

6.9

7.9

8.8

9.5

9.9

8.4

7.7

7.9

8.3

9.6

9.9

8.6

6.9

6.9

6.0

6.1

9.0

8.0

6.6

5.9

6.8

5.0

5.0

43

5.8

Aug.

13.4

11.4

8.9

7.3

6.1

5.6

5.2

4.9

4.5

4.6

4.8

4.6

47

5.0

6.1

8.1

11.4

11.3

9.3

7.9

6.5

5.7

5.5

5.2

5.9

6.1

7.1

8.1

6.9

5.7

5.0

Sept.

4.9

4.5

4.0

3.7

3.1

3.4

3.3

3.1

2.9

2 9

2

Q

3.4

10.7

10.3

8.7

7.1

6.2

6.1

6.0

5.7

5.7

6.5

5.9

5.1

47

42

3.8

.3.4

9 O

Oct.

2.9

2.8

2.8

3.0

3.3

4.0

46

3.9

3.4

'3.0

2.9

2.9

3.1

4.1

5.9

6.1

6.2

5.7

5.1

6.8

9.0

15.9

13.1

10.5

9.0

8.6

8.1

8.2

8.5

7.9

6.9

Nov.

6.5

6.2

6.2

6.6

6.5

6.1

6.2

6.7

7.9

8.6

8.7

8.0

7.9

7.3

6.9

6.6

6.6

6.6

6.4

6.6

6.4

6.1

5.9

5.5

5.1

5.0

5.0

5.0

6.0

Dec.

22.0

20.9

19.3

29.35

30.6

23.9

17.5

13.7

11.6

10.6

9.9

9.3

8.3

7.9

7.3

6.9

6.3

6.0

5.9

5.9

6.6

8.6

13.6

15.9

15.3

13.6

11.3

10.3

9 3

9.6

13.6

o Estimated; river frozen February 18-25; gage heights, March 20-26, are means of four or five readings 

per day as taken by a hydrographer of the Survey. 

6 Crest of flood, 42.7.

NOTE. These gage heights refer to Weather Bureau gage.
OHIO EIVER DRAINAGE! BASIN. 23

Station rating table for Ohio River at Wheeling, W. Va.,from May 1, 1882, to December 31,

1905.

Gage 

height.

Feet.

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

Discharge.

Second-feet.

2,890

3,050

3,220

3,390

3,570

3,750

3,940 -.

4,140

4,340

4,550

4,760

4,980

5,200

5,430

5,660

5,900

6,150

6,400

6,660

6,930

7,200

7,480

7,760

8,050

8,340

8,640

8,940

9,250

9,570

9,890

10,220

10,560

10,900

11,250

11,600

11,960

Gage 

height.

Feet.

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.10

6.20

6.30

6.40

6.50

6.60

6.70

6.80

6.90

7.00

7.10

7.20

7.30

7.40

7.50

7.60

7.70

7.80

7.90

8.00

8.20

Discharge.

Second-feet.

12,330

12,710

13, 100

13, 500

13,900

14, 310

14,740

15, 190

15, 660

16, 150

16,650

17, 170

17, 700

18,250

18, 810

19,390

19,990

20,600

21,230

21,870

22,520

23, 180

23,850

24,530

25, 220

25,920

26,630

27,350

28,080

28,810

29,540

30,280

31,020

31,760

32,500

34,000

Gage 

height.

Feet.

8.40

8.60

8.80

9.00

9.20

9.40

9.60

9.80

10.00

10.20

10.40

10.60

10.80

11.00

11.20

11.40

11.60

11.80

12.00

12.20

12.40

12.60

12.80

13.00

13.20

13.40

13.60

13.80

14.00

14.20

14.40

14.60

14.80

15.00

15.50

16.00

Discharge.

Second-feet.

35, 500

37,000

38,500

40,000

41,500

43,000

44,500

46,000

47, 500

49,020

50,540

52, 060

53,580

55,100

56, 640

58,180

59, 720

61, 260

62,800

64, 360

65,920

67,480

69,040

70,600

72, 180

73, 760

75, 340

76,920

78,500

80, 100

81,700

83,300

84,900

86,500

90,550

94,600

Gage 

height.

Feet.

16.50

17.00

17.50

18.00

18.50

19.00

19.50

20.00

20.50

21.00

21.50

22.00

22.50

23.00

23.50

24.00

24.50

25.00

26.00

27.00

28.00

29.00

30.00

31.00

32.00

33.00

34.00

35.00

36.00

37.00

38.00

39.00

40.00

41.00

42.00

43.00

Discharge.

Second-feet.

98, 700

102, 830

107,000

111,200

115, 450

119, 700

124,000

128, 330

132, 700

137, 100

141,550

146, 040

150,570

155, 140

159, 760

164, 440

169, 150

173,900

183,530

193, 300

203,230

213,300

223,500

233, 830

244, 300

254,900

265,630

276,500

287,500

298,600

309,830J

321,200

332, 700

344,300

356,030

367,900

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

measurements made during 1905, one prior to 1893, and one low-water measurement computed from five 

measurements made by the United States Army engineers above and below Wheeling in 1892.

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

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

and can. be considered accurate within a few per cent.
24 STREAM MEASUREMENTS IN 1905, PART V.

Estimated monthly discharge ofOhw River at Wheeling, W. Va.,for 190,5. 

[Drainage area, 23,820 square miles.]

Month.

February 1-17, 26-28. ........................

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

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

Discharge in second-feet.

Maximum.

106,200 

107,800 

359,600 

80,900 

81,700 

97,060 

46,750 

73,760 

52, 820 

93, 790 

67,480 

229, 700

Minimum.

7,480 

11, 600 

51,300 

27,350 

13,500 

13,900 

11,250 

11,960 

6,660 

6,660 

13,900 

18,250

Mean.

33,480 

54, 110 

142, 400 ' 

46,880 

33, 660 

38,320 

27,430 

25,930 

15,810 

23,280 

24,000 

72,740

Run-off.

Second-feet 

per square 

mile.

1.41 

2.27 

5.98 

1.97 

1.41 

1.61 

1.15 

1:09 

.664 

.977 

1.01 

3.05

Depth in 

inches.

1.63 

1.69 

6.89 

2.20 

1.63 

1.80 

1.33 

1.26 

.741 

1.13 

1.13 

3.52

MISCELLANEOUS MEASUREMENT.

The following discharge measurement was made on Hocking River near Logan, Ohio: 

Discharge measurement of Hocking River near Logan, Ohio.

Date. Hydrographer.

R. W. Pratt. ........... . . .......

Width.

Feet. 

34

Area of 

section .

Square 

feet.

 23.3

Mean 

velocity.

Feet per 

second.

2.36

Gage 

height.

Feet.

(a)

Discharge.

Secondfeet.

54.9

a Water 0.3 feet below northwest upper corner of large flat stone 100 yards below bridge.

ALLEGHENY RIVER DRAINAGE BASIN. 

DESCRIPTION OI" BASIN.

Allegheny River, which, with the Monongahela, forms the Ohio at Pittsburg, rises in 

northern Pennsylvania, flows north into the State of New York, then 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 

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

Congress, third session. Although this river drains a large area, much of which is of an 

elevated and even mountainous character, yet it is of comparatively small value for water 

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

or an average of less than 3 feet per mile. This descent is accomplished without abrupt 

pitches, and even with few rapids having a fall of much consequence. The drainage basin 

of Allegheny River above Redhouse is comparatively rugged and precipitous. It is mostly 

covered with brush and light forest. A considerable amount of snow accumulates in the 

winter and feeds the stream until late in spring. The basin is underlain by shales of the 

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

are no lakes and no artificial storage tributary to the stream. The Cuba reservoir, which 

feeds the Erie Canal through Genesee River, lies on the divide between the Allegheny and 

Genesee drainage basins. A part of the overflow from this reservoir passes into the Allegheny, the rest passes into Genesee River. During about half of the year the river is navigable for small steamers to Franklin, 123 miles above Pittsburg.
ALLEGHENY EIVEE DRAINAGE BASIN. 25

The drainage areas of the river and its chief tributaries are given in the following table: 

. Drainage areas of Allegheny River and tributaries.

Stream.

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

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

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

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

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

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

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

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

Locality.

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

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

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

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

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

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

Drainage 

area.

Sq. miles. 

11,100

8,688

5,950

5,670

3,050

1,560

1,100

220

935

458

1,180

1,175

526

397

1,846

1,770

403

. ALLEGHESTY RIVER AT REDHOTISE, K. Y.

This station was established September 4, 1903, by R. E. Horton. It is located at the 

Redhouse Bridge, near the stations of the Erie and Pennsylvania railroads and about 5 

miles below Salamanca, N. Y., about 13 miles above the point where the river leaves New 

York State. At Olean, N. Y., the wasteway from the Cuba reservoir enters the stream 

through Olean Creek. This reservoir is located on the divide between Oil Creek, tributary 

to Allegheny River, and Genesee River. The storage is commonly turned into Genesee 

River through the abandoned summit level of Genesee Valley Canal, but may be diverted 

into Oil Creek through the guard lock at the head of the canal.

The discharge measurements from which the accompanying rating table has been prepared were mostly made during the gradual decline of the stream after the culmination of 

the spring freshet of 1905. The stage of the stream remained constant or fell slightly during each measurement, so that the rating table represents the discharge for conditions 

when the stream is statical or falling slightly.

The channel is straight for 800 feet above and below the station, 494 feet wide between 

abutments, broken by two piers. The current velocity is well distributed. The right bank 

is high and does not overflow. The left bank overflows only at flood stages. At extreme 

high water there is an additional flood channel on the left bank. The bed is of gravel and 

is regular.

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.

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

the left span; length of chain, 24.16 feet. The gage is read twice each day by G. H. Smith. 

The bench mark is a circle cut on the downstream side of the left abutment; elevation, 

21.09 feet above the datum of the gage.

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

of the United States Geological Survey:

Description: 98, pp 240-241; 128; pp 45-46.

Discharge: 98, p 241; 128, p 46.

Gage heights: 98, p. 241; 128, p 46.
26 STREAM MEASUREMENTS IN 1905, PART V.

Discharge measurements of Allegheny River at Redhouse, N. Y., in 1905.

Date.

March 25. ......

March. 27. ......

March 28.......

March 28.......

March 29. ......

March 30. ......

March 31. ......

April 1........

April 1........

April 2........

AprU3........

Aprils........

April 4........

Hydrographer.

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

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

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

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

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

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

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

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

.....do........L.....................

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

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

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

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

Width.

Feet. 

368

368

368

368

368

368

368

368

368

368

368

363

363

363

362

357

Area of 

section.

Square 

feet.

3,313

3,412

3,385

3,353

3,168

3,007

2,764

2,489

2,415

2,286

2,045

2,003

1,867

1,797

1,214

993

Mean 

velocity.

Feet per 

second.

5.88

6.25

6.07

6.01

5.65

5.33

4.73

4.09

3.89

3.61

2.94

2.84

2.40

2.32

0.93

0.45

Gage 

height.

Feet. 

9.63

9.91

9.88

9.77

9.34

8.88

8.24

7.44

7.24

6.77

6.11

5.98

5.58

5.41

3.74

3.05

Discharge

Secondfeet.

19,470

21,320

20,570

20,160

17,930

16,040

13,060

10, 170

9,386

8,029

6,015

5,681

4,484

4,161

1,135

446

Daily gage "height, in feet, of Allegheny River at Redhouse, N. Y.,for 1905.

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.

5.52

5.76

5.86

4.46

5.16

5.16

4.91

4.34

4.21

4.26

5.46

5.01

4.81

4.71

4.64

4.5

4.37

4.27

4.23

4.15

4.1

3.4

3.35

4.1

42

4.4

4.45

Feb.

4.5

4.85

4.95

4.75

4.74

4.69

4.54

4.54

4.54

4.52

4.44

4.44

4.44

4.44

4.39

4.39

4.39

4.39

4.36

4.34

4.34

4.33

4.33

4.33

4.33

4.33

4.33

4.41

Mar.

4.43

4.43

4.43

4.43

4.43

4.43

4.43

4.43

4.58

4.83

5.02

5.22

4.92

4.92

4.92

4.92

6.52

11.42

11.57

11.12

9.94

9.64

9.64

9.7

9.92

9.76

9.3

8.8

8.15

Apr.

7.35

6.45

6.0

5.55

5.35

5.18

4.6

4.5

4.65

4 9

4.7

4.6

4.6

45

4.5

4.55

4.85

7.0

7.65

6.4

5.65

5

QC

4 9

46

May.

4.45

4.3

4.25

4.18

4.0

4.35

4.18

4.0

3.9

3.8

3.8

3.8

3.8

3.72

3.7

3.7

3.68

3.6

3.6

3.5

3 48

3.4

3.4

3.4

3.58

3.5

3.5

3.5

June.

3.48

3.4

3.3

3.3

3.3

3.45

5.2

5.25

4.85

4.35

4.45

47

4.5

4.3

402

3.92

4.4

5.25

5.5

5.3

7.18

6.9

6.3

5.6

5.15

4.85

445

4.25

4.05

July.

3.95

402

4.08

4.05

4.6

5.0

5.3

4 45

4.45

A OK

5.1

5.25

5.2

46

4.25

3.98

3.82

3.68

3.38

3.26

3.51

3.31

3.26

3.88

3.94

Aug.

3.81

3.58

3.44

3.31

3.14

3.26

3.38

3.31

3.26

3.48

3.46

3.61

3.56

3.54

3.46

3.38

3.28

3.21

3.14

3.06

2.96

2.98

3.0

2.98

2.95

2.95

2.95

Sept.

2.95

2.95

2.92

2.9

2.9

3.0

3.0

3.0

2.9

2.85

2.95

3.7

3.72

3.58

3.35

3.3

3.3

3.5

3.3

3.2

3.2

3.12

3.02

3.0

2.92

2.9

2.9

2.85

2.8

2.8

Oct.

2.8

2.8

2.9

3.0

3.12

3.1

2.88

2.8

2.72

2.75

3

C

4.25

3.95

3.75

3.55

3.4

4.05

46

4 9

5.0

5.0

4.85

46

4.35

415

3.95

3.75

3.62

3.6

Nov.

3.85

4.1

4.0

4.0

40

4.8

5.0

5.0

5.2

5.2

4.6

4 6

45

4.38

43

43

4.2

4.2

4.0

4.0

3.7

3.45

3.45

3.45

8.65

3.35

3.4

3.45

6.4

7.3

Dec.

7.0

5.1

6.55

7.15

6.65

6.3

5.85

5.5

5.25

5.05

485

475

4.55

435

415

3.85

3.5

3.6

3.85

3.55

4.1

6.4

6.2

5.75

5.55

5.15

485

4.65

6.0

7.5

6.65

NOTE. Kiver frozen entirely across from January 1 to March 18, with the exception of a narrow channel near one bank, which appeared February 25 and lasted during the remainder of ice period. During 

frozen period gage was read to surface of ice. Thickness varied from 0.6 to 0.95 feet.
ALLEGHENY BIVEE DRAINAGE BASEST. 27

Station rating table for Allegheny River at Redhouse, N. Y.,from September 4, 1903, to

December 31,1905.

Gage 

height.

Feet.

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

Discharge.

Second-feet.

195

260

328

400

478

 564

658

759

866

978

1,095

1,216

1,341

1, 471'

1,605

1,745

1,891

Gage 

height.

Feet.

4.40

450

4.60

4.70

4.80

4.90

5.00

5.10

5.20

6.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

Discharge.

Second-feet.

2,043

2,200

2; 365

2,540

2,725

2,920

3,130

3,350

3,580

3,820

4,065

4,315

4,570

4,830

5,100

5,375

5,660

Gage 

height.

Feet.

6.10

6.20

6.30

6.40

6.50

6.60

6.70

6.80

6.90

7.00

7.20

7.40

7.60

7.80

8.00

8.20

Discharge.

Second-feet.

5,950

6,245

6,545

6,845

7,150

7,460

7,770

8,090

8,410

8,740

9,400

10,080

10, 790

11,530

12,300

13, 120

Gage 

height.

Feet.

8.40

8.60

8.80

9.00

9.20

9.40

9.60

9.80

10.00

10.20

10.40

10.60

10.80

11.00

11.50

12.00

Discharge.

Second-feet.

13,960

14,800

15,660

16,540

17,420

18,300

19,220

20,140

21,100

22,100

23,100

24,100

25,100

26,200

28,950

31,800

NOTE. The above table is applicable only for open-channel conditions. It is based on 19 discharge 

measurements made during 190:5-1905. It is very well denned between gage heights 3.1 feet and 10 feet.

Estimated monthly discharge of Allegheny River at Redhouse, N. Y., for 1903-1905. 

[Drainage area, 1,643 square miles.]

Month.

1903.

1904. 

March 16-31. .................................

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

December 27-31 ..............................

1905. 

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

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

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

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

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

Discharge in second-feet.

Maximum.

3,130 

8,905 

12, 105 

1,818

26,750 

13,750 

10,430 

9,808 

5,805 

2,043 

2,632 

3,350 

1,341 

12,500

29,885 

10,980 

2,122 

9,334 

5,238 

1,228 

1,119 

. 3,130 

9,740 

10.430

Minimum.

708 

708 

978 

866

2,365 

2,764 

1,341 

564 

611 

400 

400 

1,072 

611 

4,190

12,910 

2,200 

759 

658 

620 

364 

260 

208 

708 

866

Mean.

1,462 

2,262 

2,918 

1,337

10,690 

6,945 

3,927 

2,134 

1,557 

797 

914 

1,985 

839 

7,430

21,620 

3,734 

1,241 

2,905 

1,992 

640 

496 

1,269 

2,201 

4,275

Run-off.

Second-feet 

per square 

mile.

0.890 

1.38 

1.78 

.814

6.51 

4.23 

2.39 

1.30 

.948 

.485 

.556 

1.21 

.511 

4.52

13.20 

2.27 

.755 

1.77 

1.21 

.390 

.302 

.772 

1.34 

2.60

Depth in 

inches.

0.894 

1.59 

1.99

.757

3.87 

4.72 

2.76 

1.45 

1.09 

.559 

.620 

1.40 

.513 

.840

6.38 

2.53 

.870 

1.98 

1.40 

.450 

.337 

.890 

1.50 

3.00

NOTE. No estimates for frozen period.
28 STREAM MEASUREMENTS IN 1905, PART V.

ALLEGHENY RIVER AT KITTANTING, PA.

This station, which is located at Market Street Bridge, was established August 18, 1904, 

by R. J. Taylor.

The channel, which is broken by four piers at the station, is straight for about 500 feet 

above and 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.

Discharge measurements are made from the downstream foot walk of the five-span steel 

highway bridge. The initial point for soundings is the left end of the hand rail on the downstream side of the bridge.

A standard chain gage, which is read twice each day by S. B. Cochrane, is bolted to the 

outside of the upstream hand rail in the first span from the left bank; length of chain, 38.67 

feet. The bench mark is the west corner of the top course of stones of the left abutment; 

elevation, 33.83 feet above gage datum.

A description of this station and gage-height and discharge data are contained in WaterSupply Paper of the United States Geological Survey No. 128, page 47.

Discharge measurements of Allegheny River at Kittanning, Pa., in 1905.

Date.

March 18. ....

March 19. .... 

March 19. .... 

March 19. ....

March 19. ....

March 19. ....

March 19. ....

March 19. ....

March 20. ....

March 20. ....

March 21. ....

March 21. ....

March 22. ....

March 23. ....

March 24. .... 

March 25. ....

April 10. .....

April 14......

April 20......

August 30 . .' .

Hydrographer.

Grover and Morse 

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

N. C. Grover ..... 

Grover and Morse 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

A. H. Horton. .... 

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

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

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

R. H. Bolster.....

E. C. Murphy..... 

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

Width.

Feet. 

869 

869

869 

869 

869

869

869

869

869

869

869

869

869

869

869

869

869

869

869

869

869 

869

809 

860

835

791

680

666 

768

Area of 

section.

Square 

feet.

10,480 

- 10, 340

14, 570 

15,500 

16,380

17, 210

18, 270

19, 770

20,450

25,330

25, 470

25, 510

25,540

22,540

21,860

21,440

19,740

19,200

18, 790

17,000

14, 510 

14,110

5,000 

6,106

5,552

4,919

3,597

3,442 

4,654

Mean 

velocity.

Feet, per 

second.

4.11 

4.27

6.92

7.27 

7.66

7.93

8.41

9.08

9.20

9.29

9.30

9.48

9.48

8.43

8.13

8.28

7.16

7.20

6.91

6.57

5.92 

5.94

2.37 

2.94

2.58

2.24

1.45

1.39 

2.13

Gage 

height.

Feet. 

12.00 

11.85

16.55 

17.59 

18.57

19.48

20.66

22.33

23.08

28.50

28.69

28.71

28.74

25.40

24.65

24.18

22.29

21.69

21.24

19.25

16.48 

16.04

5.54 

6.83

6.17

5.45

3.73

3.53 

5.10

Discharge.

Secondfeet.

43,090 

44,150

100,800 

112, 700 

125,500

136,400

154,600

179,500

188, 100

235. 300

236, 900

241,800

242,000

190,000

177,800

177,500

141,400

138,400

129,800

111, 700

85,960 

83,840

11,860 

17, 970

14,320

11,040

5,222

4,794 

9,941

Remarks.

Floats and meter.

Do. 

Do. 

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Do.

Floats.
. ALLEGHENY EEVEE DRAINAGE BASIN. 29

Daily gage height, in feet, of Allegheny River at Kittanning, Pa., for 1905.

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.

8.1

7.4

7.9

8.5

7.4

6.3

6.1

6.2

6.3

6.4

6.6

10.4

12.3

13.6

15.4

16.1

16.1

146

14.4

14.4

14.4

13.8

13.1

12.3

11.4

10.6

10.1

10.0

9 9

9 9

9.8

Feb.

9.8

9.6

9.6

9.6

9.5

9.0

9.0

8.7

8.4

8.1

9.1

Mar.

9.4

11.6

13.0

18.2

28.2

24.8

21.8

18.4

16.5

16.0

15.8

15.0

14.3

13.7

12.6

11.8

Apr.

10.5

8.9

7.7

7.3

7.0

6.8

6.4

5.9

5.6

5.5

6.4

6.2

6.2

5.8

5.5

5.4

5.3

5.3

5.1

5.3

6.9

9.2

10.6

9.4

8.8

7.2

6.8

6.2

5.9

5.6

May.

5.3

4.9

4.8

4.5

4.2

5.5

5.0

4.7

5.5

6.5

6.9

7.1

7.2

6.7

6.3

5.6

5.1

4.7

4.5

4.2

4.0

3.9

4.2

4.2

4.4

44

4.2

June.

3.8

3.7

3.6

3.4

3.3

3.6

4.3

70

6.8

6.3

5.9

5.6

5.2

5.2

4.7

4.5

4.5

5.0

6.1

7.4

8.3

10.0

9.6

9.3

7.8

6.7

6.4

5.7

5.0

4.6

July.

4.4

4.8

5.1

5.4

6.8

6.6

7.0

9.2

7.7

7.4

5.9

6.0

7.3

8.1

8.6

8.1

7.6

7.0

6.4

6.1

5.8

5.4

4.2

3.8

3.6

3.5

3.4

3.3

3.1

11.4

10.6

Aug.

7.65

6.3

5.3

$-1

4.3

3.9

3.8

3.8

3.8

3.9

4.0

3.6

5.4

6.2

5.8

6.0

6.5

5.6

4.8

4.2

4.2

4.5

4.8

5.2

4.8

4.6

4.2

3.8

3.6

3.4

3.2

Sept.

3.1

3.1

3.1

3.1

2.8

2.8

2.8

2.6

2.5

2.5

4.85

7.4

6.8

5.5

5.0

4.7

4.5

4.5

4.5

4.6

4.5

4.4

4.1

3.7

3.5

3.2

3.1

3.1

3.1

3.2

Oct.

3.3

3.4

3.6

5.0

4.3

3.8

3.6

3.2

2.8

2.8

3.0

1.1

5.5

5.3

5.5

5.4

5.25

4.8

5.6

6.2

9.5

8.2

7.4

7.3

7.3

6.7

6.3

5.3

5.1

 4.9

Nov.

4.7

4.6

4.5

5.0

5.1

5.3

6.2

7.0

8.0

7.6

7.4

6.8

6.6

6.5

6.3

6.1

5.9

5.8

5.6

5.5

5.2

4.8

4.7

4.6

46

d ^

4.8

6.0

9.2

12.0

Dec.

12.8

10.8

14.9

14.8

12.2

10.7

9.0

8.2

7.7

7.3

7.0

6.6

6.4

6.0

5.8

5.2

4.7

4.5

4.4

4.3

5.6

7.8

O 7

9

fi

8.1

7.2

6 9

8 9

9.9

11.2

11.3

NOTE. Ice gorge January 12 to February 12 approximately. River frozen January 12 to March 18. 

The ice jam below Ford City broke on the morning of March 18. Readings during this period were to 

the top of the ice. The following comparative readings were taken:

Date. Water 

surface.

Feet. 

8.9

8.6

8.4

8.2

9.1

9.4

Top of 

Ice.

Feet. 

9.0

8.7

8.4

8.1

9.1

9.4

Thickness of 

ice.

Feet. 

1.9

2.0

2.0

2.0

1.6

The mean gage heights March 18-22 were recorded from several readings made each day by a hydrographer of the Survey. Maximum gage height March 20 was 28.80. Toe best available testimony is to 

the effect that this stage was higher than any since 1865, when the river was probably 6 to 8 inches 

higher. In the freshet of 1832 the stage was probably higher than in 1865.
30 STEEAM MEASDEEMENTS IN 1905, PAET V.

Station rating table for Allegheny River at Kittanning, Pa., from August 18,1904, t° December

31, 1905.

Gage 

height.

Feet.

2.00

2.10

2.20

2.30

2.40

2.50

2.60

. 2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

Discharge.

Second-feet.

1,740

1,840

1,960

2,095

2,245

2,410

2,590

2,785

2,990

3,205

3,430

3,665

3,910

4,165

4,425

4,690

4,960

5,235

5,515

5,805

6,105

6,415

6,735

Gage 

height.

Feet.

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6,10

6.20

6.30

6.40

6.50

Discharge.

Second-feet.

7,065

7,400

7,740

8,085

8,435

8,795

9,165

9,545

9,930

10,320

10,720

11, 130

11,550

11,970

12,400

12,830

13,270

13,720

14, 170

14, 620

15,080

15,540

16,000

height.

Feet.

6.60

6.70

6.80

6.90

7.00

7.20

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

9.00

9.20

9.40

9.60

9.80

10.00

10.50

11.00

Discharge.

Second-feet.

16, 470

16,950

17,430

17,920

18, 410

19, 390

20,400

21,420

22, 470

23,540

24, 620

25,700

26,800

27,910

29,030

30,150

31,280

32,420

33, 570

34, 730

37,660

40,700

Gage 

height.

Feet.

11.50

12.00

12.50

13.00

13.50

14.00

14.50

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

25.00

26.00

27.00

28.00

29.00

Discharge.

Second-feet.

43,850

47, 150

50,630

54,280

58,120

62, 110

66,200

70, 410

79,220 '

88,620

98,620

109,150

120, 330

132, 210

144, 710

157,920

171, 720

185,720

199,950

214, 360

229,030

243,900

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

measurements made during 1904-1905. - It is well defined between gage heights 2.25 feet and 29 feet. At 

the higher stages the rating curve was drawn through measurements made on the falling stage of the 

river in the 1905 spring flood.

Estimated monthly discharge of Allegheny River at Kittanning, Pa., for 1904-1905. 

[Drainage area, 8,688 square miles.]

Month.

1904.

1905.

March 18-31. .................................

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

May 1-5, 10-31 ...............................

July.............:...........................

Discharge in second-feet.

Maximum.

7,740 

8,085 

13, 720 

5,515 

49,920

26,250 

232,000 

38,260 

19, 390 

34, 730 

43, 210 

21,680 

20,400 

31,850 

47,160 

69,560

Minimum.

3,665 

1,740 

2,590 

1,960 

2,095

14, 170 

45,810 

9,930 

5,805 

4,165 

3,665 

3.910 

2,410 

2,990 

7,740 

7,065

Mean.

5,584 

3,094 

6,153 

2,952 

13,870

18, 640 

97, 670 

18,020 

10,380 

13, 640 

15, 870 

8,839 

6,299 

11,050 

14, 430 

27,090

Run-off.

Second-feet 

per square 

mile.

0.642 

.356 

.708 

.340 

1.60

2.14 

11.24 

2.07 

1.19 

1.57 

1.83 

1.02 

.725 

1.27 

1.66 

3.12

Depth in 

inches.

0.167 

.397 

.816 

.379 

1.13

.876 

5.85 

2.31 

1.20 

1.75 

2.11 

1.18 

.809 

1.46 

1.85 

3.60

NOTE. Ice conditions December 12-23, 1904, and January 12 to March 18, 1905; no estimates made. 

Discharge March. 19,1905, increased 20,320 second-feet to allow for increased discharge due to rising
ALLEGHENY EIVEE DRAINAGE BASIN. 31

CHADAKOIN RIVER AT JAMESTOWN, N. Y.

Chadakoin River drains Lake Chautauqua, entering Allegheny Eiver in Pennsylvania 

through Conewango Creek. Lake Chautauqua extends in a northwest-southeast direction. 

Its head is 8 miles from Lake Erie and its water surface is at an elevation of 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 m!les, of which 20.8 square miles comprise 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, at 

the outlet of Lake Chautauqua, near Jamestown, N. Y. The gage was read once each day by 

R. L. Carlson. The station was discontinued March 18, 1905.

A description of the station and gage height and discharge data are contained in WaterSupply Paper of the United States Geological Survey No. 128, pp. 48-49.

Daily gage height, in feet, of Chadakoin Eiver at Jamestown, N. Y., for 1905.

Day.

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

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

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

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

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

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

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

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

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

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

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

Jan.

2.2

2.1

1 9

1.8

1.9

2.1

2.1

2.0

2.0

1.8

2.0

Feb.

2.0

2.0

1.8

1.8

1.7

1.7

1.7

1.7

1.8

1.8

1.8

Mar.

1.4

1.4

1.4

1.4

1.4

1.4

1.6

1.6

1.6

1.8

1.8

Day.

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

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

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

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

16...".........

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

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

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

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

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

-

Jan.

2.0

2.0

2.0

1.9

1.8

1.8

1.8

1.8

1.8

1.8

Feb.

1.8

1.8

1.7

1.7

1.7

1.8

1.6

1.6

1.6

1.4

Mar.

1.8

1.8

1.8

1.8

1.8

1.8

2.0

Day.'

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

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

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

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

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

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

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

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

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

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

Jan.

1.8

2.0

2.0

1.9

1.8

1.8

1.9

2.0

2.0

2.0

Feb.

1.4

1.5

1.5

1.5

1.5

1.5

1.5

Mar.

KISKIMINITAS RIVER AT SAUNA, PA.

This station was established August 17, 1904, by R. J. Taylor. It is located at the 

highway bridge between the village of Salina, Pa., and the Pennsylvania Railroad station, 

and is about 200 feet from the latter.

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.

Discharge measurements were made from the highway bridge until March, 1905, when 

the bridge was carried away by an ice freshet. For the remainder of the year gage heights 

were referred to temporary gage. The data will be published in the 1S06 Progress Report. 

A new highway bridge will occupy a site about 500 feet below that of the old bridge. A 

chain gage will be attached to this as soon as it is completed. The stage of the river is read 

twice each day by J. F. Whitesell. Bench marks were established as follows: (1) A chisel 

draft on a shelf on the downstream corner of the right abutment; elevation, 5.77 feet. 

(2) A chisel draft on the top of the downstream corner of the right abutment; elevation, 

30.39 feet. Elevations refer to the datum of the gage.

A description of this station and gage height and discharge data are contained in Water-- 

Supply Paper of the United States Geological Survey No. 128, pp. 49-50. ,
32 STREAM MEASUREMENTS IN 1905, PART V.

BLACKLJCK CREEK AT BLACKMCK, PA.

This station was established August 16, 1904, by E. J. Taylor. It was located at the 

covered wooden highway bridge one-fourth mile from the railway station at Blacklick, Pa. 

During September, 1905, this bridge was torn down and replaced.

A standard chain gage was established November 9, 1905, on the new bridge, with its 

zero referred to the same datum as formerly; length of jchain, 20.15 feet. While the new 

bridge was being erected, the stage of the river was observed on a staff gage reading to the 

datum of the original gage. The gage is read once each day by Mark Maynard. Bench 

marks were established as follows: (1) A nail in first maple tree from the door of Mr. Maynard's house, 1 foot above ground, driven horizontally and bent over 1 inch from head; 

elevation, 13.92 feet. (2) The heads of four spikes driven into the root of a large maple 

tree 45 feet from the edge of low water and about 190 feet upstream from the bridge; elevation, 12.96 feet. (3) Upper edge of horizontal cross plate at the elevation of the guard 

rail on the upstream side of the bridge, 4.3 feet from the initial point for soimdings; elevation, 14.43 feet. Elevations refer to the datum of the gage.

A description of this station and gage height and discharge data are. contained in WaterSupply Paper of the United States Geological Survey No. 128, pp. 50-51.

Discharge measurements of Blacklick Creek at Blacklick, Pa., in 1905.

Date.

March 14. ......

April 12. .......

April 15. .......

November 2....

Hydrographer.

Groyer and Morse. .................. 

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

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

E. C. Murphy. .......................

E. C. Murphy. .......................

Width.

Feet. 

183

187

188

175

156

140

160

199

Area of 

section.

Square 

feet.

413 

473

558

304

153

104

118

543

Mean 

velocity.

Feet per 

second.

4.17 

4.45

4.33

3.42

1.49

1.23

1.11

.93

Gage 

height.

Feet. 

449 

4.90

5.45

3.86

2.80

2.36

2.35

3.36

Discharge.

Secondfeet.

a 1,724 

« 2, 108

« 2, 416

a. 1,040

a228

a 128

ol31

6507

a Made from coal tipple. 6 Made from new bridge.
ALLEGHENY RIVER DRAINAGE BASIN.

Daily height, in feet, ofBlacklick Creek at Blacklick, Pa., for 1905.

33

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

3.6

3.8

4.1

3.8

3.6

3.5

3.2

3.0

3.3

3.2

3.1

4 4.44 

5.4

4.6

4.1

3.8

3.6

3.4

3.5

3.5

3.3

3.2

3.3

3.0

2.7 

3.0 

3.0

3.0 

3.0

Feb.

.

2.9

3.0

3.0

3.0

3.4

.......

Mar.

7.6

7.4

6.5

5.5

5.1

4.7

4.5

4.4

4.5

5.4

5.9

8.4

7.0

8.6

7.0

6.3

5.0

5.4

5.5 

4.9 

4.5

4.0 

4.0

3.6

Apr.

3.4

3.2

3.2

3.4

3.5

3.4

3.5

3.5

6.1

5.3

4.5

4.0

4.0

3.6

3.6

3.7

3.5

3.4

4.8

5.3

4.6

4.2

3.8

3-6 

3.6 

3.4

3.3 

3.2

May.

3.0

2.9

2.9

2.8

2.8

2.9

3.5

3.4

3.1

2.9

3.0

4.1

3.9

4.4

4.6

4.0

3.8

3.7

3.5

3.3

3.2

3.0

2.9

2.9

2.7

2.7 

2.8 

2.6

2.5 

2.6

3.1

June.

3.1

2.8

9 7

2.7

2.7

5.9

4.6

3.9

3.5

42

4.4

4.0

3.6

3.3

3.1

3.1

3.0

3.7

3.2

. 4.2

5.8

4.9

4.4

4.0

3.7 

3.4 

3.2

3.0 

2.9

July.

3.1

3.1

2.9

2.8

3.8

3.3

3.1

4.2

3.5

3.1

3.0

2.9

2 Q

2.9

2.8

2.6

2.5

2.4

2.5

3.0

2.8

2.9

2.7

3.1

2.8

2.6 

2.6 

2.5

3.7 

4.3

4.7

Aug.

4.1

3.7

3.3

3.1

2.8

3.0

3.1

3.0

2.8

2.7

2.8

3.2

3.0

3.9

3.6

3.3

3.0

2.8

2.7

2.7

2.6

2.5

2.4

3.5

3.0

2.7 

2.6

2.6 

2.5

2.4

Sept.

2.4

2.3

2.3

2.4

2.3

2.2

2.2

2.1

2.1

2,1

o6.5

4.7

4.0

3.5

3.2

3.2

3.0

2.9

2.8

2.7

2.6

2.5

2.4

2.4

2.3^

2.3 

2.3 

2.3

2.2 

2.2

Oct.

2.2

2.2

2.3

2.2

2.2

2.2

2.2

2.1

2.1

2.0

3.4

4.0

3.3

3.0

2.9

2.9

2.8

2.7

3.7

6.0

4.6

4.1

3.9

3.7

3.8

4.0 

3.7 

3.5

3.3

3.1

3.1

Nov.

3.6

3.3

3.2

3.3

3.2

3.7

3.7

3.5

3.3

3.2

3.1

3.1

3.2

3.1

3.2

3.2

3.1

3.0

3.0

2.9

2.8

2.8

2.8

3.0

2.9 

2.8 

2.9

7.7 

7.0

Dec.

6.4

7.0

10.7

6.5

5.1

4.6

4.0

3.9

3.7

3.6

3.5

3.4

3.3

3.2

3.2

3.2

3.0

3.0

3.0

2.9

4.9

4.5

4.3

4.1

3.6

3.7 

3.6 

3.7

6.5 

5.1

4.4

« Approximate.

NOTE. River frozen entirely across for several miles up and down stream from January 31 to 

March 6. During this period the following comparative readings were made:

Date. Water 

surface.

Feet. 

2.9

3.0

3.0

3.0

3.4

Top of 

ice.

 Feet. 

3.0

3.0

3.0

3.0

3.4

Thickness 

of ice.

Feet. 

0 7

8

8

8

7

IBR 169 06 3
34 STREAM MEASUREMENTS IN 1905, PART V.

Station rating table for Blacklick Creek at Blacklick, Pa., from August 17,1904, to December

31, 1905.

Gage 

height.

Feet.

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

Discharge.

Second-feet.

21

35

51

69

89

112

138

167

Gage 

height.

Feet.

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

Discharge.

Second-feet.

199

233

270

310

354

403

460

525

Gage 

height.

Feet.

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

Discharge.

Second-feet.

597

676

759

846

936

1,029

1,125

1,224

Gage 

height.

Feet.

4.20

' 4.30

4.40

4.50

4.60

4.70

4.80

4.90

Discharge.

Second-feet.

1,327

1,432

1,540

1,650

1,765

1,880

2,000

2,120

NOTE. The above table is applicable onfy for open channel conditions. It is based on 10 discharge 

measurements made during 1904-5. It is not very well denned; above 5 feet the discharge is 

estimated.

Estimated monthly discharge of Blacklick Creek at Blacklick, Pa., for 1904-5. 

[Drainage area, 403 square miles.]

Month.

1904. 

August 17-31.. ......................... .....

December 1-6, 25-31 ..........................

1905.

March 8-31. ..................................

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

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

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

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

Discharge in second-feet.

Maximum.

167 

100 

216 

112 

4,890

2,765 

7,310 

3,730 

1,765 

3,450 

1,880 

1,224 

4,305 

3,590 

6,130 

11,270

Minimum.

35 

32 

28 

35 

60

233 

759 

354 

167 

233 

138 

138 

69 

51 

270 

310

Mean.

88.3 

52.2 

92.8 

63.1 

1,052

757 

3,245 

1,042 

547 

938 

466 

393 

411 

606 

802 

1,776

Run-off.

Second-feet 

per square 

mile.

0.219 

.129 

.230 

.156 

2.62

1.88 

8.05 

2.58 

1.36 

2.33 

1.16 

.975 

1.02 

1.50 

1.99 

4.41

Depth in 

inches.

0.122 

.144 

.265 

.174 

1.26

2.10 

7.18 

2.88 

1.57 

2.60 

1.34 

1.12 

1.14 

1.73 

2.22 

5.08

NOTE. No estimates made during frozen period. ,

MONONGAHELA RIVER DRAINAGE BASIN. 

DESCRIPTION OF BASIN.

Monongahela River is formed near Fairmont, Marion County, in the northern part of 

West Virginia, by the union of its West Fork with Tygarts Valley River. The headwaters 

of the latter stream lie on the slopes and in the valleys of the Appalachian Mountains near 

the eastern boundary of West Virginia, thence they flow northward, draining a hilly and 

mountainous country. West Fork has its headwaters west of those of Tygarts Valley River, 

in the central part of West Virginia, thence they flow northward, draining a hilly country.
MONONGAHELA KIVER DBAINAGE BASIN. 35

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 these tributary rivers 

have steep slopes and collect and discharge their waters quickly, with the result that the 

Monongahela is liable to the excessive freshets for which it is noted. The whole basin was 

once heavily -timbered, but has been thoroughly cleared except about the upper waters of 

the principal streams. Little water power is used in the basin. Navigation extends to 

Fairmont.

MONONGAHELA KIVER AT LOCK NO. 4, PA.

This station was established in March, 1905, for the purpose of studying the flood dis-' 

charge. It is located at the Government dam at Lock No. 4, Pa., and the bridge at Belle 

Vernon, Pa.

The channel is straight for 800 feet above and below the bridge. The velocity of the 

current is small, except at high stages. The right bank is high and does not overflow. 

The left bank is low, clean, and liable to overflow. The bed of the stream is composed of 

sand and gravel and is permanent. There are three channels at all stages, and no obstruction to the flow.

The discharge at high water is determined by computations of the flow over the crest of 

the dam, and that at low water by current-meter measurements from the bridge. The 

initial point for soundings at the bridge is the center of the hand-rail post over the left 

abutment on the downstream side.

There are two timber gages, graduated to feet and tenths, one at the head of the locks 

and the other below. The gages are the property of the army engineers, and daily gage 

readings are furnished by the United States Weather Bureau. The elevation of the zero of 

the upper gage is 726.112 feet above mean sea level; that of the lower gage is 717.816 feet, 

and that of the crest of the dam is 734.94 feet. The crest of the dam is at gage height 8.80 

feet. Bench mark No. 1 is a cross cut on the lower horizontal piece of the hand rail of the 

bridge, upstream side, 162 feet from the initial point for soundings. Its elevation is 10.89 

feet above bench mark No. 2, which is a quarter circle cut on the west corner of the left 

abutment, downstream side. These bench marks are not referred directly to the gage at 

Lock No. 4,2 miles below. Bench mark No. 1 (which is referred to No. 2) is for the purpose 

of referring the water surface at the bridge, when measurement is made, to a permanent 

datum, in order that comparison may be made with other measurements at the bridge. 

In each case the gage height is taken from the lower gage at the lock.

Discharge measurements of Monongahela River at Lock No. 4, Pa-, in 1905.

Date.

March 18. ......

March 23. ......

Hydrographer.

.....do.....................!........

Width.

Feet. 

866 

843 

754

Area of 

section.

Square 

feet.

12,210 

10, 780 

13,790

Mean 

velocity.

Feet per 

second.

1.76 

.95 

2.80

height.

Feet. 

13.6 

9.8 

17.6

Discharge.

Secondfeet. 

21,520 

10,240 

38,680
36 STREAM MEASUREMENTS IN 1905, PART V.

Station rating table for Monongahela River at Lock No. 4, Pa., from March 31,1886, to December

31, 1905.

Gage 

height.

Feet.

12.00

12.10

12.20

12.30

12.40

12.50

12.60

12.70

12.80

12.90

. 13.00

13.10

13.20

13.30

13.40

13.60

13.60

13.70

13.80

13.90

Discharge.

Second-feet.

15,300

15,600

15,900

16,210

16,520

16,840

17, 160

17,490

17,830

18,180

18,540

18, 910

19,290

19,680

20,080

20,480

20,880

21,280

21,680

22,080

Gage 

height.

Feet.

14.00

14.10

14. 20

14.30

14.40

14.50

14.60

14.70

14.80

14.90

15.00

15.20

15.40

15.60

15.80

16.00

16.20

16.40

16.60

16.80

Discharge.

Second-feet.

22,500

22,920

23,340

 23, 760

24, 180

24,600

25,040

25,480

25,920

26,360

26,800

27,700

28, 600

29,500

30,400

31,300

32,200

33,100

34,100

35,100

Gage 

height.

Feet.

17.00

17.20

17.40

17.60

17.80

18.00

18.20

18.40

18.60

18.80

19.00

19.50

20.00

20.50

21.00

21.50

22.00

22.50

23.00

Discharge.

Second-feet.

36,100

37,100

38,100

39,100

40,100

41,100

42,100

 43,100

44,100

45,100

46,100

48,600

51,300

54,050

56,800

59,550

62,300

65,050

67,800

. height.

Feet.

23.50

24.00

25.00

26.00

27.00

28.00

29.00

30.00

31.00

32.00

33.00

34.00

35.00

36.00

37.00

38.00

39.00

40.00

41.00

Discharge.

Second-feet.

70,800

73,800

79,800

85,800

92, 600

99,600

106, 600

113, 600

120,600

127,600

135,000

143,000

151,000

159,000

167,000

175,000

183,000

191,000

199,000

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

measurements, besides slope and we'ir measurements. It is well defined. These gage heights refer 

to the lower gage.

Flood flow of the Monongahela River ai Lock No. 4, Pa., 1886-1905. 

[Lowest stage (3.2 feet) November 21, 1887. Drainage area, 5,430 square miles.]

Date.

1886. 

March 31. .....................

April 1................. .......

April 2...... ...................

April 2........................

April5........................

April 7........................

May 10. .......................

May 10. .......................

May 10. .......................

May 10. .......................

May 10. .......................

May 10. .......................

May 10. .......................

Gageo 

height.

Feet. 

16.5

27.0

25.0

26.0

19.5

6.5

22.0

16.5

11.5

10.2

21.2

24.3

16.5

Discharge.

Sec.-feet. 

33,600

92,600

70,800

79,800

85,800

48,600

62,300

33,600

28,150

57,900

75,600

33,600

Date.

1887.

February 28. .................

-t COO

July 9.................. .......

July 10........................

July 11........................

July 12... .....................

July 13........................

Gage 

height.

Feet. 

14.0

31.0

24.0

16.3

11.7

28.0

24.0

16.3

19.5

20.7

16.5

6.4

26.0

42.0

27.0

14.5

Discharge.

Sec.-feet. 

22, 500

120,600

73,800

32,650

14,500

99,600

73,800

32,650

48,600

55, 150

33, 600

85,800

207,000

92,600

a These gage heights refer to the lower gage.
MONONGAHELA KIVE& BASIN. S7

Flood flow of the Monongahela River at Lock No. 4, Pa-, 1886-1905 Continued.

Date.

1889.

April 13.......................

April 14.......................

April 15.......................

May 31........................

June 1 ........................

June 2 ........................

November 9. ..................

1890. 

January 7 ....................

January 8. ...................

January 9 ....................

January 10 ...................

February 3 ...................

February 4. ..................

February 5. ......... .........

February 6. ..................

February 20. .................

February 22. .................

October 15. ...................

October 16. ...................

1891.

February 24. .................

Gage 

height.

Feet. 

12.7 

27.0 

25.5 

19.5 

13.0 

21.0 

17.7 

8.7

25.0 

19.4 

11.9 

21.4 

18.0

10.0

20.5 

20.0 

16.4 

10.8

21.1 

21.1 

16.2 

11.0

23.5 

19.5 

19.5 

31.8 

28.5 

18.8 

11.8 

20.1 

24.3 

21.5 

15.0

9.0

27.0 

31.3 

20.8 

14.1 

17.0 

24.0 

18.8 

12.3 

21.8 

20.5 

16.3 

19.0 

20.4 

15.3

Discharge.

Sec.-feet. 

17,490 

92,600 

82,800 

48,600 

18, 540 

56,800 

39,600

79,800 

48, 100 

15,000 

59,000 

41,100

54, 050 

51,300 

33, 100

57,350 

57,350 

32,200

70,800 

48,600 

48,600 

' 126,209 

103, 100 

45,100 

14,800 

51,850 

75,600 

59,550 

26,800

92,600 

122, 700 

55,700 

22, 920 

36, 100 

73,800 

45,100 

 16, 210 

61,200 

54,050 

32,650 

46,100 

53,500 

28. 150

Date.

1892.

April 23.......................

April 24. ......................

April 25.......................

1893.

1895.

March 17......................

1896. 

March 19............. .........

March 20. .....................

March 21......................

July 30........................

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

August 1 .....................

August 2 .....................

1897.

February 24. .................

February 25 ..................

February 26. .................

May 14. .......................

May 15........................

May 16........................

December 5 ...................

December 6. ..................

December 7. .........:........

1898.

January 16. ..................

Gage 

height.

Feet. 

11.0

25.7 

28.5 

19.3 

18.0 

21.6 

15.5

16.5 

23.5 

18.2

7.3

24.5 

30.0 

22.0 

15.3 

21.9 

19.0 

14.5 

21.0 

21.7 

16.4

11.2

20.5 

18.6 

14.2 

25.3 

24.0 

15.6

16.0 

36.0 

36.0 

23.0 

14.0 

19.7 

20.6 

14.6 

8.0

20.6 

15.6

14.0 

23.9 

20.0 

15.8 

19.5

Discharge.

Sec.-feet.

84,000 

103, 100 

47,600 

41,100 

60,100 

-29,050

33,600 

70,800 

42,100

76,800 

113,600 

62, 300 

30,400 

61, 750 

46, 100 

24,600 

56,800 

60,650 

33,100

54,050 

44, 100 

23,340 

81, 600 

73,800 

29,500

31,300 

159,000 

159,000 

67,800 

22,500 

49,650 

54,600 

25,040

54,600 

29,500

22,500 

73,200 

51,300 

30,400 

48,600
88 STREAM MEASUREMENTS IN 1905, PART V.

Flood ftow of the Monongahela River at Lock No. 4, Pa., 1886-1905 Continued.

Date.

1S98.

March 17. .....................

March'18. .....................

March 19. .....................

March 20. ..............'.......

March 22. .....................

March 23.................... .

March 24. ................... .

March 26. .. .............. . .

March 27. .....................

March 30.... ...........

October 23. ...................

October 24. ...................

1899.

1900. 

March 1 .......................

March 2. ......................

March 2. ......................

November 26. .................

November 27. .................

November 28. .................

November 29. .................

1901.

Arjril 5.................. .....

heghl Di^harge.

Feet. 

21.0 

16.0 

13.5 

21.9 

16.7 

8.5 ...........

Sec.-feet. 

56,800 

31, 300 

20,480 

61, 750 

34,600

20. 0 51, 300 

16. 7* 34, 600

13.8 

22.5 

20.7 

20.2 

24.7 

23.8 

16.0

12.0

20.7 

14.5 

17.3 

23.3 

21.0 

17.8 

14.0 

21. G 

15.8

15.0 

23.5 

23.0 

15.6

n

c

22.0 

17.5 

14.0 

26.9 

20.0

9

K

23.0 

23.0 

16.5

10.2

21.0 

19.0 

17.6 

33.8 

22.6 

148

18.8 

21.6

21,680 

65,050 

55,150 

52,400 

78,000 

72,600 

31,300

15,300 

73,200 

55, 150 

24,600 

37,600 

69,600 

56,800 

40,100 

22,500 

60,100 

30,400

26,800 

70,800 

67,800 

29,500

62,300 

38,600 

22,500 

91,900 

51,300

67,800 

67,800 

33,600

56,800 

46,100 

39,100 

141,400 

65,600 

25,920

45. 100 

60.100

Date.

1901. 

April 6.........................

April 7........................

ApriLS........................

April 9........................

April 19.......................

April 20.......................

April 21............ ...........

April 22.................'......

April 23.......................

May 27........................

May 28........................

May 29................. .......

1902.

March 4. ......................

March 9. .....-.......---.-.-.-

March 10. .....................

March 11......................

Afiil 9.. ......................

April 10.......................

April 11................ .......

April 12.......................

April 13.......................

April 14. ......................

December 12. .................

December 13. .................

December 14. .................

December 15. .................

December 16

1903.

February 15 ..................

Gage 

height.

Feet. 

20.6 

23.1 

21.6 

17.0 

12.0 

23.3 

25.5 

21.5 

17.2 

19.4 

21.3 

20.0 

17.1 

18.5 

28.5 

 18.5 

16.5 

25.0 

22.0

9.5

28.9 

19.5 

16.4 

21.5 

18. & 

29.5 

25.1 

20.0 

15.6 

11.3

21.6 

19.6

17.2 

20.1 

22.0 

22.7 

21.5 

17.7 

20.0 

25.0 

26.2 

19.0 

17.0 

26.0 

20.5 

14.5

10 9

22.1 

18.9 

16.0 

21.7 

17.8 

10.5

Discharge.

Sec.-feet. 

54,600 

68,400 

60,100 

36, 100 

15,300 

69,600 

82,800 

59,550 

37, 100 

48,100 

58,450 

51,300 

36,600 

43,600 

103, 100 

'43,600 

33,600 

79,800 

62,300

85,200 

48,600 

33,100 

59, 550 

45, 100 

110, 100 

80,400 

51,300 

29,500

60,100 

49,100 

37.100 

51,850 

62,300 

66,150 

59,550 

39,600 

51,300 

79,800 

87,000 

46,100 

36,100 

85,800 

54,030 

24,600

62,850 

45,600 

31,300 

60,650 

40,100
MONONGAHELA KIVER DRAINAGE BASIN. 39

Flood flow of the Monongahela River at Lock No. 4, Pa., 1886-1905 Continued.

Date.

1903.

February 18. .................

February 28 ..................

March 1 .......................

March 2. ......................

March 3.......................

March 23......................

March 24. .....................

March 25............ ..

March 26. ....... ....

January 22 ...................

height.

Feet. 

22.5

28.4

19.2

14.6

32.5

24.6

15.7

13.0

23.2

21.0

14.6

13.8

21.2

20.0

16.8

Discharge.

Sec.-feet.

102,400

47,100

25,040

131, 100

77,400

29,950

18,540

69,000

56,800

25,040

21,680

Date.

1904.

1905.

Gage 

height.

Feet. 

14.2

20.2

16.8

10.2

24.3

19.5 

12.0

91 n

OQ q

9Q ^

18.5

16.5

27.2

20.5

13.4

Discharge.

Sec.-feet. 

23,340

52,400

35,100

15 300

43,600

33,600

94,000

54,050

20,080

CHEAT KIVER NEAR MORGA3STTOWN, TV. VA.

A cable station was established July 8, 1899, by E. G. Paul, at Uneva, about 7 miles 

from Morgantown, W. Va. 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.

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.

A 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. 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; elevation, 21.13 feet above gage datum. On September 28, 1904, a standard chain 

gage was installed on the new steel bridge, known as Ice's Ferry Bridge, near the site of 

the first cable, and both gages have been read since that time. They were set to read 

the same and their records have checked very closely. The published record is that for 

the inclined gage.

This station was discontinued December 31, 1905.

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

of the United States Geolgical Survey:

Description: 36, pp 160-161; 48, p 177; 65, p 290; 83, p 184; 98, p 245; 128, p 52.

Discharge: 36, p 161; 48, p 177; 65, p 290; 83, p 184; 98, p 245; 128, p 53.

Discharge, monthly: 75, p 100.

Gage heights: 36, p 161; 48, p 177; 83, p 185; 98, p 246; 128, p 53.

Rating table: 65, p 323. *

Discharge measurements of Cheat River near Morgantown, W. Va., in 1905.

Date.

March 176.....

Hydrographer.

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

Width.

Feet. 

388

320

Area of 

section.

Square 

feet. 

2,754

1,946

Mean 

velocity.

Feet per 

second.

2.08

3.05

Gage 

Height.

Feet. 

4.80

5.62

Discharge.

Second 

feet.

5,717

5,945

a- Measurement made from bridge. Gage height referred to chain gage.

& Measurement made from cable. Gage height.referred to inclined staff gage.
40 STREAM MEASUREMENTS IN 1905, PART V.

Daily gage height, in feet, of Cheat River near Morgantown, W. Va.,for 1905.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

3.8

3.6

3.6

3.65

3.45

3.4

3.45

3.35

3.2

3.2

3.3

6.45

9.85

7.05

5.45

4.85

3.95

3.85

3.8

3.8

3.8

3.6

3.5

3.4

3.2

2.8

2.95

2.9

2.95

3.0

3.15

Feb.

2.95

2.85

2.9

2.85

2.9

2.9

3.1

3.4

3.85

5.95

4.8

4.35

7.4

6.25

8.5

8.3

8.35

7.65

6.7

6.55

6.55

7.0

8.0

7.9

7.5

7.85

7.25

6.3

Mar.

5.35

4.55

4.1

3.75

3.7

47

5.55

8.2

11.25

12.65

8.75

7.05

6.2

5.8

f; 4

5.2

5.75

6.05

6.85

8.2

10.85

9.35

7.25

6.1

6.65

6.55

6.05

5.6

tj 1

4.85

4.65

Apr.

4.1

4.0

3.85

3.8

3.8

4.2

4 9

5.05

4.85

4.8

5.8

5.75

4.75

4 6

4 4

4.2

4.05

3.8

3.7

3.7

4.6

5.65

5.35

4 65

4.35

4. 05

4.35

5.9

5 A

4.95

May.

4.4

4 05

3.85

3.7

3.8

4.35

3.95

3.8

3.8

3.55

3.45

7.3

7.45

5.9

8.5

6.75

6.2

5.25

4.8

4.45

4.1

3.85

3.55

3.5

3.3

3.2

3.1

3.0

2.95

3.2

June.

5.9

5.25

4.4

3.75

3.55

3.4

3.5

3.65

3.45

3.3

3.15

3.65

4.55

4.25

3.6

3.25

3.0

3.0

3.0

3.0

3.05

5.3

5.25

4.85

5.9

5.0

6.9

5.45

4.5

3.9

July.

3.7

4.15

3.8

3.65

4 7^;

4.15

3.8

3.8

4.05

3.7

3.65

3.6

3.75

4.45

3.85

3.65

3.45

3.1

2.9

3.8

4.3

3.7

3.8

5.5

4.35

3.7

3.55

" 3.25

3.2

5.15

4.6

Aug.

4.05

3.8

3.45

3.05

2.9

3.4

3.2

3.35

3.05

3.15

3.15

3.15

3.0

3.3

5.2

5.6

5.45

4.3

4.0

3.5

3.45

3.05

2.9

2.75

4.35

5.25

4.25

3.75

3.55

2.9

2.9

Sept.

2.7

2.65

2.5

2.5

2.45

2.4

2.4

2.35

2.3

2.3

2.85

' 4.15

4.1

3.05

2.9

2.7

2.65

2.5

2.45

2.4

2.3

2.3

2.25

2.2

2.1

2.1

2.0

Oct.

2.0

2.0

2.0

2.1

2.05

2.1

2.1

2.1

2.1

2.0

2.0

2.3

3.4

3.2

2.9

2.8

2.55

2.4

2.45

6.6

6.0

5.2

4.65

3.25

3.1

4 it;

5.25

4.55

3 9

3.8

3.65

Nov.

3.55

3.35

3.15

3.1

3.0

3.05

3.4

3.6

3.5

3.45

3.35

3.1

3.0

3.0

9 O

3.0

3.4

3.55

3.4

3.35

3.05

2.8

2.65

2.45

3.3

3.3

3.3

3.3

5.1

7.3

Dec.

t; 9

4 7

8.25

8.0

6.15

5.1

4.55

4.2

4.0

3.9

3.6

3.55

3.45

 ? 4

3.3

3.2

3.15

3.1

3.2

3.2

5.1

5.85

5.95

6.05

4.95

4.15

4.2

4.0

4.15

4.25

4.15

NOTE. These gage heights are referred to the inclined staff gage.

YOTJGHIOGHENY 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.

The channel is straight for about 200 feet above and 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 cobblestone dam about 4 to 6 inches high under the bridge.

Discharge measurements are made from the upstream side of the two-span steel bridge. 

The initial point for soundings is the center of the bridge pin over the right abutment on 

the upstream side of the bridge.

A standard chain gage, which is read once each day by L. L. Mountain, is fastened to the 

downstream hand rail of the bridge; length of chain, 23.26 feet. The gage is referred to 

bench marks as follows: (1) A cross on the head of a rivet in the bedplate at the right 

abutment on .the downstream side; elevation, 20.53 feet. (2) A cross on the lower chord of 

the,bridge under the gage box; elevation, 20.28 feet. Elevations refer to the datum of the

A description of this station and gage-height and discharge data are contained in WaterSupply Paper of the United States Geological Survey No. 128, pages 56-57.
MONONGAHELA EIVEE DBAINAGE BASIN. 41

Discharge measurements of Youghiogheny River near Confluence, Pa., in 1905.

Date.

March 11. ......

March 11. ......

March 28.......

April 22. .......

Hydrographer.

E. C. Murphy.......................

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

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

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

R. H. Bolster......... ..............

Width

Feet. 

260

260

240

240

231

203

231

203

203

Area of 

section.

Square 

feet.

1,365

. 1,303

699

699

553

295

550

256

251

Mean 

velocity.

Feet per 

second.

4.52

4.32

3.42

3.36

3.39

2.27

2.85

2.08

1.99

Gage 

height.

Feet. 

7.02

6.81

4.41

4.42

3.78

2.61

3.79

2.41

2.30

Discharge.

Secondfeet.

6,164

5,628

2,380

2,344

1,872

670

1,567

534

499

Daily gage height, in feet, of Youghiogheny River near Confluence, Pa., for 1905.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

1Q 19..............

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

2.45

2.35

2.6

2.5

2.45

2.4

2.25

2.2

2.1

2.15

2.2

2.45

6.35

4.7

3.55

2.9

2.75

2.55

2.5

2.4

2.45

2.35

2.4

2.4

2.3

2.35

2.3

2.35

2.3

Feb.

2.35

2.3

2.35

2.3

2.55

2.65

3.35

3.45

Mar.

3.55

3.55

5.4

5.45

7.85

8.7

6.75

5.05

4.7

4.45

4.45

5.7

6.45

8.7

8.45

10.25

5.85

4.9

5.2

4.55

4.15

3.7

3.3

3.15

2.9

Apr.

2.75

2.6

2.6

2.5

2.55

2.65

2.75

2.9

2.9

3.05

3.95

3.3

2.95

2.85

2.75

2.6

2.6

2.5

2.75

3.8

3.1

9 S

9 Q

2.85

2.6

May.

2.55

2.4

2.35

2.25

2.25

2.3

2.3

2.35

2.25

2.25

2.4

3.0

2.85

3.2

3.7

3.4

3.0

2.85

2.75

9 fi

9 e;

2.35

2.3

2.25

2.0

2.05

2.1

June.

3.2

2.8

2.7

2.5

2.4

2.3

3.0

2.9

2.75

2.6

4.7

3.6

3.5

3.1

2.7

2.45

2.4

2.3

2.2

2.2

2.1

3.35

3.1

3.4

3.0

2.8

2.9

2.6

2.5

July.

2.45

3.65

3.0

3.9

3.6

4.5

4.8

3.85

3.3

3.15

3.1

2.85

2.55

2.35

2.2

2.15

2.1

2.2

2.7

2.4

2.3

2.7

2.5

2.25

2 1

2.4

4.4

4.0

Aug.

3.6

3.0

2.7

9 55

2.5

2.35

2.2

2.1

2.1

2.3

2.2

2.1

4 c;

4.1

3.2

2.7

2.4

2.3

2.2

2 1

2.0

2

C

4.0

2.65

2.3

2.25

2.2

Sept.

2.1

2.05

2.05

2.05

2.1

2.2

2.25

2.55

2.75

2.9

3.5

3.7.5

3.1

2.6

2.2

2.15

2.1

2.0

1.95

1 9

1.8

1.8

1.8

1.8

1.75

1.65

1.6

Oct.

1.6

1.6

1.8

1.75

1.7

1.65

1.65

1.6

1.6

1.55

1.7

2.3

2.2

2.0

1 Q

1.8

1.75

1.7

1 9

4.1

2.8

2.6

9 t\

3.5

3.3

'3.0

2.8

2.55

Nov.

2.5

2.4

2.3

2.3

2.3

2.45

2.4

2.35

2.3

2.3

2.2

2.2

2.15

2.2

2.2

2.3

2.3

2.35

2.2

9 1

9 ftp;

2 AC

2.0

2

1

2.05

9 n^

2 A{\

5.40

Dec.

3.95

3.5

5.6

4.35

3.7

3.35

3.1

2.9

2.8

2.75

2.7

2.6

2.4

2.35

2.3

2.25

2.25

2.2

3.8

46

A O

4.0

3

C

3.1

2.95

2.85

3.1

2.85

2.75

NOTE. From February 5 to March 6 river was frozen entirely across, except for narrow channel of 

open water under the gage. Thickness of ice, 0.7-1 foot.
42 STREAM MEASUREMENTS IN 1905, PART V.

Station rating table for Youghiogheny River near Confluence,Pa., from September 16, 1904,

December 31, 1905.

Gage 

height.

Feet.

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

Discharge.

Second-feet.

35

57

85

118

156

199

247

299

354

412

473

537

604

Gage 

height.

Feet.

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

Discharge.

Second-feet.

674

746

820

896

974

1,055

1,139

1,226

1,316

1,407

1,501

1,598

1,698

Gage 

height.

Feet.

3.90

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

6.20

Discharge.

Second-feet.

1,801

1,907

2,125

2,351

2,585

 2, 727

3,077

3,337

3,604

3,880

4,166

4,460

4,760

Gage 

height.

Feet.

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

8.50

9.00

9.50

10.00

Discharge.

Second-feet.

5,070

5,390

5,710

6,040

6,375

6,715

7,065

7,420

7,780

8,695

9,620

10,560

11,510

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

measurements made during 1904-5. It is well defined between gage heights 1.3 feet and 7 feet. The 

table has been extended above 7 feet.

Estimated monthly discharge of Youghiogheny River near Confluence, Pa., for 1904-5. 

[Drainage area, 392 square miles.]

Discharge in second-feet. Run-off.

Month.

1904.

September 16-30....

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

November..........

December (17 days).

January.....

March 7-31... 

April........

May.........

June.........

July.........

August......

September... 

October.....

November... 

December....

1905.

Maximum.

101

156

57

2,851

4,992

11,985

1,854

1,961

2,705

2,727

2,467

1,648

4,685

3,604

7,870

Minimum.

46

27

3'

57

354

8%

604

299

354

326

299

118

101

299

412

Mean.

58.9

62.4

49.3

836

806

4,425

924

714

893

1,012

718

534

629

646

1,414

Second-feet 

per square 

mile.

0.150

.159

Depth in 

inches.

0.084

.183

. 126 . 141

2.13

2.06

11.30

2.36

1.82

2.28

2.58

1.83

1.36

1.60

1.65

3.61

1.35

2.38

10.51

2.63

2.10

2.54

2.97

2.11

1.52

1.84

1.84

4.16

NOTE. No estimate during frozen period.
MONONGAHELA RIVER DRAINAGE BASIN. 43

' CASSEL.MAN 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.

The channel is straight for 200 feet above and 500 feet below the station. The current 

is swift. The right bank is high and is not subject to overflow. The left bank 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.

Discharge measurements are made from the upper side of the two-span steel bridge. 

The initial point for soundings is the center of the bridge pin over the right abutment on 

the upstream side.

A standard chain gage, which is read once each day by L. L. Mountain, is fastened to 

the upstream hand rail of the bridge; length of chain, 21.41 feet. The gage is referred 

to bench marks as follows: (1) A chisel draft marked with paint on the right abutment 

on the downstream side; elevation, 17.88 feet. (2) A cross on the top of the lower chord 

of the bridge near the gage; elevation, 18.61 feet. Elevations refer to the datum of the

A description of this station and gage-height and discharge data are contained in WaterSupply Paper of the United States Geological Survey No. 128, pp. 57-58.

Discharge measurements ofCasselman River at Confluence, Pa., in 1905.

Date.

March 11 ......

March 16 ......

March 28 ......

April 17. .......

April 22. .......

June 6 ......... 

November 4 ...

Hydrographer.

...,.do.. .............. ..............

.....do...............:..............

E. C. Murphy. . .....................

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

R. H. Bolster....................... 

Hanna and Grieve ..................

Width.

Feet. 

248

247

230

231

229

214

228

205 

233

Area of 

section.

Square 

feet 

1,186

609

576

605

516

344

559

214 

330

Mean 

velocity.

Feet per 

second.

3.11

3.70

3.74

3.68

2.25

3.54

1.29 

1.59

Gage 

height.

Feet. 

6.16

4.02

3.89

3.99

3.59

2.63

3.73

2.02 

2.30

Discharge.

Secondfeet.

a3,688

2,253

2,155

2,230

1,870

772

1,980

277 

526

alnfluenced by backwater from Yoaghiogheny River.
44 STREAM MEASUREMENTS IN 1905, PART V.

Daily gage height, in feet, of Casselman River at Confluence, Pa., for 1905.

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.

2.15

2.10

2.4

2.35

2.3

2.2

2.15

2.1

2.1

2.1

2.15

2.35

4.7

3.8

2.95

2.5

2.45

2.4

2.4

2.35

2.35

2.25

2.25

2.25

2.2

2.2

Feb.

2.6

2.7

2.7

2.9

2.9

2.9

2.9

Mar.

2.9

2.9

3.5

4.6

6.85

7.3

5.6

4.8

4.5

4.25

4.0

4.0

5.5

6.3

9.0

8.5

10 4

7.5

5.25

4.4

4.9

4.15

3

e

3 9

q n

2.85

Apr.

2.6

2.55

2.65

2.7

2.7

2.75

3.5

3.4

3.05

2.85

2.8

2.7

2.6

2.55

2.5

2.65

2.95

3.7

3.2

2.9

2.8

2.7

9 7fS

9 7^

May.

2.4

2.25

2.3

2.55

2.5

2.45

2.4

2.3

2.25

2.55

2.4

2.75

3.4

3.2

3.1

2.8

2.65

2.5

2.4

2.35

2.25

2.2

2.15

2.1

2.2

2.0

2.0

2.15

June.

2.3

2.2

2.05

2.0

2.5

2.75

2.6

2.5

5.7

4.1

3.35

3.0

2.65

2.45

2.4

2.3

2.2

2.2

3.35

3.3

3.7

3.2

2.9

2.8

2.3

2.2

July.

2.4

2.95

2.55

2.4

2.3

2.4

3.25

3.6

2.9

2.6

3.1

2.75

2.8

2.5

2.3

2.2

- 2.1

2.0

2.0

2.9

2.35

2.2

2.1

2.5

2.25

2.1

2.0

2.1

2.6

3.0

Aug.

2.6

2.25

2.1

2.0

2.3

2.25

2.1

2.0

1.95

1.9

3.2

2.8

2.4

2.3

5.4

4.25

3.2

2.8

2.5

2.35

2.2

2.2

2.1

2.0

3.2

3.0

2.3

2.2

2.55

2.3

Sept.

2.2

2.1

2.1

2.1

2.2

2.25

2.35

2.65

2.85

2.95

4.85

3.8

2.9

2.5

2.2

2.- 2

2.2

2.15

2.1

2.05

2.0

1.95

1.9

1.9

1.85

1.85

L8

1.8

1.8

1.8

Oct.

1.7

1.8

2.5

2.25

2.0

1.8

1.75

1.7

1.65

.1.95

2.8

2.35

2.15

2.05

2.0

1.95

1.9

2.15

6.1

3.7

3.0

2.7

2.6

2.5

3.2

3.0

2.8

2.6

9 55

2.5

Nov.

2.5

2.4

2.3

2.3

2.3

2.3

2.3

2.3

2.25

2.2

2.15

2.15

2.1

2.1

2.1

2.2

2.25

2.25

2.15

2.05

2.0

2.0

2.0

2.0

1.95

1.95

2.0

2.35

5.65

4.75

Dec.

3.2

3.0

8.4

5.1

4.35

3.3

3.0

2.9

2.8

2.7

2.6

2.5

2.4

2.3

2.2

2.15

2.15

2.2

2.15

2.1

4.0

4.3

3.7

3.4

3.0

2.8

2.7

2.6

3.0

2.7

2.5

NOTE. From January 27 to March 6 river frozen entirely across. Thickness of ice, 0.6-0.8 foot. 

During this time gage read to top of ice. February 15 water overflowed ice and froze under gage, 

increasing the reading 0.2 foot, approximately.

Station rating table for Casselman River at Confluence, Pa., from September 16, 1904, t°

December Si] 1905.

Gage 

height.

Feet.

1.50

1.60

1.70

1.80

1.90

2.00

2.10

Discharge.

Second-feet.

30

58

95

141

196

260

331

Gage 

height.

Feet.

2.20

2.30

2.40

2.50

2.60

2.70

2.80

Discharge.

Second-feet.

408

491

579

671

767

866

967

Gage 

height.

Feet.

2.90

3.00

3.10

3.20

3.30

3.40

Discharge.

Second-feet.

1,070

1,175

1,281

1,388

1,496

1,605

Gage 

height.

Feet.

3.50

3.60

3.70

3.80

3.90

4.00

Discharge.

Second-feet.

1,715

1,825

1,935

2,045

2,155

2,265

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

measurements made during 1904-5. It is fairly denned between gage heights 1.5 feet and 4 feet. Owing 

to backwater from Youghiogheny River the discharge for higher-gage heights is liable to be in considerable error and is therefore only approximate.
MONONGAHELA KIVER DRAINAGE BASIN. 45

Estimated monthly discharge ofCasselman River at Confluence, Pa., for 1904-5. 

[Drainage area, 482 square miles.]

Month.

1904.

December 1-10, 24-31 ........................

1905.

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

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

Discharge in second-feet.

Maximum. Minimum.

44 

58 

44 

2,368

2,881 

4,763 

1,935 

1,605 

3,457 

1,825 

3,299 

2,981 

3,658 

3,431 

4,'468

22 

14 

17 

44

331 

1,018 

671 

260 

260 

260 

196 

141 

76 

228 

3H1

Mean.

28.5 

26.0 

26.2 

467

643 

2,910 

964 

630 

913 

690 

752 

551 

656 

580 

1,224

Run-off.

Second-feet 

per square 

mile.

0.059 

.054 

.054 

.969

1.33 

6.04 

2.00 

1.31 

1.89 

1.43 

1.56 

1.14 

1.36 

1.20 

2.54

Depth in 

inches.

0.033 

.062 

.060 

.649

1.29 

5.62 

2.23 

1.51 

2.11 

1.65 

1.80 

1.27 

1.57 

1.34 

2.93

NOTE. No estimates for ice period.

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.

The channel is straight for 25 feet above and 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.

Discharge measurements are made from the lower side of the single-span steel bridge. 

The initial point for soundings is the center of the bridge pin over the left abutment on the 

left side of the bridge.

A standard chain gage, which is read once each day by L. L. Mountain, is fastened to the 

downstream hand rail of the bridge; length of chain, 17.52 feet. The gage is referred to 

bench marks as follows: (1) A cross on the top of a bolt in the bedplate of the bridge at 

the right abutment; elevation, 14.16 feet. (2) A cross on the lower chord of the bridge 

under the gage box; elevation, 14.74 feet. Elevations refer to datum of the gage.

A description of this station and gage-height and discharge data are contained in WaterSupply Paper of the United States Geological Survey No. 128, pp. 58-59.
46 STEEAM MEASUEEMENTS IN 1905, PAET V.

Discharge measurements of Laurel Hill Creek at Confluence, Pa., in 1905.

Date.

March 11 ......

March 11 ......

March 16 ......

March 28 ......

April 17........

April 22. .......

Hydrographer.

E. C. Murphy.......................

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

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

E. C. Murphy.......................

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

R. H. Bolster.......................

Width.

Feet. 

100

100

100

100

98

90

100

Q7

90

Area of 

section.

Square 

Feet.

293

262

214

220

196

167

228

114

167

Mean 

velocity.

Feet per 

second.

3.18

3.45

2.78

3.04

2.89

1.45

3.00

.52

1.02

Gage 

height.

Feet. 

3.79

3.63

3.05

3.11

2.98

2.45

3.21

1.98

2.30

Discharge.

SecondFeet.

933

903

595

665

568

242

684

59

171

Daily gage height, in feet, &f Laurel Hitt CreeTc at Confluence, Pa., for 1905."

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.

2.3

9 ^

2.5

2.45

2.45

2.4

2.25

2.15

2.05

2.0

2.05

2.25

3.7

3.3

3.0

2.65

2.6

2.5

2.35

2.35

2.3

2.25

2.3

2.3

2.2

2.25

Feb.

2.25

2.9

2.85

2.9

2.85

2 9

2.85

Mar.

2.85

2.85

3.65

4.85

5.2

3.85

3.2

3.2

3.15

3.05

3.15

4.0

4.5

7.65

6.55

7.95

5.2

3.75

3.3

3.5

3.2

3.1

2.95

2.7

2.6

2.5

Apr.

2.45

2.35

2.3

2.3

2.35

2.4

2.45

2.45

2.4

2.45

2.9

2.9

2.7

2.6

2.5

2.5

2.4

2.4

2.4

2.5

2.65

3.15

2.8

2.65

2.6

2.5

2.6

2.9

2.65

2.55

May.

2.45

2.4

2.35

2.35

2.45

2.4

2.3

2.25

2.15

2.15

2.2

2.55

2.45

2.95

3.0

2.8

2.6

2.5

2.4

2.4

2.3

2.25

2.2

2.15

2.15

2.1

2.15

2.15

2.1

2.15

2.05

June.

2.05

2.05

2.0

2.0

2.0

1.9

2.7

2.5

2.4

2.3

4.45

3.7

3.1

2.75

2.5

2.4

2.3

2.2

2.15

2.15

2.1

4.6

3.8

3.85

3 4

3.2

2.85

2.6

2.45

2.35

July.

2.35

2.45

2.3

2.25

2.2

2.2

2.2

2.3

2.15

2.3

2.2

2.2

2.3

2.2

2.15

2.05

2.0

2.0

1.9

2.45

2.2

2.1

2.0

2.4

2.2

2.15

2.1

2.05

2.3

2.4

3.25

Aug.

2.8

2.5

2.35

2.4

2.3

2.25

2.25

1.9

1.9

1.85

2.8

2.55

2.3

2.3

4.0

4.3

3.35

2.9

2.6

2.35

2.3

2.3

2.2

2.1

2.35

2.2

2.1

2.05

2.0

2.3

2.2

Sept.

2.15

2.1

2.1

2.1

2.25

2.3

2.3

2.6

2.8

2.9

4.15

3.1

2.9

2.55

2.4

2.3

2.2

2.15

2.1

2.05

2.0

1.95

1.9

1.9

1.9

1.85

1.8

1.8

1,8

1.8

Oct.

1.8

1.8

2.1

1.95

1.85

1.75

1.7

1.7

1.7

1.65

2.3

2.4

2.15

2.05

1.95

1.9

1.85

1.8

2.2

4.1

3.15

2.65

2.5

2.4

2.35

2.65

2.5

2.45

2.35

2.35

2.3

Nov.

2.4

2.3

2.3

2.3

2.4

2.4

2.35

2.35

2.3

2.25

2.2

2.2

2.2

2.2

2.15

2.25

2.25

2.2

2.2

2.15

2.1

2.1

2.05

2.1

2.05

2.05

2.0

2.5

4.75

3.9

Dec.

3.15

3.0

6.85

4.05

3.3

2.95

2.75

2.65

2.55

2.45

2.45

2.4

2.4

2.35

2.35

2.3

2.25

2.25

2.2

2.15

3.5

3.5

3.2

2.95

2.75

 2.65

2.55

2.5

3.1

2.75

 2.6

NOTE. Creek frozen over January 27 to March 7, inclusive. 

of ice. Thickness of ice, 0.7-1 foot.

During this period gage was read to top
BEAVEK KIVEK DKAESTAGE BASIN.

Station rating table for Laurel HiU Greek at Confluence, Pa., from September 16, 1904,

December 31,'1905.

height.

Feet. 

1.60

1.70

1.80

1.90

2.00

Discharge.

Second-feet.

7

13

24

41

64

Gage 

height.

Feet. 

2.10

2.20

2.30

2.40

Discharge.

Second-feet. 

93

128

169

215

Gage 

height.

Feet. 

2.50

2.60

2.70

2.80

Discharge.

Second-feet. 

266

321

379

440

Gage 

height.

Feet. 

2.90

3.00

3.10

3.20

Discharge.

Second-feet. 

503

568

634

701

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

measurements made during 1904-5. It is well defined between gage heights 1.8 feet and 3.2 feet. Above 

3.2 feet the discharge is estimated and may be considerably in error, as the creek is affected by backwater from Casselman and Youghiogheny rivers.

Estimated monthly discharge of Laurel Hill Creek at Confluence, Pa., for 1904-5. 

[Drainage area, 126 square miles.]

Month.

1904. 

September 16-30. ............................

December 1-11, 26-31..... .......... ........

1905.

March 8-31. . ................................

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

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

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

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

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

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

Discharge in second-feet.

Maximum.

24 

24 

13

882

916 

1,106 

668 

568 

1,080 

730 

1,044 

1,019 

1,010 

1,091 

1,056

Minimum.

10 

7 

7 

13

64 

266 

169 

78 

41 

41 

32 

24 

10 

64 

110

Mean.

13.7 

10.8 

10.8 

191

247 

793 

304 

204 

375 

153 

258 

192 

169 

201 

427

Run-off.

Second-feet 

per square 

mile.

0.109 

.086 

.086 

1.52

1.96 

6.29 

2.41 

1.62 

2.98 

1.21 

2.05 

1.52 

1.34 

1.60 

3.39

Depth in 

inches.

0.061 

.099 

.096 

.961

1.90 

5.61 

2.69 

1.87 

3.32 

1.40 

2,36 

1.70 

1.54 

1.78 

3.91

NOTE. No estimates for ice period.

BEAVER RIVER DRAINAGE BASIN. 

DESCRIPTION OF BASIN.

Beaver river is formed by the junction of Mahoning and Shenango rivers just below 

Newcastle, Pa. Mahoning River flows through a hilly and important territory. There 

are numerous water-power developments on it, and it forms an important adjunct in the 

water supply and sewage disposal of many towns along its course.
48 STEEAM MEASUREMENTS IN 1905, PART V. 

MAHONING RIVER AT YOTJ>TGSTOW>r, OHIO.

This station was established May 23, 1903. It is located about 2 miles below the center 

of the city of Youngstown, Ohio, at the highway bridge near the plant of the Hazelton Steel 

Company.

The channel is straight for about 800 feet above and 200 feet below the bridge, and is 200 

feet wide between abutments. The left bank is fairly high and is subject to overflow only at 

extremely high water. The right bank is low and overflows in floods. The section is fairly 

regular and the bed of the stream is composed of gravel and small bowlders, probably not 

subject to change. The current is sluggish at extremely low water.

Discharge measurements are made from the single-span highway bridge. The initial 

point for soundings is the face of the parapet wall of the east abutment on the upstream side.

The vertical gage, consisting of a 1 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, when a standard chain 

gage was installed, having a length of 25.36 feet from the end of the weight to the marker. 

The gage was read during 1905 by John McVean. Bench marks were established as follows: 

(1) The top of the copper bolt on the face of the east abutment near the upstream corner; 

elevation, 9.37 feet. (2) The northwest corner of the bridge seat of the west abutment; 

elevation 17.12 feet. (3) A cut in the end stone of the second tier from the-top oithe north 

wing wall of the west abutment; elevation, 21.34 feet. (4) A cut in the top hand rail at a 

point 35 feet from the cast abutment on the upstream side; elevation, 25.88 feet. The 

elevation of the center of the pulley on which the chain of the gage runs is 23.61 feet. Elevations refer to datum of gage.

Information in regard to this station is contained in the following publications of the 

United States Geological Survey (Ann=Annual Report; WS=Water-Supply Paper):

Description: WS 38, p 238; 128, p 60.

Discharge: Ann 20, iv, p 198; WS 98, p 239; 128, p 60.

Discharge, monthly: WS 128, p 62.

Gage heights: WS 98, p 239; 128, p 61.

Rating table: WS 128, p 61.

Discharge measurements of Mahoning River at Youngstown, Ohio, in 1905.

Date.

May 23........

June 22... . ....

Hydrographei.

R. Winthrop Pratt. ................

Sidney K. Clapp. ................... 

R. Winthrop Pratt. ................

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

Width.

Feet. 

75

166

160 

158

158

Area of 

section .

Square 

feet.

119

389

602

482

443

Mean 

velocity.

Feet per 

second.

0.%

1.85 

.96

.75

Gage 

height.

Feet, 

1.41

1.09

2.25 

1.51

1.40

Discharge.

Secondfeet.

422

276

1,116 

465

332

o Ice gorge below.
BEAVER RIVER DRAINAGE BASIN. 49

Daily gage height, in feet, of Mahoning River at Youngstown, Ohio, for 1905.

Day.

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

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

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

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

( 

..............

I::::::::::::::

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

11

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

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

14..:...........

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

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

is...:..........

19

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

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

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

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

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

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

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

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

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

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

Jan.

1.8

1.5

1.15

1.1

1.15

M

J

.86

.9

2.1

2.8

2.42

1.8

1.5

1.4

1.2

1.14

1.2

1.3

1.2

.9

.8

.76

.8

.76

Feb.

0.75

.72

.7

.65

.6

.72

.7

.75

.8

.78

.68

.-72

.85

g

1.0

.92

.97

.84

.72

.76

.85

1.05

1.1

1.35

1.6

2 4

2.5

2.9

.......

Mar.

2.4

1.95

1:75

1.7

1.7

2.15

2.8

7.0

7.0

7.0

6.2

^ Q

^ n

9 1

2.1

1 o

2.4

4.0

9 6

11.5

11.5

9.0

6.4

4.0

3.6

3.1

2.5

2.2

1.95

1.95

1.5

Apr.

1.4

1.45

1.3

1.22

1.2

1.15

1.1

1.08

1.15

1.1

1.5

1.58

1.6

1.6

i ^

1.25

i ^

1.5

1.95

2.2

5.4

4.2

3.2

2.4

1.95

1.5

1.45

1.5

1.35

1.35

May.

1.15

1 1 C

.95

.95

1.0

.95

1.0

.95

Q9

.85

Q9

4.6

5.5

2 0

2.5

2

K

2.15

2.3

2.0

1.85

1.4

1.3

1.15

1.0

.85

.5

3.0

2.7

1.7

1.5

1.3

June.

1.15

.95

.98

2.3

2.0

1.65

1.4

4.9

4.8

4.6

2.25

2.0

4.9

6.6

3.9

3.0

2.6

1.25

1.1

1.0

.9

July.

1.0

1,15

1.95

1.5

1.6

1.55

1.4

1.2

1.0

QK

1.0

1.4

6.4

8.4

6.4

2.5

1.75

1.55

1.3

5.2

6.2

2.6

1.85

l.«5

1.35

1.0

.95

.75

.8

2.25

2.0

Aug.

1.6

1.15

.95

.75

.6

.75

.85

.9

1.0

1.25

1.15

1.0

3.9

3.6

3.8

2.7

2.7

2.6

2.5

2.0

2.3

2.7

3.6

5.5

3.3

1.9

1.45

1.25

1.18

Sept.

1.15

1.05

.9'

.8

1.0

.92

1.1

.9

.85

.7

1.95

3.8

3.2

1.95

1.55

1.65

1.5

2.4

2.6

3.7

4.8

3.3

2.15

1.25

1.45

1.2

.95

.9

.6

.75

Oct.

0.85

.9

1.1

1.2

1.3

1.25

1.1

.95

.85

.75

1.05

1.0

1.55

1.4

1.3

1.25

1.25

1.25

1.75

2.7

3.05

2.75

2.05

1.9

1.75

1.6

1.4

1.35

1.15

1.05

1.1

Nov.

1.25

1.3

1.35

1.3

1.2

1.5

2.5

2.4

2.05

1.85

1.75

1.6

1.55

1.45

1.4

1.45

1.5

1.7

1.75

1.5

1.35

1.25

1.15

1.1

1.1

1.15

1.3

1.65

5.35

6.3

Dec.

4.3

3.9

4.0

5.0

' 3.55

2.6

2.25

2.2

2.15

2.1

1.75

1.65

1.55

1.5

1.15

1.2

1.2

1.1

1.15

1.15

3.45

6.5

6.0

3.9

2.8

2.25

2.05

2.25

1.75

2.0

1.95

NOTE. Practically no ice conditions at the station, owing to hot water from steel plant. 

IBR 169 06 4
50 STREAM MEASUREMENTS IJS 1905, PART V.

Station rating table for Mahoning River at Youngstown, Ohio, from January 1

December 31,1905.

to

Gage 

height.

Feet.

0.50

.60

.70

.80

.90

1.00

1.10

1.20

1.30

1.40

1.60

1.60

1.70

1.80

1.90

2.00,

Discharge.

Second-feet.

51

80

113

151

195

244

296

350

406

464

524

586

651

719

790

863

Gage 

height.

Feet.

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

Discharge.

Second-feet.

938

1,014

1,091

1,170

1,250

1,330

1,410

1,490

1,575

1,660

1,745

1,830

1,920

2,010

2,110

2,210

Gage 

height.

Feet.

3.70

3.80

3.90

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

Discharge.

Second-feet.

2,310

2,410

2,510

2,610

2,810

3,030

3,250

3,470

3,690

3,910

4., 150

4,390

4,630

4,870

5,130

5,390

Gage 

height.

Feet.

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

8.50

9.00

 9.50

10.00

10.50

11.00

11.50

Discharge.

Second-feet.

5,650

5,910

6,180

6,460

6,740

7,020

7,300

7,580

8,330

9,080

9,830

10,600

11,400

12,200

13,050

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

measurement made during 1903-1905. It is fairly well defined between gage heights 0.9 foot and 2.5 

feet. The table has been extended beyond these limits, being based on 1 measurement at 7.8 and 1 at 10.8 

feet, the latter being recomputed by the use of low-water soundings. Below 0.9 foot the curve is unsatisfactory, probably owing to the influence of the dam below, as at low stages the water may fall below the 

crest.

Estimated monthly discharge of Mahoning River at Youngstown, Ohio, for 1905.

 [Drainage area, 958 square miles.]

Month.

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

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

Discharge in second-feet.

Maximum.

1,490 

1,575 

13,050 

4,150 

4,270 

5,650 

8,180 

4,270 

3,470 

1,702 

5,260 

5,520

Minimum.

136 

80 

524 

286 

51 

195 

132 80~ 

80 

132 

296 

296

Mean.

406 

310 

3,310 

'754 

780 

1,518 

1,351 

1,009 

759 

506 

822 

1,464

Run-off.

Second-feet 

per square 

mile.

0.424 

.324 

3.46 

.787 

.814 

1.58 

1.41 

1.05 

.792 

.528 

.858 

1.53

Depth in 

inches.

0.489 

.337 

3.99 

.878 

.938 

1.23 

1.63 

1.21 

.884 

.609 

.957 

1.76

a Discharge interpolated for missing gage heights.

MUSKINGUM RIVER DRAINAGE BASIN. 

DESCRIPTION OF BASIN.

Muskingum River is formed by the junction of Walhonding and Tuscarawas rivers in the 

east-central part of Ohio, flows southward and enters Ohio River at Marietta, Ohio.

MUSKINGUM RIVER AT ZANESVILLE, OHIO.

This station was established March 11, 1905. It is located at the Sixth Street Bridge, 

Zanesville, Ohio, 1,000 feet above the lowest lock which is maintained by the War Department which furnishes the gage heights. It is about 3,000 feet below a dam and about the 

same distance below the entrance of Licking River, which also has a dam near its mouth. 

The drainage area of Muskingum River at this station is 5,828 square miles.
MUSKINGUM KIVEE DRAINAGE BASIN. 51

The channel is straight for 1,000 feet above and below the station. The river broadens 

out oh the right side just above the bridge. The right bank is thinly wooded, the water 

being confined within the abutments of the bridge. The left bank is clean, being formed by 

the artificial embankment of the canal. The bed of the stream is composed of gravel and silt 

and is not liable to change. There is but one channel at all stages, divided by three piers at 

low water and five piers at high water. The current is swift above the gage height of 10 feet. 

All of the flow except a small amount of leakage passes between the abutments of the bridge.

Discharge measurements are made from the upstream side of the Sixth Street Bridge. 

The bridge consists of six spans, having a total length of 800 feet. The easternmost span of 

the bridge is a drawspan over the canal. The initial point for soundings is the center of the 

iron post forming part of the hand rail over the west abutment, upstream side.

The gage is in two sections. The lower section is graduated to feet and tenths on the 

wooden crib adjacent to the extreme south end of the east lock .wall. The upper section is a 

cast-iron plate, graduated to feet and tenths, set vertically in the masonry of the east lock 

wall at the extreme south end. Bench marks were established as follows: (1) On top of the 

west wall of the lock at upper gage; elevation, 699.92 feet. (2) A square cut in the masonry 

on the east wall of the lock at the upper gage opposite bench mark No. 1; elevation, 699.73 

feet. (3) Gage reading of 29.00 feet, at an elevation of 694.86 feet above mean sea level. 

(4) Miter, sill, equal to the zero of the gage, which is at an elevation of 665.86 feet above 

mean sea level.

Discharge measurements of MusTcingum River at Zanesvitte, Ohio, in 1905.

Date.

March 11 ......

March 16 ......

May21........

July 9.........

August 28 .....

October 30. ....

Hydrographer.

R. W. Pratt..... ...................

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

E. C. Murphy.......................

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

R. W. Pratt........................

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

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

Width.

Feet. 

531

510

501

472

489

475

495

Area of 

section.

Square 

feet.

6,269

2,841

2,656

2,923

4,684

2,474

2,279

2,180

2,275

Mean 

velocity.

Feet per 

second.

4.11

2.25

2.37

2.88

3.70

2.27

1.60

1.34

1.54

Gage 

height.

Feet. 

16.85

9.75

9.83

10.50

13.20

9.20

8.70

8.60

8.75

Discharge.

Secondfeet.

25,800

6,409

6,295

8,416

17,350

5,628

3,640

2,926

3,501

Daily gage height, in feet, of MusTcingum River at Zanesville, Ohio, for 1905.

Day.

9

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

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

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

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

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

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

W..~.. ......

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

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

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

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

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

Apr.

8.6

8.5

8.7

9.4

9.7

9.6

9.2 

8.7

May.

9

8.8

8.5

8.4

8.3

8.2

8.2

8.2

8.3

8.2

8.3

12.4

18.5

15.6

18.2 

18.4

June.

9.7

9.5

9.0

8.6

8.6

9.9

8.8

8.6

10.3

9.8

Q S

9.4

10.6

10.3

9.8 

9.3

July.

8.8

8.8

8.7

8.9

10.0

10.0

2.5

Q S

Q S

8 9

8.5

8.4

8.4

9.0

9.8 

8.8

Aug.

8.1

8.1

7.9

7.8

7.7

7.7

7.7

7.7

7.7

7.7

7.7

8.1

9.4

9.1

8.9 

12.6

Sept.

8.0

7.9

7.8

7.9

7.9

7.8

7 9

7S

7.8

7.7

7.9

9.8

10.5

9.5

8.8 

8.7

Day.

17..........

18..........

19..........

20..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31..........

Apr.

8.7

8.5

8.4

8.4

8.7

11.4

11.6

11.1

11.2

9.4

9.2

9.2

9.2

9.1

May.

18

15.2

12.6

11.7

10.7

10.1

9.6

9.2

9.0

8.8

10.2

10.0

10.0

9.8

9.8

June.

9.8

12.2

13.3

11.7

13.0

13.6

14.9

15.2

15.1

13.6

11.6

10.3

9.7

9.2

July.

8.5

8.3

8.1

8.3

8.9

9.0

8.5

8.3

8.1

8.2

8.1

8.0

8.0

8.0

8.0

Aug.

14.2

12.6

10.0

10.2

10.1

9.9

9.2

8.7

8.5

8.6

9.0

9.0

8.5

8.2

8.0

Sept.

9.7

10.7

10.1

10.4

11.2

11.7

10.0

9.5

9.0

8.8

8.6

8.3

8.3

8.2
52 STREAM MEASUREMENTS IN 1905, PART V.

LICKING RIVER AT PLEASANT VALLEY, OHIO.

This station was established November 14, 1902. It is located at the highway bridge 

300 feet north of the railroad station at Pleasant Valley, Ohio, and 9 miles northwest of 

Zanesville, Ohio. The drainage area of Licking River at this station is 696 square miles.

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. The current is sluggish.

Low-water measurements are made by wading and high-water measurements from the 

bridge to which the gage is attached. ' The initial point for soundings is a cross in the top 

stone of the downstream side of the south abutment of the bridge.

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 was read during 1905 by A. B. Lebold. 

The gage is referred to bench marks as follows: (1) Nails driven into a telephone pole at 

elevations from 12.92 to 14.92 feet, respectively. (2) Three copper nails driven into a walnut tree about 400 feet to the right of the right end of the bridge, arranged vertically and 

having elevations, respectively, 14.92, 15.92, and 16.92 feet. (3) A nail driven into the 

outside guard timber near the gage box; elevation, 21.52 feet. Elevations refer to datum 

of the gage.

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

of the United States Geological Survey: /

Description: 83, pp 181-182; 98, p 229; 128, p 63.

Discharge: 83, p 182; 98, p 229; 128, p 63.

Discharge, monthly: 98, p 231; 128, p 65. , Gage heights: 83, p 182; 98, pp 229-230; 128, p 64.

Rating table: 98, p 230; 128, pp 64-65.

Discharge measurements of Licking River at Pleasant Valley, Ohio, in 1904-5.

Date.

1904.

1905.

March 16.... ..

June 19 ........ 

July9. ........

October 30....'.

Hydrographer.

R. W. Pratt .........................

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

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

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

Sidney K. Clapp .................... 

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

R.W. Pratt.. .......................

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

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

Width.

Feet. 

78

95

122

80

79

80 

70

65

67

69

Area of 

section.

Square 

feet.

353

499

647

355

337

317 

255

242

241

284

Mean 

velocity.

Feet per 

second.

1.48

2.70

2.67

1.26

1.49

1.23 

1.36

.47

1.00

1.12

Gage 

height.

Feet. 

3.14

4.70

6.00

3.13

2.86

2.40 

1.92

1.58

2.33

2.32

Discharge.

Secondfeet.

524

1,343

1,728

447

502

391 

347

114

241

318
MTJSKINGUM RIVEB DBAINAGE BASIN. 53

Daily gage height, in feet, of Licking River at Pleasant Vattey, Ohio, for 1905.

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.

2.7

2.6

2.45

2.3

2.3

2.3

2.4

2.25

3.0

3.25

3.3

3.5

4.8

3.9

3.15

2.25

Feb.

2.2

3.0

3.0

3.2

3.8

4.4

5.3

5.0

6.4

7.1

6.9

5.9

Mar.

5.7

4.7

49

3.4

3.3

3.3

3.2

8.8

10.5

4.2

4 1

3.7

3.4

3.2

3.2

3.3

3.3

3.8

5.3

5.5

5.3

4.4

3.9

3.6

3.3

3.1

2.9

2.8

2.6

Apr.

2.4

2.3

2.2

2.2

2.2

2.1

2.1

2.0

2.0

2.0

9 A

3.6

2.9

2.6

2.4

2.3

2.2

2.1

2.0

2.0

2.5

5.5

3.8

3.1

2.8

2.5

2.5

2.4

2.4

2.9

May.

2.7

2.4

2.2

2.2

9 ft

9 ft

2 A

2 A

2.0

10.7

7 *}

5.0

7 Q

5.5

6.8

4.8

4.1

3.6

3.3

2.9

2.7

2.5

2.4

3.3

3.8

2.8

2.5

2.7

41

June.

3.3

2.7

2.4

2.2

6.4

4.0

3.3

9 7

2

C

2.4

2.3

9 1

1

2. j

9 1

4.0

3.4

9 7

2.2

4.4

3.4

3.6

2.8

2.4

2.2

2.0

i a

1.8

1.8

July.

1.7

3.4

2.2

2.2

2.2

2.0

1.9

1.9

2 ft

1.8

1.8

1.8

1.8

1.8

1.8

1.7

1.6

1.6

1.6

1.5

1.5

1.5

1.5

1.5

1.4

1.4

1.4

1.7

1.5

Aug.

1.5

1.5

1.4

1.4

1.4

1.4

1.4

1.7

1 P;

6 9

3.4

2.8

3.3

3.1

3.2

2.7

2.5

2.1

1.9

1.8

1.8

1.8

1.7

1.6

1.6

1.6

Sept.

1.5

1.5

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

2 ft

1.9

1.8

1.7

1.6

1.7

5.3

3.4

2.8

3.8

3.7

3.0

2.4

2.1

1.9

1.8

1.7

1.6

1.6

1.6

Oct.

1.6

1.7

44

3.4

2.6

2.0

1.9

1.8

1.7

1.7

1.7

1.7

1.7

1.6

1.6

8.2

7.4

5.3

42

3.2

3.0

2.7

3.0

2 9

2.6

2.4

2.3

Nov.

2.7

2.6

2.5 2.4'

2.4

5.0

4.7

3.9

3.4

3.0

2.7

2.6

2.5

2.4

2.4

2.3

2.3

2.2

2.2

2.1

2.0

2.0

1.9

1.9

2.2

2.2

2.1

2.0

6.1

5.5

Dec.

42

3.9

10.2

6.7

5.0

49

4.8

4.2

3.8

3.4

3.3

3.2

2.8

2.5

2.4

2.3

2.3

2.3

2 3

2.4

4.0

5.8

5.1

4.4

3.6

3.3

3.0

3.0

3.0

3.3

3.1

NOTE. River partly frozen January 4-13 and entirely frozen January 15 to March 2, gage being read 

to top of ice. The following comparative readings were also made:

Date. Water 

surface.

Feet. 

3.15

2.15

3.55

2.8

Top of 

ice.

Feet. 

3.15

2.25

3.55

3.0

Thickness ol 

ice.

Feet. 

0.35

.9

1.4
54 STREAM MEASUKEMENTS IN 1905, PAST V.

KANAWHA RIVER DRAINAGE BASIN. 

DESCRIPTION OF BASIN.

Kanawha River, which rises in Watauga, Ashe, and Alleghany counties, N. C., flows 

northwestward through Virginia and West Virginia and joins Ohio River at Point Pleasant, 

W. Va. In its upper course it is known as New River. The headwaters lie in the Appalachian Mountains, among the high ridges which form the divides between the drainage 

basin of this river and Yadkin River on the east and Holston River on the west. The upper 

tributaries drain narrow valleys of the mountainous region of North Carolina, and their 

slopes are generally steep and their'beds rough. The main river cuts the Allegheny Front 

just below Pearisburg, Va.; thence the river's course is through a narrow valley of West 

Virginia over a rough bed with many falls and rapids." The basin is as beautiful and 

picturesque as any in the eastern part of the United States. The country on its lower 

courses, through which the Chesapeake and Ohio Railway passes, is noted for its scenic 

beauty. Below the junction with the Gauley the river is known as the Kanawha.

The principal tributaries of New River are Little River, which empties near Radford, 

Va., and the Greenbriar, which rises in the eastern part of West Virginia and joins the New 

at Hinton, W. Va.

NEW KIVEB AT BADFOKD, VA.

This station was established August 1, 1898, by D. C. Humphreys. It is located at the 

highway bridge near the Norfolk and Western Railway station.

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.

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 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 place 

February 23, 1900, the datum being the same as that of the old gage. December 1, 1903, 

the wire gage was replaced by a standard chain gage. At this time the gage datum was 

lowered 3.41 feet. The length of the chain is 87.00 feet. The gage is read twice each day 

byC. L. Gillaspie. The gage is referred to bench marks as follows: (1) The bottom of the 

lowest horizontal brace connecting the two cylinders; elevation 7.28 feet. (2) 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. (3) The northwest corner of the top of the stone under the seventh post from the right bank; elevation, 

18.58 feet. Elevations refer to the datum of the chain gage.

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

of the United States Geological Survey:

Description: 27, p 59; 36, pp 161-162; 48, p 178; 65, p 293; 83, pp 190-191; 98, pp 250-251; 128, pp 66-67.

Discharge: 27, p 65; 36, p 162; 48, p 178; 65, p 293; 83, p 191; 98, p 251; 128, p 67.

Discharge, monthly: 75, pp 101-102; 128, p 68.

Gage heights: 27, p 61; 36, p 162; 48, p 178; 65, p 294; 83, p 191; 98, p 251; 128, p 67.

Eating table; 128, p. 68.
KANAWHA RIVER DRAINAGE BASIN. 55.

Discharge measurements of New River at Radford, Va., 1900-1905.

Date.

I960. 

June 27. .......

1901. 

August 8 ......

1904. 

June 18........

October 18.....

' 1905. 

March 18. ......

. Hydrographer.

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

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

R. H. Bolster. ......................

Width.

Feet.

566

556

556

554

560

566

Area of 

section.

Square 

feet.

2,450

3,570

1,965

1,520

1,432

1,378

1,910

1,810

Mean 

velocity.

Feet per 

second.

2.82

4.77

1.83

1.08

.86

.73

1.76

1.44

Gage 

height."

Feet. 

5.03

7.42

4.07

3.40

3.24

3.14

3.98

3.88

Discharge.

Secondfeet.

6,900

17, 30

3,610

1,635

1,240

1,005

3,353

2,615

a All gage heights refer to datum established December 1, 1903.

NOTE. The five circular piers at this station are a few feet below the measuring section for lowwater measurements, but are included in the measuring section for high-water measurements, owing 

to the fact that the meter is carried downstream by the swiftness of the current. The measurements 

for 1904 and 1905 as given above have been computed for one unbroken channel. Measurements June 

27, 1900, and August 8, 1901, have been recomputed for a channel broken by five piers.

Daily gage Tieight, in feet, of New River at Radford, Va.,for 1905.

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..............

*>Q

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

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

Jan.

3.5'

3.5

3.5

3.5

3.0

3.2

3.5

3.6

3.5

3.5

3.6

3.9

5.2

5.7

4.4

4.2

3.8

3.8

3.7

4.0

3.8

4.0

3.7

3.7

3.6

3.5

3.4

3.5

3.4

3.9

3.5

Feb.

3.4

3.4

3.8

3.7

3.7

4.1

3.8

3.7

4.0

3.8

4.0

3

D

3.8

4.5

4.8

4.4

3.9

3.9

3.7

3.9

4.2

4.5

7.8

5.3.

5.2

5.2

5,4

4.8

Mar.

4.5

4.9

4.9

4.7

4.8

4.9

4.6

4.6

4.7

5.5

5.8

5.2

4.7

4.6

4.4

4.2

4.0

4.0

3.8

3.9

3.8

3.9

3.8

3.8

3.7

3.8

3.7

3.8

3.6

3.7

3.6

Apr.

3.7

3.6

3.7

3.7

3.6

4.1

4.6

4.2

4.1

4.0

3.8

3.9

4.2

4.1

4.3

4.1

4.0

3.8

3.6

3.7

3.7

3.6

3.6

3.6

3.5

3.6

3.4

3.5

3.5

3.4

May.

3.5

3.5

3.4

3.5

3.5

3.8

3.9

3.9

3.8

3.7

4.6

6.0

8.1

7.1

8.2

8.8

7.4

6.6

5.0

4.8

4.2

4.0

4.6

3.7

3.8

3.8

3.9

4.1

4.0

3.7

4.0

June.

3.8

3.7

3.3

3.2

3.2

3.1

3.2

3.2

3.1

3.2

3.2 3.l'

3.2

3.2

3.3

3.5

3.5

3.5

3.5

3.5

3.3

3.7

3.7

3.4

3.4

3.4

3.3

3.3

July.

3.3

3.2

3.7

3.7

3.5

5.5

5.0

4.1

4.0

3.8

3.5

6.45

21.6

10.6

7.2

6.7

4.8

4.7

4.6

4.5

4.4

4.4

5.3

5.0

4.7

4.4

4.0

4.0

4.9

4.8

4.1

Aug.

3.9

3.1

3.1

3.8

.3.5

3.5

4.6

5.3

5.2

5.2

5.9

6.0

6.1

5.8

5.3

5.3

4.8

4.4

4.4

4.4

4.2

3.8

3.8

3.8

3.6

4.1

3.8

3.7

3.7

3.7

3.7

Sept.

3.6

3.7

5.0

4.9

5.2

.4.5

4.4

4.3

4.0

3.9

3.8

3.9

3.8

3.7

3.8

3.7

3.6

3.7

3.5

3.5

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

Oct.

3.5

3.5

3.5

3.5

3.4

3.4

3.3

3. a

3.3

3.3

3.3

3.3

3.3

3.3

3.7

3.7

3.5

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.5

3.7

3.8

3.8

3.6

3.6

Nov.

3.5

3.5

3.5

3.5

3.4

3.4

3.4

3.4

3.4

3.4

3.5

3.5

3.5

3.5

3.5

3.4

3.4

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

Dec.

3.2

3.2

3.5

5.7

4.8

4.0

3.8

3.8

 3.7

3.8

4.1

4.1

4.1

3.8

3.8

3.8

3.8

3.9

4.0

4.0

5.6

6.2

6.1

5.7

4.9

4.4

4.2

4.0

4.0

3.9

3.9

NOTE. January 5 and C, water thrown from gage by ice; January 26-29, gage read to surface of ice.
56 STREAM MEASUREMENTS IN 1905, PART V.

Station rating table for New Elver at Radford, Va., from January 1 to December 31, 1905.

Gage 

height.

Feet.

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

Discharge.

Second-feet.

700

920

1,150

1,390

1,640

1,900

2,160

2,430

2,710

3,000

3,290

3,590

3,900

4,220

Gage 

height.

Feet.

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

Discharge.

Second-feet.

4,550

4,900

5,260

5,630

6,000

6,380

6,770

7,160

7,550

7,940

8,340

8,740

9,140

9,540

Gage 

height.

Feet.

5.80

5.90

6.00

6.10

6.20

6.30

6.40

6.50

6.60

6.70

6.80

6.90

7.00

7.20

Discharge.

Second-feet.

9,950

10, S60

10, 770

11,190

11, 610

12, 040

12, 470

12,900

13,340

13,780

14,230

14, 680

15, 130

16, 030

Gage 

height.

Feet.

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

9.00

9.20

9.40

9.60

9.80

10.00

Discharge.

Second-feet.

16,950

17,900

18,890

19,920

20,990

22,100

23, 250

24,440

25, 650

26, 870

28,100

29,340

30,580

31, 820

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

measurements made June 27,1900, August 8,1901, and in 1904-5. It is well defined between gage heights 

3 feet and 7.5 feet. The table has been extended beyond these limits. Above gage height 7.5 feet the 

rating table is based on the extension of the area and velocity curves and is only approximate.

Estimated monthly discharge of New River at Radford, Va.,for 1905. 

[Drainage area, 2,725 square miles.]

Month.

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

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

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

Discharge in second-feet.

Maximum.

9,540 

18,890 

9,950 

5,260 

24,440 

2,710 

123,800 

11,190 

7,550 

2,710 

1,900 

11,610

123,800

Minimum.

1,640 

1,640 

2,160 

1,640 

1,640 

920 

1,150 

920 

1,640 

1,390 

1,390 

1,150

920

Mean.

2,777 

4,509 

4,435 

2,763 

6,344 

1,588 

10,210 

4,766 

2,885 

1,805 

1,610 

4,312

4,000

Run-off.

Second-feet 

per square 

mile.

1.02 

1.65 

1.63 

1.01 

2.33 

.583 

3.75 

1.75 

1.06 

.662 

.591 

1.58

1.47

Depth in 

inches.

1.18 

1.72 

. 1.88 

1.13 

2.69 

.650 

4.32 

2.02 

1.18 

.763 

.659 

1.82

-20.01

a Ice conditions January 5 and 6; estimates corrected. Ice January 26-29; estimates not corrected.
KANAWHA RIVER DRAINAGE BASIN. 57

GREENBRIER RIVER AT ALDBRSON, W. VA.

Greenbrier River risas 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.

A gaging station was established August 1,1895, by C. C. Babb. It is located at the highway bridge one-half mile above the mouth of Muddy Creek, in the village of Alderson, 

W. Va., 21 miles above Hinton.

The 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 banks are high and not subject to overflow. 

The bed is of rock and gravel and is constant.

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

the center of the pin on the downstream side of the bridge, on the left bank.

The wire gage which was originally installed was located in the third panel of the second 

span, downstream side of the bridge. November 20, 1903, a standard chain gage was 

installed in the same position and at the same datum as the wire gage. The length of the 

chain is 27.81 feet. The gage is referred to bench marks as follows: (1) On the upper end 

of the coping of the first pier from the left bank; elevation, 21.74 feet. (2) On the upper 

end of the bridge seat of the left abutment; elevation, 21.61 feet. (3) The top of the 

water table at the northwest corner of the Merchants' Grocery Company building; elevation, 

26.48 feet. (4) On the lower end of the third floor beam, in the second span from the left 

bank; elevation, 22.75 feet. Elevations refer to the datum of the gage.

Information in regard to this station is contained in the following publications of jthe 

United States Geological Survey (Ann=Annual Report; Bull Bulletin; WS=WaterSupply Paper):

Description: Ann 18, iv, p 111; Bull 140, pp 77-78; WS 15, p 58; 27, p 59; 36, p 163; 48, p 178; 65, p 290; 

83, p 188; 98, pp 248-249; 128, pp 70-71.

Discharge: Ann 18, iv, p 111; Bull 140, p 78; WS 15, p 58; 27, p 65; 36, p 163; 48, pp 178-179; 65, p 290; 

83, p 188; £8. p 249; 128, p 71.

Discharge, monthly: Ann 18, iv, p 113; 19, iv, p 254; 20, iv, pp 202,204; 21, iv, p 159; 22, iv,p 221; WS 75, 

p 100; 83, p 190; 128, p 73.

Discharge, yearly: Ann 20, iv, p 51.

Gage heights: Bull 140, p 78; WS 11, p 41; 15, p 58; 27, p 61; 36, p 164; 48, p 179; 65, p 291; 83, p 189; 98, 

pp 249-250; 128, p 72.

Hydrographs: Ann 19, iv. p 254; 20, iv, p 204; 21, iv, p 159; 22, iv, p 221.

Rainfall and run-off relation: Ann 20. iv, p 202.

Rating tables: Ann 18, iv, p 112; 19, iv,p253; WS39,p445; 52, p 515; 65, p 323; 83, p 189; 128, p 72.
58 STREAM MEASUREMENTS IN 1905, PART V.

Discharge measurements ofGreenbrier River at Alderson, W. Va., in 1905.

Date.

March 22.......

March 22.......

March 23.......

March 23. ......

Hydrographer.

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

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

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

Width.

Feet. 

416

416

416

326

Area of 

section .

Square 

feet.

2,855

2,563

1,732

1,939

367

Mean 

velocity.

Feet per 

second.

5.78

5.33

4.18

4.56

.95

Gage 

height.

Feet. 

7.90

7.17

5.24

5.69

2.01

Discharge.

Secondfeet.

16,480

13,660

7,242

8,842

350

Daily gage height, in feet, ofGreenbrier River at Alderson, W. Va.,for 1905.

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.

9 9

2 OK

2

qc

2.2

2.4

2.2

2.1

2.25

2.35

2.0

2'. 15

2.75

4.5

4 f,f.

3.7

3.3

3.1

2.8 '

2.5

2.5

2.5

2.5

2.45

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

Feb.

2 A

O A

2 4

2.4

2.3

2.2

2.1

1.9

2.0

9 n

1.9

2.0

2.2

2

*>C

2

K

9 AK

2.3

9 ^

2.2

2.1

2.1

2.5

2.5

2.7

2 0

2 0

2.85

Mar.

*> 9

0 or

3.4

4.2

4.2

4.4

5.4

7.9

10.5

8.6

6.4

5.5

4.85

A 7K

4.7

5.0

5.0

5.45

6.2

7.55

5.8

4.6

3.8

3.6

3.4

3.3

3.2

Apr.

3 1

2 95

2 9

2.8

2.7

3.3

3.8

3.65

3.5

3

0

3.2

3.2

3.1

3 A

2 9

2

0

2

7K

2.6

2.5

2.5

2.55

2.65

2.6

2

K

2.5

2.5

3.2

3.1

May.

3 0

2 9

2.8

2.7

2.6

2.5

2.9 "

3.2

3.15

2 0

2.85

11.2

9.3

6.3

f, 6.

5.1

4.75

4.4

 ? Q

3.5

3.15

2.95

2.85

2.7

2.6

2.5

2.5

2.45

2.4

2.5

2.5

June.

2.6

2

K

2 A

2.3

2.2

2.2

2.1

2.1

2.0

2.0

2.0

2.0

1 Qf£

2.0

1.9

1 9

1.9

1.9

2.8

3.1

3.15

4.7

3.8

3.5

3.15

2.8

2.5

July.

3 A

2.85

2.65

3-3

3.0

2.8

2.9

2.65

2.5

2.4

2.3

5.5

7.0

5.5

4.1

3.3

3.0

2.75

2.55

2.5

2.35

3.8

5.0

3.85

3.25

2.9

2.65

2.6

2.45

2.45

Aug.

2.25

2 9

2.1

2.2

2.3

2.4

2.4

2.25

2.15

2.5

2.6

2.5

2.4

2.45

2.55

2.65

2.6

2.5

2.35

2.25

2.2

2.1

2.05

2.0

2.1

2.0

2.3

2.2

2.15

2.1

Sept.

2.0

2.1

2.2

2.55

2.4

2.25

2.15

2.0

1.95

1.9

1.9

1.9

2.1

2.0

2.0

1.95

1.9

1.85

1.8

1.8

1.75

1.7

1.7

1.7

1.7

1.6

1.7

1.65

1.6

1.6

Oct.

1.6

1.5

1.7

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.7

1.8

2.0

1.9

2.05

1.9

1.8

1.8

1.75

1.7

1.7

1.7

1.7

1.7

1.75

1.9

2.4

2.95

2.45

2.3

2.3

Nov.

2.1

1 OS

1 QC

1.9

1.9

1.9

1.9

1.9

2.0

2.05

2.0

1.95

1.9

1 9

1.8

1.8

1.8

1.8

1.85

1.9

2.1

2.3

2.25

2.2

2.15

2.1

2.1

2.05

2.05

2.2

Dec.

2 q

2 4

A 9

6.5

4.5

3.6

3.15

2.95

2.75

2.65

2.5

2.45

2.4

9 1

2.4

2.3

2.25

2.25

2.2

2.4

2.6

6.0

4.8

4.2

3.8

3.55

3.2

3.0

2.9

2 9

2 Q 

. y
SCIOTO RIVER DRAINAGE BASIN. 59

Station rating table for Greenbrier River at Alderson, W. Va., from January 1 to December 31,

1905.

Gage 

height.

Feet.

1.40

1.50

> 1.60

1.70

1.80

1.90

2.00

2.10 '

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

Discharge.

Second-feet.

43

69

103

146

199

263

340

431

537

659

798

954

1,124

1,301

1,483

1,670

1,862

2,059

Gage 

height.

Feet.

3.20

3.30

3.40

3.50 '

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

Discharge.

Second-feet.

2,261

2,468

2,680

2,897

3,119

, 3,346

3,579

3,818

4,062

' 4, 310

4,561

4,815

5,072

5,332

5,595

5,861

6,130

Gage 

height.

Feet.

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.10

6.20

6.30

6.40

6.50

Discharge.

Second-feet.

6,403

6,680

6,960

7,243

7,529

7,818

8,112

8,412

8,718

9,031

9,350

9, 675

10,005

10,340

10,680

11,025

11, 375

Gage 

height.

Feet.

6.60

6.70

6.80

6.90

7.00

7.20

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

9.00

9.50

10.00

Discharge.

Second-feet,

11, 725

12,075

12,425

12,780

13,140

13,860

14,600

15,350

16, 120

16,910

17, 710

18, 510

19,330

20,170

21,030

23,250

25,560

NOTE. The above table is applicable only for open-channel conditions. It is based on 10 discharge 

measurements made during 1903-1905 between gage heights 1.4 feet and 8 feet. It is well defined between 

these limits.

Estimated monthly discharge of Greenbrier River at Alderson, W. Fa., for 1905. 

[Drainage area, 1,344 square miles.]

Month.

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

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

Discharge in second-feet.

Maximum.

5,464 

1,670 

27,940 

3,579 

31,440 

5,861 

13,140 

1,212 

1,039 

1,766 

659 

11,380

31,440

Minimum.

340 

263 

1,124 

954 

798 

263 

598 

340 

103 

69 

199 

537

69

Mean.

1,256 

765 

7,140 

1,728 

4,135 

1,073 

2,598 

681 

310 

294 

347 

2,479

1,900

Run-off.

Second-feet 

per square 

mile.

0.935 

.569 

5.31 

1.29 

3.08 

.798 

1.93 

.507 

.231 

.219 

.258 

1.84

1.41

Depth in 

inches.

1.08 

.592 

6.12 

1.44 

3.55 

.890 

2.22 

.584 

.258 

.252 

.288 

2.12

19.39

SCIOTO RIVER DRAINAGE BASIN. 

DESCRIPTION OP BASIN.

Scioto River rises in the eastern part of Auglaize County, Ohio, flows eastward for 

about 40 miles and then almost due south, entering the Ohio at Portsmouth. Below Columbus, where it is joined by the Olentangy, it is one of the largest and most important
60 MEASUREMENTS IN 1905, PABT v.

streams in the State. The United States Geological Survey maintains stations on both 

^Scioto and Olentangy rivers at Columbus for the purpose of studying the water supply and 

sewage disposal of that city. The river has considerable fall and flows through a hilly 

basin, forming numerous good locations for water-power developments.

SCIOTO RIVJER NEAR COLUMBUS, OHIO.

This station was originally established for the Ohio State board of health on the Grand 

View Avenue Bridge, 3 miles northwest of Columbus post-office, and was reestablished 

on the same bridge for the United States Geological Survey on November 21, 1903.

The main channel is straight for 100 feet above and 200 feet below the station, and 

there is a small island above, which causes a side channel to enter the main channel at 

this point. The banks are high and overflow only in extreme floods. The bed of the 

stream is of clay and coarse gravel, and fairly permanent. At low water the current is 

sluggish.

The bridge from which the discharge measurements are made is a two-span iron highway bridge, 250 feet between abutments. The initial point for soundings is the face of 

the east abutment on the downstream side, and the bridge is marked every 10 feet with 

double nails. At low water this river can be waded with good results below the bridge.

The gage of the United States Geological Survey has its zero at the same elevation as 

the gage which was established for the Ohio State board of health. It is a standard chain 

gage, 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. This gage was read during 1905 by O. M. Fisher. Bench 

marks were established as follows: (1) 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; elevation 34.02 feet. 

(2) The extreme northeast corner of the north stone of the parapet wall of the east abutment; elevation, 34.32 feet. (3) A nail in a telegraph pole 10 feet east of the east abutment at the north side; elevation, 34.95 feet. Elevations refer to the datum of the gage.

Information in regard to this station is contained in the following publications of the 

United States Geological Survey. (Ann=Annual Report; WS=Water-Supply Paper.)

Description: Ann 21, iv, p 169; WS 27, p 60; 36, p 176; 49, p 219; 65, p 295; 98, p 233; 128, p 74.

Discharge: WS 36, p 177; 49, p 219; 98, p 233; 128, p 75.

Discharge, flood: Ann 20, iv, p 214.

Discharge,, low-water: Ann 20, iv, p 214.

Discharge, monthly: Ann 20, iv, p 213; 21, iv, p 170; 22, iv, p 237; 128, p 76.

Gage heights: WS 27, p 65; 36, p 177; 49, p 220; 65, p 296; 98, p 234; 128,p 75.

Hydrograph: Ann 22, iv, p 237.

Rating tables: WS 39, p 446; 52, p 515; 128, p 76.

Discharge measurements of Scioto River near Columbus, Ohio, in 1905.

Date.

May 12........

May 21 ........

June 18.. ...... 

July 10........

October 14.....

Hydrographer.

R. W. Pratt ........................

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

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

S. K. Clapp......................... 

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

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

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

Width.

Feet. 

206

231

247

215

212 

202

173

205

26

Area of 

section.

Square 

feet.

442

1,038

2,370

752

592 

376

312

380

13

Mean 

velocity.

Feet per 

second.

0.65

1.74

4.04

1.77

1.08

.85

.32

.53

1.15

Gage 

height.

Feet. 

9.95

12.65

18.48

11.58

10.65 

9.92

9.43

9.82

8.99

Discharge.

Secondfeet.

287

1,808

9,576

1,332

637 

320

101

200

15

a Made at different section.
SCIOTO EIVEK DRAINAGE BASIN. 61

Daily gage height, in feet, of Scioto River near Columbus, Ohio, for 1905.

Day.

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

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

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

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

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

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

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

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

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

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

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

15.1............

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

10.15

9.95

9.96

9.7

9.6

9.5

9.3

10.06

Q 7

Feb.

9.75

9.8

9.7

11.5

11.3

11.35

12.2

H o

14.5

Mar.

15.5

15.1

14.2

13.9

11.9

11.4

11.4

14.2

14.4

13.2

12.7

12.2

11.5

11.2

10.9

10.8

' 10. 75

11.7

11.15

11.75

11.55

11.4

11.15

10.9

10.7

10.5

10.2

10.1

Apr.

9.95

9.8

9.7

9.7

9.7

9.68

9.65

9.54

9.5

10.7

10.7

10.5

10.3

10.2

10.0

9.7

9.63

'9.6

9.6

11.45

13.3

12.7

12.3

11.7

11.2

10.95

10.7

11.7

12.9

May.

12.2

11.7

11.2

10.75

10.4

10.2

10.15

11.1

11.5

19.3

18.3

16.6

15.5

14.0

13.2

13.0

12.6

12.0

11.45

10.7

10.4

10.25

12.5

11.0

10.2

10.7

10.7

June.

10.7

10.5

10.1

10.0

14.6

14.3

13.6

11.35

11.3

10.85

10.65

10.5

10.3

10.1

10.3

10.55

11.2

12.8

12.5

12.3

11.6

11.1

11.0

10.47

9.74

9.63

July.

9.56

9.5

9.5

9.6

9.6

10.1

9.94

10.0

10.5

10.3

10.2

9.9

9.7

9.5

9.4

9.96

9.62

9.6

9.47

9.32

9.25

9.55

9.48

9.36

9.31

9.16

9.1

9. -11

Aug.

9.1

9.91

9.86

9.7

9.8

9.34

9.28

9.46

11.7

12.3

10.95

15.2

13.9

11.7

10.8

10.7

11.9

n

o

10.4

10.1

9 QO

9

7K

9 AQ

9.6

9.43

9 4Q

Sept.

9.3

9.4

9.62

9.33

9.4 '

9.3

9.15

9.15

9.36

12.5

12.1

11.7

11.15

15.0

14.9

12.6

12.7

13.3

13.1

12.1

11.9

11.35

10.8

10.7

10.4

10.0

9.9

Oct.

11.3

13.2

12.2

11.8

11.3

10.9

10.7

10.3

10.15

10.05

9.97

9.7

9.73

9.7

9.8

9.73

9.7

9.7

10.1

11.5

10.8

10.5

10.3

10.25

10.2

10.15

10.0

9.99

9.85

9.82

9.85

Nov.

10.25

10.1

9.9

9.15

9.15

11.9

11.7

11.6

11.5

11.0

10.6

10.35

10.25

10.15

10.1

10.05

10.3

9.4

9.3

8.95

8.9

8.9

8.9

8.8

8.95

8.9

8.1

8.85

8.9

9.8

Dec.

11.7

11.3

12.8

12.2

11.4

11.2

11.1

11.1

10.65

10.6

1Q.65

10. 5

10.5

10.45

10.4

10.4

10.4

10.15

10.0

9.7

9.8

10.3

13.2

12.9

12.9

11.45

10.75

10.0

10.7

10.15

10.75

NOTE. River frozen over January 8 to February 20, approximately. Gage heights are to water 

surface in hole in ice. The following comparative readings were also made:

Date. Water 

surface.

Feet. 

9.3

10.06

9.7

9.5

9.75

9.8

9.7

Top of 

ice.

Feet. 

9.3

10.1

9.75

9.65

9.9

9.95

9.85

Thickness of ice.

Feet. 

0.25

.3

.4

.4

1.1

1.3

1.3
62 STREAM MEASUREMENTS IN 1905, PART V.

Station rating table for Scioto River near Columbus, Ohio from January 1, 1904, to December

31,1905.

Gage 

height.

Feet.

8.90

9.00

9.10

9.20

9.30

9.40

9.50

9 60

9.70

9.80

9.90

10.00

10.10

10.20

10.30

10.40

10.50

10.60

10.70

10.80

10.90

Discharge.

Second-feet.

12

27

43

61

81

103

128

156

186

218

253

291

332

376

424

475

530

585

645

705

765

Gage 

height.

Feet.

11.00

11.10

11.20

11.30

11.40

11.50

11.60

11.70

11.80

11.90

12.00

12.10

12.20

12.30

12.40

12.50

12.60

12.70

12.80

12.90

,

Discharge.

Second-feet.

830

895

965

1,035

1,110

1,185

1,260

1,340

1,420

1,500

1,585

1,670

1,755

1,845

1,935

2,025

2,120

2,215

2,310

2,410

Gage 

height.

Feet.

13.00

13.20

13.40

13.60

13.80

14.00

14.20

14.40

14.60

14.80

15.00

15.20

15.40

15.60

15.80

16.00

16.20

16.40

16.60

16.80

Discharge.

Second-feet.

2,510

2,715

2,925

3,145

3,365

3,395

3,825

4,065

4,305

4,555

4,805

5,065

5,330

5,600

5,880*'

6,160

. 6,450

6,740

7,040

7,340

Gage 

height.

Feet.

17.00

17.20

17.40

17.60

17.80

18.00

18.20

18.40

18.60

18.80

19.00

19.50

20.00

20.50

21.00

21.50

22.00

22.50

23.00

24.00

Discharge.

Second-feet.

7,640

7,950

8,260

8,570

8,880

9,200

9,520

9,840

10, 170

10, 510

10,850

11,700

12,600

13,500

14,450

15, 410

16, 410

17,440

18,400

20,680

NOTE. The above table is applicable only for open channel conditions. It is .based on 17 discharge 

measurements made during 1904-5. It is well defined between gage heights 9 feet and 12 feet. The 

table has been extended above 12 feet, being based on four measurements from 18 to 23 feet gage height
8CIOTO RIVER DRAINAGE BASIN. 63

Estimated monthly discharge of Scioto River near Columbus, Ohio, for 1904-5. 

[Drainage area, 1,051 square miles.]

Month.

1904.

March................................ r..... 19,470

April........................................ 21,340

May......................................... 1,628

June......................................... 675

July......................................... 8,570

August...................................... 142

September................................... 47

October..................................... 123

November................................... 85

December................................... 895

1905.

January 1-7.................. r............... 354

February 21-28.............................. 4,185

March....................................... 5,465

April........................................ 2,820

May......................................... 11,360

June......................................... 4,305

July................... ; ..................... 530

August.............:........................ 5,065

September................................... 4,805

October..................................... 2,715

November................................... 1,500

December................................... 2,715

Discharge in second-feet.

Maximum. Minimum. Mean

1,072

272

186

116

79

7

15

1

12

27

128

1,035

291

128

354

165

43

43

52

186

0

186

5,334

3,392

412

287

1,528

47.9

27.8

41.7

46.0

130

220

2,192

1,647

697

2,045

1,149

170

724

1,104

570

353

Run-off.

Second-feet 

per square Depth in 

inches.

5.08

3.23

.392

.273

1.45

.046

.026

.040

.044

.124

.209

2.09

1.57

.663

1.95

1.09

.162

.689

1.05

.542

.336

.854

5.86

3.60

.452

.305

1.67

.053

.029

.046

.049

.143

.054

.622

1.81

.740

2.25

1.22

.187

.794

1.17

.625

.375

.985

NOTE. The estimates for 1904 are a revision of those published in the 1904 report, being based on 

additional data. 

No estimate for frozen period.
64 STKEAM MEASUREMENTS IN 1905, PABT V.

RIVER OTIAR COLUMBUS, OHIO.

This station was established October 7, 1903, in connection with the water-supply and 

sewage-disposal investigations of the city of Columbus, Ohio. It is located 4 miles north 

of the Columbus post-office and one-fourth mile west of North High street, at the Dodridge 

street bridge.

The channel is straight for 300 feet above and 500 feet below the station. Both banks 

are high and overflow only at high stages. The bed of the stream is composed of sand and 

clay. The current is sluggish.

Discharge measurements are made from the two-span highway bridge 200 feet long 

and by wading below the bridge. The initial point for soundings is the east face of the 

west parapet wall.

A standard chain gage is bolted to the hand rail of the bridge on the upstream side; 

length of the chain from the end of the weight to the marker, 36.15 feet. The gage was 

read during 1905 by A. D. Winegardner. The gage is referred to bench marks as follows: 

(1) The northwest comer of the topstone of the north wing of the west abutment; elevation, 34.99 feet. (2) A cut in the top of the hand rail over the gage 31 feet from the initial 

point for soundings; elevation, 39.89 feet. (3) The center pin of the west end of the north 

truss; elevation, 38.60 feet. Elevations refer to the datum of the gage.

Information in regard to this station is contained in the following publications of the 

United States Geological Survey (Ann=Annual Report; WS=Water-Supply Paper):

Description: WS 27, p 60; 36, p 175; 49, p 218; 65, p 295; 98, pp 234-235; 128, p 77.

Discharge: WS 27, p 65; 33, p 175; 49, pp 218-219; 98, p 235; 128, p 77.

Discharge, low water: Ann 20, iv, p 215.

Discharge, monthly: Ann 20, iv, p 216; 21, iv, p 169; 22, iv, p 238; 128, p 79.

Gage heights: WS 27, p 65; 36, p 176; 49, p 219; 65, p 295; 98, p 235; 128, p 78.

Hydrograph: Ann 22, iv, p 238.

Rainfall and run-off relation: Ann 20, iv, p 216.

Rating tables: WS 39, p 446; 52, p 515; 128, pp 78-79.

Discharge measurements of Olentangy River near Columbus, Ohio, in 1905.

Date.

May 13........

May 20........

June 19........ 

August 23..... 

October 26.....

Hydrographer.

R. W. Pratt... .....................

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

S. K. Clapp ......... ................. 

R.W. Pratt........................ 

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

.....do................!.............

Width.

Feet. 

140

170

150

150 

138 

138

141

Area oi 

section.

Square 

feet.

571

1,308

699

763 

561 

527

676

Mean 

velocity.

Feet per 

second.

2.88

1.18

1.25 

.43 

.35

1.04

Gage 

height.

Feet. 

7.15

11.98

8.24

8.50 

7.32 

7.10

8.10

Discharge.

Secondfeet.

169

3,865

823

951 

244 

180

704
SC1OTO RIVER DRAINAGE BASIN. 65

Daily gage height, in feet, ofOlentangy River near Columbus, Ohio, for 1905.

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.

7.2

7.2

7.0

6.9

6.9

6.9

6.9

6.8

6.9

7.2

8.2

7.6

7.4

7 <?

7 9

6 Q

6.8

6.8

6.8

6.4

Feb.

6.4

6.8

7.0

7.75

7.6

9.0

9.35

9.6

Mar.

9.2

8.6

8.4

8.2

7.8

7.9

8.0

11.0

10.7

8.9

8.0

8.2

7 Si

7.6

7.5

7.4

7.6

7.9

8.3

10.0

9.7

» 9

7 Q

7.6

7.5

7.4

7.3

7.2

7.1

7.0

Apr.

7.0

6.9

6.9

6.9

6.9

6.9

6.9

6.8

6.8

6.8

7.9

7.5

7.5

7.2

7.1

6.9

6 9

6.9

6.9

6.9

9.6

10.0

9.1

7.5

7.6

7.3

7.9

8.0

May.

7.6

7.2

7.2

7.2

7.0

7.0

7.0

7.0

7.0

6.9

8.2

14.6

12.5

10.9

9 7

9

«

9.0

8.8

8.4

7.9

7.6

7.4

7.2

7.1

9.4

7.9

8.1

9.2

June.

8.8

7.7

7.4

7.2

9.1

9.5

8.1

7.9

7.5

7.3

7.1

7.1

8.6

8.6

8.0

7.4

7.7

10.5

9 0

7.6

7.3

7.0

6.9

6.8

6.8

July.

6.7

6.7

6.7

8.2

7 9

7.3

7.0

7.2

7.0

7.1

6.9

6.8

6.8

6.8

7.0

fi Q

6.7

6.7

6.6

6.6

6.6

6.6

6.6

6.6

Aug.

6.6

7.0

6.8

6.7

6.6

6.6

6.6

6.6

6.55

6.6

6.5

8.5

7.6

11.3

10.6

10.2

8.9

9.0

8.4

7.7

7.3

7.1

7.0

7.0

6.9

6.9

6.7

6.7

6.7

Sept.

6.7

6.7

6.8

6.8

6.8

6.6

6.6

6.6

6.6

6.6

7.8

7.4

10.6

11.0

10.4

9.6

10.4

9.1

8.6

7.4

7.4

7.3

7.1

7.0

7.0

6.9

6.9

Oct.

7.5

7.9

7.4

7.2

7.1

6.9

6.8

6.7

6.3

6.7

6.7

6.8

6.8

6.8

6.8

6.7

6.9

8.2

8.0

7.5

7.2

7.1

7.1

7.0

7.0

6.9

6.9

6.9

6.8

Nov.

7.1

7.1

7.0

6 9

8.2

8.1

7.9

7.6

7.5

7.2

7.0

7.0

6.9

6.9

6 9

6.9

6.9

6.9

6.9

6.9

6.8

6.8

6.9

6.9

6.9

6.9

7.7

8.1

Dec.

8.7

8.9

8.7

7.3

7.3

7.2

7.1

7.0

7.0

7.0

6.9

6.9

6.8

6.9

6.9

6.9

6.9

6.8

8.4

9.6

9.7

8.8

7.8

7.6

7.4

7.3

7.2

7.8

8.0

NOTE. Ice conditions January 1 to March. 7 approximately. 

IBR 169 06 5
66 STEEAM MEASUBEMENTS IN 1905, PAET V.

Station rating table for Olentangy River near Columbus, Ohio, from January 1 to December

31, 1905.

Gage 

height.

Feet.

6.30

6.40

6.50

6.60

6.70 

6.80

6.90

7.00

7.10

7.20

7.30

7.40

7.50

7.60

7.70

7.80

7.90

Discharge.

Second-feet.

1

3

5

13

28 

53

83

115

152

192

235

280

327

375

425

480

540

Gage 

height.

Feet.

8.00

8.10

8.20

8.30

8.40 

8.50

8.60

8.70

8.80

8.90

9.00

9.10

9.20

9.30

9.40

9.50

9.60

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

1,630

1,710

Gage 

height.

Feet.

9.70

9.80

9.90

10.00

10.10 

10.20

10.30

10.40

10.50

10.60

10.70

10.80

10.90

11.00

11.20

11.40

11.60

Discharge.

Second-feet.

1,790

1,870

1,950

2,030

2,120 

2,210 '

2,300

2,390

2,480

2,570

2,660

2,750

2,840

2,940

- 3, 140

3,340

3,540

Gage 

height.

Feet.

11.80

12.00

12.20

12.40

12.60 

12.80

13.00

13.20

13.40

13.60

13.80

14.00

14.20

14.40

14.60

14.80

15.00

Discharge.

Second-feet.

3,740

3,950

4,170

4,390

4,620 

4,860

5,100

5,340

5,580

5,820

6,060

6,300

6,560

6,820

7,080

7,340

7,600

NOTE. The above table is applicable only for open-channel conditions. It is based on 22 discharge 

measurements made during 1904-5. It is well denned between gage heights 6.5 feet and 8 feet. The 

table has been extended above 8 feet, being based on one measurement at 19.4 feet. Above 7.7 feet the 

table is the same as for 1904.

Estimated monthly discharge of Olentangy River near Columbus, Ohio, for 1905. 

[Drainage area, 520 square miles.]

Month.

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

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

June 1-10, 15-30. .............................

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

Discharge in second-feet.

Maximum.

2,940 

2,030 

7,080 

2,480 

720 

3,240 

2,940 

720 

720 

1,790

Minimum.

115 

53 

83 

53 

13 

5 

13 

1 

53 

53

Mean.

798 

364 

1,236 

601 

01.2 

572 

675 

155 

201 

492

Run-off.

Second-feet 

per square 

mile.

1.53 

.700 

2.38 

1.16 

" .175 

1.10 

1.30 

.298 

.387 

.946

Depth in 

inches.

1.36 

.781 

2.74 

. 1.12 

.202 

1.27 

1.45 

.344 

.432 

1.09

NOTE. No estimate for frozen period.
OHIO RIVER DRAINAGE BASIN. 67

LITTLE MIAMI RIVER BASIN. 

DESCRIPTION OF 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.

MAD RIVER NEAR SPRINGFIELD, OHIO.

This station was established December 31, 1903. It is located at the highway bridge 

4 miles west of Springfield, Ohio, about 500 feet below the old Red Mill dam. The drainage area of Mad River at this station is 290 square miles.

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. The current is swift.

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 initial point for soundings is a cut in the guard timber directly over the face of the 

south abutment, downstream side.

A standard chain gage is spiked to the bridge; length of the chain, from the end of the 

weight to the marker, 16.05 feet. The gage was read during 1905 by Charles W. Smith 

and Samuel Taylor. The gage is referred to bench marks as follows: (1) On the extreme 

west corner of the second step-stone on the upstream side of the north side of the bridge; 

elevation, 15.88 feet. (2) The inside surface of the bottom of the gage box; elevation, 

19.67 feet. (3) A nail in the top of the lower chord 87 feet from the-initial point; elevation, 

18.69 feet. Elevations refer to datum of the gage.

Description of this station and gage height and discharge data are contained in WaterSupply Paper of the United States Geological Survey No. 128, pp. 80-81.

Discharge measurements of Mad Elver near Springfield, Ohio, in 1905.

Date.

June 18. ....... 

July 11........

August 24»....

H'ydrographer.

R. W. Pratt. .......................

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

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

Sidney K. Clapp .................... 

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

R. W. Pratt........................ 

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

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

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

Width.

Feet. 

165

125

108

117

113

103

105

105

Area of 

section.

Square 

feet.

926

935

830

430

350

099 

321

744

702

Mean 

velocity.

Feet per 

second.

0.57

.80

.39

1.90

.97 

.85

.34 

.81

.47

.43

Gage 

height.

Feet. 

6.63

6.97

6.13

6.64

6.00 

5.92

5.86 

5.87

6.18

6.15

Dis-' 

charge.

Secondfeet.

527

T^

341 

279

234 

259

351

300

Made at different sections.
68 STREAM MEASUREMENTS IN 1905, PART V.

Daily gage height, in feet, of Mad River near Springfield, Ohio, for 1905.

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.

5.75

5.8

5.8

5.85

5.8

5.6

5.65

5.65

5.5

6.5

6.3

6.1

6.5

6.5

6.2

5.8

5.8

5.75

5.75

5.75

5.4

6.0

5.8

5 7

5.7

5.75

5.8

5.75

Feb.

5 7

5.75

5.8

5

7C

5

7C

5.8

7 f*

6.35

6.35

6.1

6

0

o o

7 Q

Mar.

7.75

7.8

6.74

6.5

6.2

7.4

6 9

6.6

6.4

6.3

6.25

6.25

6 9

6.2

6.15

6.3

fi 4^

6.3

6.2

6 9

6.15

6.5

5.95

C Q

Apr.

^ Q5

C Q

5 Q

5.8

5.8

5.8

5.8

5.9

5.8

5.75

7.6

6.5

6.5

6.35

6.15

6.1

6.0

5.9

6.0

6.7

6 9

6 9

6.7

6.5

6.4

6.1

6.15

6.1

6.8

May.

6

0

6.2

6.05

6.0

5 Q

6.5

6.8

10.9

8.9

8.6

8.9

7.6

7 9

7.0

6.2

6.2

6.1

6.1

6.5

6.2

6.2

7.8

7.0

June.

6.0

9.9

7.1

6.8

6.4

6.4

6.3

6.2

6.1

6.1

6.2

6.0

6.0

6.9

6.5

6.2

6.1

6.0

6.1

5.9

5.9

July6.1

6.4

6.0

6.1

6.1

6.0

6.0

5.9

6.3

6.0

6.0

5.9

5.9

5.8

5.8

5.8

5.9

5.8

5.8

5.8

5.7

5 7

5.7

5.7

5.7

Aug.

5.7

5.7

5.7

5.7

5.6

5.7

5.7

5.7

5.7

5.6

5.8

6.2

6.0

6.1

"6.7

6.9

6.2

6.4

6.9

6.9

6.2

6.0

5.9

5.9

5.9

5.8

5.8

5.7

5.7

5.7

5.7

Sept.

5.7

7.3

6.2

6.0

5.8

5.8

5.8

5.8

5.7

6.0

6.6

6.3

6.0

5.9

5.8

9.3

7.4

7.0

7.8

7.5

6.7

6.4

6.2

MIAMI RIVER DRAINAGE BASIN. 

DESCRIPTION OP BASIN.

The Miami furnishes the main drainage system of southwestern Ohio. Exclusive 

of the Whitewater, it has a drainage area of nearly 4,000 square miles, or about one-tenth 

of the State of Ohio. Its headwaters are at the continental water-shed, and it drains the 

greater part of the Cincinnati arch from that watershed south to Ohio River. One of the 

eastern tributaries, Mad River, heads in the elevated tract near Bellefontaine, at an elevation 

of fully 1,200 feet above tide. The other headwaters, except the Whitewater, have their 

sources at an elevation of about 1,000 feet. The Whitewater, as noted above, rises in the 

higher part of eastern Indiana, at an elevation of nearly 1,200 feet.

The valleys of the headwaters as far down as the vicinity of Dayton are narrow and 

comparatively shallow post-Glacial channels, with courses independent of pre-Glacial 

drainage lines. Mad River, it is true, occupies a broad trough-like valley, but on its 

borders are moraines which cause most of the relief, the bluffs being generally but 20 or 30 

feet high. Below Dayton the Miami and some of its tributaries occupy pre-Glacial lines 

which are only partially filled with glacial deposits. The work of the present streams 

has been in the main a reexcavation of the valleys. In this work they have fallen far 

short of reaching the old rock floors which lie 100 to 200 feet below their beds. The depth 

of this reexcavation is but 50 to 100 feet, and the width is but a small fraction of that of
MIAMI RIVER DRAINAGE BASIN. 69

the old valley, seldom so much as one-fourth as great. The contrast between the southern 

and the northern portion of this drainage basin, therefore, is not found in the work of the 

present streams, but is due to the less complete concealment of pre-Glacial drainage lines.

The fall of the Miami is rapid throughout its entire length, being seldom less than 3 feet 

and usually over 4 feet per mile. The streams in this drainage system seldom reach a very 

low stage in seasons of drought for the valleys are usually filled with gravelly or sandy deposits 

which furnish strong springs. Even in the small tributaries water-bearing beds outcrop 

along the banks or bluffs.

This stream and several of its-tributaries afford valuable water power, the utilization of 

which is discussed by Prof. Dwight Porter in the Tenth Census Report.a From this report 

it appears that a total of 9,431 horsepower was used in 1880 by 290 mills, manufactories, 

etc., on the Miami and its tributaries, including Whitewater River.

The following pages contain the results of stream-measurement data collected by the 

United States Geological Survey in the drainage basin of Miami River.

MIAMI RIVER AT DAYTON, OHIO.

This station was established March 18, 1905. It is located at the Miami Street Bridge, 

Dayton, Ohio, about one-half mile below the mouth of Mad River. There is a dam 1 mile 

above the station which may divert water through a canal and discharge it 1,000 feet below 

the gaging section. There is also a dam on Mad River 2J miles above the station, where 

water is diverted into the Miami canal.

The channel is straight for 1,000 feet above and nearly so for 1,000 feet below the station. 

Both banks are high, diked, and are not subject to overflow. The bed of the stream is 

composed of gravel and silt. All the water passes between the abutments of the bridge, except as diverted through the canals as noted above. The former canal is rarely used. The 

current is sluggish at low water.

Discharge measurements are made from the upstream side of the steel-concrete bridge 

to which the gage is attached. The bridge consists of seven spans of about 76 to 100 feet 

each, having a total length of 592 feet. The initial point for soundings is a standard benchmark tablet of the topographic branch of the United States Geological Survey marked 

"755," embedded in the concrete masonry forming the extreme south end of the guard 

rail, upstream side.

The gage consists of a vertical staff graduated to feet and tenths, spiked to the downstream end of the first pier from the left bank. The gage is referred to bench marks as 

follows: (1) The top of the rail at the Union Station; elevation, 13.00 feet. (2) The top of 

the southwest corner of the lower masonry course of the soldiers' monument directly south 

of the bridge; elevation, 24.86 feet. (3) The United States Geological Survey standard 

bench mark, described as initial point for soundings; elevation, 30.80 feet. Elevations 

lefer to the datum of gage. During 1905 the gage was read by D. D. Rist, the United 

States Weather Bureau observer.

Discharge measurements of Miami River at Dayton, Ohio, in 1905.

Date.

May 19. ........

June 17........ 

July 11.........

August 25...... 

October 12.....

Hydrographer.

E. W. Pratt...... ..................

Sidney K. Clapp.................... 

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

E. W. Pratt........................ 

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

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

Width.

Feet. 

406

443

373 

359

382 

377

385

Area of 

section.

Square 

feet.

1,600

1,878

1,093 

897

1,630 

1,257

1,198

Mean 

velocity.

Feet per 

second.

0.96

2.37

.88 

.69

1.06 

.57

.56

Gage 

height.

Feet. 

2.15

3.53

1.60 

1.10

2.45 

1.55

* 1.48

Discharge.

Secondfeet.

1,534

4,455

967 

618

1,712 

713

665

oTenth Census of United States, 1880, Vol. XVII, pp. 478-487.
70 STBEAM MEASUBEMENTS IN 1905, PART V.

Daily gage height, in feet, of Miami River at Dayton, Ohio, for 1905.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Apr.

1.6

May.

3.3

2.8

2.4

2.1

2.0

1

C

9 0

6.2

June.

2.6

2.3

2.0

1.9

1 Q

3.9

3.8

3.0

9 ^

2. 1

2.0

1.8

1.6

July.

1.2

1.6

1.7

1.7

1.5

q

.9

1.0

1.2

Aug.

0.7

.6

.6

9

1.0

4.0

Sept.

1.0

1.8

1.5

1.4

.9

3.7

4.8

3.0

2.8

Day.

18..........

19..........

20. . ........

21..........

23.......:..

27..........

28..........

29

30

31..........

Apr.

1.4

1.3

1.2

1.2

3.5

3.0

2.5

2.3

2.2

2.2

3.8

3.5

May.

4.4

4.0

3.6

3.2

2.9

2.5

2.2

2.0

1.9

1.9

1.9

1.8

1.7

3.8

3.2

June.

1.6

1.5

1.5

1.6

2,2

9 4

2.0

1.8

1.7

1.4

1.6

1.4

1.3

1.2

July.

0.8

.9

.9

1.0

1.0

.9

.9

.8

.8

.8

.8

.8

.8

.7

.7

Aug.

3.8

3.0

2.5

2.7

3.0

2.8

2.4

2.1

2.4

2.0

1.8

1 6

1.4

1.2

1.1

Sept.

4.6

5.0

5.1

5.0

4.1

3.3

2.9

2.5

2.2

1.9

1.8

1.6

1.5

1.4

KENTUCKY RIVER DRAINAGE BASIN. 

DESCRIPTION OF BASIN.

Kentucky River drains into the Ohio from the south about halfway between Cincinnati, 

Ohio, and Louisville, Ky. The following pages contain the results of stream-measurement 

data collected in the Kentucky River drainage by the United States Geological Survey 

during 1905.

KENTUCKY RIVER AT FRANKFORT, KY.

This station was established March 18, 1905. It is located at the Government dam on the 

Kentucky River in the lower part of Frankfort, Ky., about 1 mile below the city highway 

bridge.

The channel is straight for 1,000 feet above and below the bridge. Both banks are high, 

rocky, covered with buildings, and do not overflow. The bed of the stream consists of rock, 

gravel, and sand and is free from vegetation and permanent. The water is approximately 

15 feet deep and flows in one channel at all stages. The current is swift at high and very 

sluggish at low stages.

The discharge is determined by computations of the flow over the crest of the dam at low 

and moderate stages, the flood discharge being obtained by current-meter measurements 

from the single span city highway bridge. Good results should be obtained for gage 

heights above 8 feet. The initial point for soundings is the outside face of the first handrail post on the upstream side of the bridge at the right bank.

The lower portion of the gage is painted on the masonry walls of the locks at the left end 

of the dam, and the upper portion consists of staffs set firmly into the riprap on the left 

bank. During 1905 the gage was read by Mrs. C. H. McCrackin. The zero of the gage is 

5.80 feet below the crest of the dam. No bench marks were established for the gage at the 

dam, which is maintained by the United States Army engineers. A bench mark is placed 

on the top of their hand rail at 40 feet from the initial point for soundings, marked with a 

cross in paint; elevation, 46.93 feet above the water surface when the gage at the locks read 

7.40 feet.
KENTUCKY RIVEK DRAINAGE BASIN.

Daily gage height, in feet, of Kentucky River at Frankfort, Ky.,for 1905.

71

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..................

Mar.

7.4

7.2

7.1

8.8

11.3

10.5

9.6

8.9

8.6

8.3

7.8

7.5

7.4

7.4

Apr.

7.3

7.1

7.0

6.9

6.9

7.0

7.3

7.4

7.4

7.3

7.5

7.4

7.3

7.1

7.0

6.9

6.9

6.8

6.7

6.6

6.5

6.6

6.7

6.8

6.8

6.7

6.7

6.7

7.5

8.4

May.

8.3

7.9

7.5

7.2

7.1

6.9

6.8

6.7

6.6

7.4

7.2

7.4

8.3

9.0

10.7

10.4

9.4

8.9

9.1

8.7

8.0

7.5

7.1

6.8

6.7

6.5

6.5

6.5

- 6.4

6.6

6.9

June.

6.5

6.4

6.4

6.3

6.2

6.1

6.0

6.0

5.9

5.8

5.8

6.4

6.1

6.1

6.4

6.5

6.4

6.2

6.1

6.1

6.4

6.5

6.4

7.2

8.3

8.35

8.3

8.1

8.8

8.3

July.

7.5

7.0

6.9

7.1

7.2

6.8

6.5

6.5

6.7

7.3

6.9

7.3

6.8

6.5

6.3

6.6

6.6

6.4

6.2

6.2

6.0

8.7

8.1

8.0

8.8

8.2

7.4

6.8

6.6

6.4

6.3

Aug.

6.2

6.0

6.0

6.0

6.0

6.0

6.0

6.0

5.95

5.9

6.7

6.6

6.8

7.0

6.9

6.8

7.0

6.7

6.5

6.3

6.1

6.2

9.0

8.0

7.2

7.2

7.2

6.8

6.5

6.3

R 9

Sept.

6.2

6.4

6.8

6.7

7.2

7.0

6.6

6.4

6.2

6.2

6.2

6.4

6.5

6.4

6.3

6.3

6.3

6.3

6.2

6.1

6.0

5.9

5.85

5.8

5.7

5.55

5.5

5.45

5.4

5.4

Oct.

5.5

5.5

5.55

5.6

5.55

5.4

5.3

5.2

5.2

5.2

5.2

5.25

5.9

7.0

7.3

6.9

6.5

5.9

6.3

6.3

6.2

6.9

7.4

7.0

6.8

8.2

8.8

8 3

7.8

7.5

7 9

Nov.

6.9

6.7

6.6

6.5

6.4

6.3

6.3

6.2

6.2

6.15

6.1

6.1

6.0

5.9

6.9

5.9

5.9

5.9

6.0

6.0

5.9

5.9

5.9

5.9

6.1

6.1

6.0

6.0

10.6

10.3

Dec.

9 6

Q 7

10.3

10.7

9.0

8.0

7.4

7.3

7.2

7.0

6.9

6.8

6.8

8.3

9.3

9.2

8.6

8.1 8.9'

10.0

9.4

9.1

8.7

8.3

8.0

7.7

7.5

7.3

7.2

DICKS RIVER NEAR DANVILLE, KY.

This station was established March 18, 1905. It is located at the Danville city waterworks dam, about 5 miles east of the city of Danville.

Discharge, measurements are computed by formula from the depth of water on the crest 

of the dam. Length of crest, 150 feet up to gage height 1.0 foot. Above 1.0 foot the crest 

is 200 feet long. The initial point for soundings is the crest of the dam.

The gage consists of a 2 by 4 inch pine stick nailed to a small sycamore tree about 100 

feet above the above-mentioned dam on the left bank of the stream. Its zero is referred to 

the crest of the dam, which is said to be perfectly level. The gage was read during 1905 by 

Anton Rehm, the engineer of the waterworks.
72 STREAM MEASUREMENTS IN 1905, PART V.

Daily gage height, in feet, of Dicks River near Danville, Ky.,for 1905.

Day.

1......

2...... 

3......

4......

5......

6...... 

7......

8......

9......

11......

May.

0.41

.36 

.3

.25

.24

.23 

.23

.26

.55

June.

0.10

.08 

.06

.04

.03

.02 

.02

.01

.02

July.

0.19

.18 

.48

.45

.29

.22

9

.25

.21

Aug.

0.06

.05 

.04

.03

.02

.02 

.01

9g

99

.22

Day.

12.....

13..... 

14.....

15.....

16.....

17..... 

18.....

19.....

9Q

9J

May.

04

.35 

.35

.45

.46

.48

.4

or

9g

June.

0.5

.24 

.18

.19

.17 

.15

.14

.15

.14

July.

0.16

.13 

.1

.09

.11

.1 

.8

.7

.6

.5

Aug.

0.4

.7 

.42

.31

.5

.32 

.2

.14

.11

.06

Day.

22.....

23..... 

24.....

25.....

26.....

27..... 

28.....

29.....

30

May.

0.23

.20 

.18

.15

.14

.13 

.45

.26

June.

0.25

.9

.75

.8

.55

.42 

.32

.25

.22

July.

2.0

.7 

.5

.47

.32

.22 

.15

.11

.09

.07

Aug.

0.05

.09 

1.98

.88

1-.21

SAI/T RIVER DRAINAGE BASIN. 

DESCRIPTION OF BASIN.

Salt River drains into the Ohio from the south about 20 to 30 miles below Louisville, Ky. 

The following pages contain the results of data collected by the United States Geological 

Survey in Salt River drainage basin during 1905:

ROLLING FORK OF SALT RIVER AT NEW HAVEN, KY.

This station was established June 16, 1905. It is located on the only two-span steel 

railroad bridge in New Haven, Ky., about one-fourth mile from the business section of the 

city.

The channel is straight for 500 feet above and 800 feet below the station. The right 

bank is arable above the station and is low, with a small growth of trees. Below the station it is high and steep. This bank is liable to overflow above the station. The left 

bank is high at the bridge, but just below the bridge it is low and subject to overflow. 

The bed of the stream is composed of solid rock and will not shift. There is generally one 

channel, except at very high stages, when there will be two. The current is swift.

At low water, measurements are made by wading just below the bridge; at medium 

water a boat will be used at the ford way 300 feet below the bridge. At extreme high 

water the steel highway bridge about 1 *mile above will be used. The initial point for 

soundings will vary as the position of the measurements may vary according to the stage 

of the river.

A standard chain gage is located on the ties of the downstream side of the downstream 

guard rail near the middle of the left span of the bridge; length of the chain, 30.09 feet.

Discharge measurements of Rolling Fork of Salt River at New Haven, Ky., in 1905.

Date.

June 16 ........ 

October 17 ....

Hydrographer.

S. K. Clapp ..........................

Width.

Feet.

75 

43

Area of 

section.

Square 

feet.

77 

38

Mean 

velocity.

Feet -per 

second.

1.78 

.33

Gage 

height.

Feet.

1.41 

1.26

Discharge.

Secondfeet.

137 

12.5
WABASH KIVER DRAINAGE 'BASIN. 73

Daily gage height, in feet, of Rolling Fork of Salt River at New Haven, Ky.,for 1905.

Pay.

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

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

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

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

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

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

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

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

9

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

June.

1.0

.8

2.05

3.0

1.9

1.8

1.6

1.6

1.3

1.3

July.

1.4

1.2

1.25

1.2

1.1

1.4

1.6

1.4

1.8

4.5

5.2

3.7

2.3

2.2

1.8

1.5

1.3

1.3

1.2

4.1

3.8

2.4

3.0

2.2

1.9

1.7

1.6

1 C

1.4

1.3

Aug.

1.2

1.2

1.1

1.1

1.1

1.0

1.3

1.1

1.1

1.1

1.3

1.2

1.5

1.5

1.4

1.4

1.4

1.5

1.2

1.3

1.2

1.2

1.2

1.2

1.1

1. 1

1.1

1.0

1.0

1.0

1.0

Sept.

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.1

1.1

1.0

1.0

1.0

.9

Oct.

0.8

.6

Nov.

7.2

9.8

Dec.

7.0

4.8

6.7

8.1

3.9

2.6

2.3

2.0

1.9

1.7

1.6

1.6

1.4

2.4

4.95

3.. 3

2.95

2.3

6.0

9.8

8.8

3.1

2.3

WABASH RIVER DRAINAGE BASIN. 

DESCRIPTION OF BASIN.

The drainage basin of the Wabash embraces an area of about 33,000 square miles, distributed as follows: In Ohio, 400 square miles; in Indiana, 24,350 square miles; in Illinois, 

8,250 square miles. It drains, therefore, slightly more than two-thirds of Indiana, the 

area of the State being 35,910 square miles. Of the portion in Indiana, about one-half is 

embraced in the drainage areas of East and West White rivers. By including these drainage areas with the Wabash, the entire basin has nearly symmetrical, broadly ovate form. 

Not including the White River system, the Wabash basin is an unsymmetrical, elongated 

tract, curving around White River.

The length of the valley occupied by the Wabash is about 450 miles, but the length of the 

stream is fully 500 miles, for the river in its lower course makes several oxbow curves 

within the valley. The source of the river is about 1,000 feet above tide, while its mouth 

at low water is but 311 feet. The average fall, if we estimate the stream to have a length 

of 500 miles, is therefore about 16.5 inches per mile. The rate of descent is far from uniform, being much more rapid in the upper portion than in the lower. There are also many 

rapids, separated by pools or sluggish portions of the stream. The elevation of the stream 

is accurately determined at many points, but in the absence of a 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
STBEAM MEASUREMENTS IN 1905, PAET V.

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:

Table of altitudes and distances along Wabash River.

Location.

Hutsonville, 111. .....................................................

Vincennes ......... ............. . . ... . . .............

Mouth of White River. .............................................

Grayville, 111 ........................................................

Estimated 

distance.

Miles. 

0.0

100.0

15.0

20.0

20.0

50.0

25.0

20.0

55.0

14.6

29.0

46.4

32.5

28.0

46.0

16.0

Altitude.

Feet. 

1,000.0

699.0

667.0

633.0

583.0

506.0

487.0

470.0

447.7

440.6

424.6

398.8

376.5

365.0

323.0

311.0

Pall per 

mile.

Inches. 

0.0

36.0

25.6

20.4

30.0

18.5

9.1

10.2

4.9

5.8

6.6

6.7

8.2

4.9

11.0

9.0

WABASH RIVER AT LOGATSTSPORT, IND.

This station was established April 27, 1903. It is located at the Cicott Street Bridge, 

about 1 mile from the center of the city of Logansport, Ind., If miles from the Wabash 

Kailroad station, 1J miles from the Pennsylvania station, four blocks from the street-car 

line, and 1,000 feet below the mouth of Eel River. The drainage area of Wabash River 

is 3,163 square miles at Logansport, below the mouth of Eel River.

The channel is nearly straight for 1,000 feet above and 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 is 

never very sluggish.

Discharge measurements are made from the upstream side of the bridge, to which the 

gage is attached. The initial point for soundings is the face of the left abutment.

A standard chain gage is placed on the second span of the bridge, at the third panel from 

the second pier, between the lower chord bars, and is supported by the bridge pins. It is 

reached through a trap door in the floor planks of the bridge. The length of the chain is 

20.78 feet. The gage was read during 1905 by W. R. Allison. The gage is referred to 

bench marks as follows: (1) The top of the north abutment, under the fourth board of 

the downstream sidewalk; elevation above gage datum, 18.81 feet. From Pennsylvania 

Railroad levels its elevation above sea level has been found to be 591 feet. (2) The top 

of the third course of masonry from the top of the north abutment; elevation above the 

zero of the gage, 15.31 feet.

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

of the United States Geological Survey:

Description: 98, p 225; 128, pp 83-84.

Discharge: 98, p 225; 128, p 84. ' -

Discharge, monthly: 98, p 227; 128, p 86.

Gage heights: 98, p 226; 128, p 85.

Rating table: 98, p 226; 128, p 85.
WABASH RIVER DRAINAGE BASIN. 75

Discharge measurements ofWabash River at Logansport, Ind., in 1905.

Date.

March 21....... 

May 27........

July 14........

Hydrographer.

S.K.Clapp.........................

S . K. Clapp ......................"...

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

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

Width.

Feet. 

609 

496

513

487

494

488

Area of 

section.

Square 

feet. 

1,908 

1,072

1,961

1,275

925

767

Mean 

velocity.

Feet -per 

second. 

2.86 

1.59

2.80

1.93

1.25

.98

Gage 

height.

Feet. 

3.75 

2.22

3.79

2.75

1.95

1.74

Discharge.

Secondfeet. 

5,450 

1,700

5,480

2,436

1,160

748

Daily gage height, in feet, ofWabash River at Logansport, Ind., for 1905.

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.

2.95

2.42

2.2

2.0

1.9

1.85

1.9

2.7

3.0

2.25

Feb.

2.15

2.1

2.2

2.23

7.9

6.45

Mar.

6.12

5.88

5.55

5.2

4.6

4.35

3.95

3.7

3.85

4.0

3.86

3.6

3.1

2.85

2.7

2.5

2.85

3.4

3.6

3.71

3.47

3.1

3.0

3.58

3.45

2.95

2.65

2.45

2.5

5.32

Apr.

4.82

4.25

3.45

2.93

2.6

2.4

2.28

2.2

2.15

2.1

2.05

, 2.05

2.05

2.0

2.0

1.95

1.9

1.86

1.86

1.88

5.65

6.45

5.98

5.15

4.48

3.75

4.65

4.12

5.55

4.95

May.

4.25

3.7

3.2

2.68

2.55

2.8

3.4

3.39

2.95

2.73

3.8

10.5

10.05

8.45

7.1

6.12

5.1

4.5

3.88

3.5

3.23

2.85

2.6

2.45

2.3

2.25

2.2

2.15

2.1

2.25

2.61

June.

3.14

2.88

2.7

2.52

2.4

5.1

4.0

3.55

3.22

3.23

3.78

3.78

3.8

3.72

3.33

3.0

2.85

2.68

2.65

2.6

2.4

2.72

2.6

2.3

2.19

2.19-

2.15

2.0

1.88

1.78

July.

1.67

i.7

1.7

1.62

1.62

1.63

1.63

1.63

1.63

1.7

2.25

3.17

2.95

2.63

2.4

2.3

2.1

1.92

1.91

1.75

1.99

1.73

1.68

1.5

1.5

1.43

1.4

1.37

1.4

1.4

1.43

Aug.

1.4

1.4

1.36

1.25

1.35

1.58

2.45

2.17

1.8

1.7

1.53

1.45

1.4

1.49

1.77

1.9

1.7

2.3

2.56

2.7

2.43

2.21

1.99

2.0

2.57

2.6

2.3

1.98

1.82

1.72

1.55

Sept.

1.63

1.72

1.75

1.75

1.6

1.55

1.5

1.45

1.42

1.42

1.5

1.49

3.33

3.48

2.9

2.83

3.58

4.42

3.78

3.28

3.0

2.8

2.0

2.2

2.0

1.8

1.8

1.7

1.55

1.5

Oct.

1.48

1.55

1.6

1.65

1.89

1.87

1.8

1.75

1.65

1.6

1.6

1.54

1.5

1.5

1.45

1.42

1.4

2.13

2.45

2.3

2.2

2.05

2.0

1.85

1.8

' 1.78

1.7

1.65

1.6

1.53

1.6

Nov.

1.6

1.63

1.58

1.55

1.6

2.0

2.35

2.5

2.39

2.33

2.2

2.05

1.85

1.81

1.8

1.78

1.75

1.7

1.7

1.65

1.58

1.55

1.63

1.62

1.59

1.6

1.58

1.93

5.8

6.1

Dec.

4.5

4.05

3.68

3.6

3.5

3.1

2.84

2.58

2.48

2.4

2.3

2.25

2.22

2.15

2.1

1.99

2.1

2.05

2.0

1.9

2.8

4.65

4.58

4.1

3.2

2.9

2.63

2.6

2.75

3.0

NOTE. Gage heights interpolated March 2,9, November 16, and De3ember 7. Ice conditions January 

1 to February 27. From January 12 to February 27 river was frozen entirely across. Gage was read to 

the surface of the water in a hole in the ice. The following comparative readings were also made:

Date.

February 23 .............................................................

Water 

surface.

Feet.

2.7

3.0

2.25

2.15

2.1

2.2

2.23

Top of 

ice.

Feet. 

2.65

(0)

2.3

2.25

2.15

2.3

2.25

Thickness of 

ice.

Feet. 

0.4

.7

.8

.95

1.0

1.0

1.1

Water overflows ice.
76 STREAM MEASUREMENTS IN 1905, PART V.

Station rating table for WabashRiver at Logansport, Ind., from January 1 to December 31,1905.

Gage 

height.

Feet.

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

Discharge.

Second-feet.

330

360

420

510

630

770

920

1,080

1,250

1,425

1,610

Gage 

height.

Feet.

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

Discharge.

Second-feet.

1,805

2,010

2,225

2,445

2,675

2,910

3,150

3,395

3,645

.3,905

4,170

Gage 

height.

Feet.

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

Discharge.

Second-feet.

4,440

4,715

4,995

5,280

5,570

5,865

6,160

6,460

6,760

7,070

7,380

Gage 

height.

Feet.

4.50

4.60

4.70

4.80

4.90

5.00

5.20

5.40

5.60

5.80

6.00

Discharge.

Second-feet.

7,700

8,020

8,340

8,670

9,000

9,340

10,020

10, 720

11,430

12,160

12,910

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

measurements made during 1903-1905. It is well denned between gage heights 1.2 feet and 4 feet. The 

table has been extended beyond these limits. Above 6 feet the discharge is estimated, being based on 

three high-water measurements of 1904.

Estimated monthly discharge of Wabash River at Logansport, Ind., for 1905. 

[Drainage area, 3,163 square miles.] 

Month.

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

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

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

Discharge in second-feet.

Maximum.

13, 370 

14,670 

33,750 

9,680 

3,829 

2,675 

7,444 

2,118 

13, 290 

8,180

Minimum.

2,118 

1,014 

1,518 

890 

402 

345 

438 

420 

570 

1,080

Mean.

5,561 

4,774 

6,961 

3,318 

1,065 

1,154 

1,946 

865 

1,769 

3,398

Run-off.

Second-feet 

per square 

mile.

1.76 

1.51 

2.20 

1.05 

.337 

.365 

.615 

.273 

.559 

1.07

Depth in 

inches.

2.03 

1.68 

2.54 

1.17 

.388 

.421 

.686 

.315 

.624 

1.23

NOTE. No estimate for frozen period.
WABASH EIVER DRAINAGE BASIN. 77

IVABASH RIVER AT TERRE HAUTE, IND.

This station was established February 25, 1905. It is located at the Vandalia Line railway bridge near the city waterworks. There are no tributaries nor any islands, falls, or 

dams in the river near the station.

The channel is practically straight for 700 feet above and below the station. There is a 

considerable angle of approach on the right bank, but practically none at the left bank. 

The right bank is comparatively low and alluvial, but is protected by a levee that does not 

overflow. The left bank is high, covered with buildings, and does not overflow. All of the 

water passes between the abutments of the bridge. The bed of the stream is composed of 

hard, permanent material, is clean of vegetation, and always consists of but one channel. 

The current has a medium-swift velocity at low stages.

Discharge measurements are made from the downstream lower chord of the bridge. The 

initial point for soundings is the center of the truss pin through the left end of the downstream lower chord of the left span of the bridge.

A standard chain gage is fastened to the downstream side of the bridge, on the first span 

from the left bank; length of chain, 42.97 feet. During 1905 the gage was read by Albert 

Shewmaker. The gage is referred to bench marks as follows: (1) The Terre Haute city 

bench mark at the northeast corner of First and Chestnut streets; elevation 0.33 foot. (2) 

The southeast corner of the left abutment of the Vandalia Line railway bridge; elevation, 

36.40 feet. (3) The base of the railroad rail immediately opposite the pulley at the gage 

box; elevation, 42.51 feet. Elevations refer to the datum of the gage. This is 0.33 foot 

below the city datum, which is 438.72 feet above mean sea level.

Information in regard to a former gaging station maintained in the city of Terre Haute is 

contained in the following publications of the United States Geological Survey (Ann= 

Annual Report; WS=Water-Supply Paper):

Description: WS 98, p 220.

Discharge: Ann 21, iv, p 171.

Gage heights: WS 83, p 177; 98, p 220.

Discharge measurements of W abash River at Terre Haute, Ind., in 1905.

Date.

May 12........

July 29........

Hydrographer.

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

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

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

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

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

Width.

Feet. 

557

521

480

502

495

455

Area of 

section.

Square 

feet.

5,584

3,839

2,652

2,773

2,525

Mean 

velocity.

Feet 'per 

second.

2.82

1.91

1.00

1.25

1.19

.82

Gage 

height.

Feet. 

6.90

3.74

1.42

2.00

1.81

1.00

Discharge.

Second - 

feet.

15,750

7,367

2,648

3,700

3,311

2,066
78 STEEAM MEASUREMENTS IN 1905, PART V.

Daily gage height, in feet, of Wabash River at Terre Haute, Ind., for 1905.

Day.

1..........

2..........

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..........

Feb.

9.7

12.3

11.3

Mar.

13.7

14.3

14.4

14.7

15.0

13.3

10.6

9.0

8.2

7.3

6.6

6.5

6.2

5.6

5.0

4.6

4.3

4.0

4.35

5.1

5.6

5.6

5.5

5.3

4.8

4.8

5.0

5.0

4.5

4.1

4.5

Apr.

5.1

7.0

7.2

6.2

5.2

4 4

3.9

3.6

3.3

3.1

3.0

3.05

3.1

2.95

2.72

2.55

2.4

2.32

2.15

2.82

5 Q

9 2

9.4

8.4

7.5

8.0

8.2

May.

6.7

5.8

5.3

4.9

4.7

4.5

4.9

5.6

5.3

6.8

15.1

16.3

17.0

16.8

15.7

12.8

9.5

7 Q

6.6

5.7

5.0

4.3

3.9

6.7

7.1

June.

6.4

6.2

6.6

5.2

4.6

4.05

4.7

6.0

5.6

4.9

4.6

4.7

5.2

5.4

5.1

5.0

4.6

4.2

4.8

5.4

7.3

4.8

4.1

3.9

3.7

3.3

2.9

2.65

2.5

2.4

July.

2.2

2.02

2.88

3.8

2.78

2.48

2.28

1.98

2.35

2.58

4.0

4.75

4.25

4.4

4.4

3.85

3.4

3.0

2.68

2.75

4.6

3.4

2.65

2.28

1.98

1.78

1.6

1.5

1.42

1.78

Aug.

1.72

1.58

1.38

1.28

1.22

1.15

1.3

1.22

1.48

1.82

1.68

1.45

1.28

1.52

2.62

2.8

2.62

2.55

2.25

2.1

2.38

2.58

"2.15

1.72

1.68

1.78

2.1

2.38

2.3

2.02

1.75

Sept.

1.5

1.75

1.75

1.6

1.85

1.95

1.88

1.7

1.5

1.4

1.92

3.0

3.1

2.72

2.4

3.32

3.95

4.6

5.0

5.1

4.8

4.2

3.6

3.2

2.72

2.32

2.05

1.8

1.68

1.5

Oct.

1.42

1.4

1.3

1.22

1.18

1.18

1.18

1.32

1.3

1.28

1.18

1.1

1.02

1.0

1.0

.95

.9

2.0

3.4

4.15

4.92

4 68

4.12

3.68

3.3

2.95

2.7

2.45

2.2

2.12

1.95

Nov.

1.9

1.82

1.85

1.8

1.88

2.85

3.4

3.9

3.98

3.88

3.62

3.32

3.05

3.75

2.52

2.38

2.22

2.12

2.02

1.92

1.82

1.75

1.65

1.65

1.6

1.65

1.58

1.42

2.1

8.0

Dee.

9.55

9.85

8.62

7.05

6.02

5.88

5.3

4.88

4.4

4.05

3.8

3.62

3.42

3.18

2.85

2.65

2.48

2.52

2.55

2.48

2.62

3.2

4.9

7 08

7.4

6.7

6.0

5.3

4.9

4.5

4

AQ

a Ga.ge height, interpolated.
WABASH RIVER DRAINAGE BASIN. 79

Stolon rating table for Wabash River at Terre Haute, Ind.,from February 25 to December 31,

1905.

Gage 

height.

Feet.

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

Discharge.

Second-feet.

1,945

2,065

2,195

2,335

2,485

2,643

2,808

2,978

3,152

3,330

3,513

3,700

3,890

4,080

4,275

4, 470

Gage 

height.

Feet.

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

Discharge.

Second-feet.

4,670

4,870

5,080

5,290

5,505

5,720

5,940

6,160

6,380

6,605

6,830

7,055

7,280

7,510

7,740

7,970

Gage 

height.

Feet.

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

7.20

Discharge.

Second-feet.

8,430

8,910

9,390

9,890

10,400

10,920

11,450

11,990

12,540

13,100

13,660

14, 240

14,820

15,400

16,000

16,600

Gage 

height.

Feet.

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

9.00

9.50

10.00

10.50

11.00

11.50

12.00

Discharge.

Second-feet.

17,200

17,800

18,400

19,000

19,600

20,300

21,000

21,700

22,400

24, 150

25,900

27,800

29,800

31,800

33,800

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

measurements made during 1905. It is well defined between gage heights 1 foot and 4 feet. The table 

has been extended beyond these limits, being based on one measurement at 6.9 feet and also on welldefined area and mean-velocity curves to 12 feet. Above this point the curve is more uncertain as the 

river overflows.

Estimated monthly discharge of Wabash River at Terre Haute, Ind.,for 1905.

Discharge in second-feet.

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

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

Maximum.

48,800

29,400

60,800

16,900

9,765

5,290

10,660

10,190

19,000

25, 380

Minimum.

7,970

3,738

7,740

4,470

2,676

2,265

2,643

1,945

2,676

4,630

Mean.

18, 690

11, 750

22,560

9,787

5,454

3,495

5,164

4,077

5,033

10, 650
80 STEEAM MEASUEEMENTS IN 1905, PAET V.

TIPPECANOE RIVER NEAR DELPHI, IND.

This gtation was established March 14, 1903. It is located at the highway bridge at 

Springboro, Ind. The nearest railroad station is Delphi, 5 miles east of Springboro. The 

drainage area of Tippecanoe River at this station is 1,890 square miles.

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 by 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.

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.

A standard chain gage is located on the second span from the east bank, one panel length 

beyond the center of*the span; length of the chain, 25.66 feet. The gage was read during 

1905 by Lois Imler. The bench mark is the head of an anchor bolt in the east abutment; 

it is the outside anchor of the downstream truss; elevation above the zero of the gage, 22.25 

feet.

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

of the United States Geological Survey:

Description: 98, pp 222-223; 128, p 86. 

Discharge: 98, p 223; 128, p 87. 

Discharge, monthly: 98, p 224; 128, p 88. 

Gage heights: 98, p 223; 128, p 87. 

Rating table: 98, p 224; 128, p 88.

Discharge measurements of Tippecanoe River near Delphi, Ind., in 1905.

Date.

March 21 ...... 

May 27........

June 13... ..... 

July 14........

Hydrographer.

S. K.Clapp. ........................

S. K. Clapp...... ................... 

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

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

Width.

Feet. 

319 

325

285 

272

256

251

Area of 

section.

Square 

feet.

713 

682

672 

617

294

276

Mean 

velocity.

Feet per 

second.

3.9 

3.23

3.66 

3.44

1.89

1.76

Gage 

height.

Feet. 

4.25 

4.29

4.30 

4.10

2.98

2.98

Discharge.

Secondfeet.

2,782 

2,203

2,459 

2,120

556

486
WABASH EIVEE DKAINAGE BASIN. 81

Daily gage height, in feet, of Tippecanoe River near Delphi, Ind.,for 1905.

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.

3.04

3.08

3.09

3.08

3.06

3.03

3.0

3.0

3.0

3.03

3.1

Feb.

3.06

3.1

3.12

3.1

3.15

4.90

Mar.

7.8

6.9

6.1

5.9

5.7

5.6

5.5

5.4

5.1

4.7

4.1

4.1

4.05

4.05

4.2

4.2

4.2

4.2

4.1

4 1

4.05 '4.1

43

4.3

4.2

4.2

4.2

4.1

4.1

4.2

4.1

Apr.

4.1

4.0

3.95

3.7

3.65

3.6

3.5

3.55

3.55

3.55

3.5

3.5

3.7

3.9

3.85

3.85

3.8

3.75

5.2

7.0

6.1

6.0

6.0

6.59

5.8

5.5

5.4

7.8

8.0

7.9

May.

7.9

7.8

7.8

7.6

7.4

7.3

7.2

6.8

6.8

6.5

5.6

9.4

10.2

o s

8 9

7.6

6

K

A Q

4.8

4.7

4 7

4.6

4.6

4 4

4 4

4.5

4.5

4.7

June.

4.4

4.2

4.0

3.95

3.9

3.85

3.75

3.75

3.9

4.0

4.5

4.3

4.4

4.4

4.4

4.3

5.0

5.6

5.0

A q

4.2

4.3

4 AC

3.85

3.7

3.6

3.65

3.7

3.5

3.45

July.

3.4

3.35

3.3

3.25

3.15

3.15

3.25

3.25

3.2

3.3

3.7

4.3

4.1

4.0

3.9

3.7

3.6

3.45

3.45

3.35

3.25

3.2

3.2

3.15

3.1

3.05

3.02

3.35

3.65

3.4

Aug.

3.35

3.3

3.3

3.25

3.15

3.06

3.0

3.0

2.98

2.98

2.97

2.99

3.0

3.09

3.2

3.45

3.3

3.15

3.15

3.45

3.4

3.35

3.3

3.25

3.25

3.2

3.15

3.08

3.01

2.95

2.98

Sept.

3.9

3.5

3.6

3.75

3.7

3.55

3.45

3.35

3.15

3.1

3.09

3.06

3.1

3.3

3.25

3.15

3.15

3.15

3.1

3.1

3.09

3.08

3.1

3.1

3.09

3.08

3.06

3.05

3.04

3.03

Oct.

3.02

3.09

3.08

3.04

3.02

3.0

2.98

2.98

2.97

2.96

2.96

2.95

2.94

2.93

2.91

2.9 .

2.9

3.15

4.4

4.4

4.3

4.1

4.0

3.95

3.85

3.8

3.6

3.35

3.3

3.3

3.25

Nov.

3.25

3.25

3.2

3.2

3.15

3.8

4.1

4.0

3.95

3.95

3.9

3.9

3.8

3.7

3.6

3.5

3.35

3.35

3.3

3.3

3.3

3,3

3.25

3.25

3.2

3.15

3.1

3.1

4.3

4.4

Dec.

4.4

4.4

4.25

4.2

4.0

3 85

3.8

3.7

3.65

3.55

3.5

3.45

3.45

3.65

3.6

3.5

3.45

3.4

3.4

3.25

2.3

3.4

4.8

4.65

4.2

a. 9

3.9

3.85

3.35

3.8

3.75

NOTE. There were ice conditions during January and February, From January 9 to February 11 

the river was frozen over except for a narrow channel near the west bank. February 12-28, river frozen 

entirely across. Gage heights are to surface of water in hole in ice. The following comparative readings were also made:

Date. Water 

surface.

Feet. 

3.0

3.03

3.1

3.06

3.1

3.12

3.15

Top of 

ice.

Feet.

9 Q

3.03

3. 12

3.12

3.12

3.19

Thickness of 

ice.

Feet. 

0.3

 .35

.5

' .5

1.0

1.0

1.0

IKK 169 06 6
82 STREAM MEASUREMENTS IN 1905, PART V.

Station rating table for Tippecanoe River near Delphi, Ind., from January 1,1904, to December

31,1905.

height.

Feet.

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

'. 3. 70

3.80

3.90

4.00

4.10'

Discharge.

Second-feet.

280

390

510

630

760

890

1,030

1,170

1,320

1,470

1,620

1,770

1,930

2,090

2,250

Gage 

height.

Feet.

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

Discharge.

Second-feet.

2,410

2,580

2,750

2,920

3,090

3,270

3,450

3,640

3,830

4,030

4,230

4,440

4,650

4,860

5,070

Gage 

height.

Feet.

5.70

5.80

5.90

6.00

6.20

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

8.20

Discharge.

Secondr-feet.

5,280

5,490

5,700

5,910

6,350

6,790

7,230

7,670

8,110

8,550

8,990

9,450

9,910

10, 370

10,830

Gage 

height.

Feet.

8.40

8.60

8.80

9.00

9.20

9.40

9.60

9.80

10.00

10.50

11.00

11.50

12.00

12.50

13.00

Discharge.

Secand-fert.

11,290

11,750

12,210

12, 670

13,130

13,590

14,050

14, 510

14,970

16, 120

17,270

18,420

19,570

20,720

21,870

NOTE. The above table is applicable only for open-channel conditions. It is based on 23 discharge 

measurements made during 1903-1905. It is not very well defined.

Estimated monthly discharge of Tippecanoe River near Delphi, Ind., for 1905. 

\ Drainage area, 1,890 square miles.]

Month.

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

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

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

Discharge in second-feet. 

Maximum.

9,910 

10,370 

15,430 

5,070 

2,580 

1,245 

1,930 

2,750 

2,750 

3,450

Minimum.

2,170 

1,320 

2,750 

1,245 

656 

570 

669 

510 

760 

1,030

Mean.

3,411 

3,708 

7,507 

2,331 

1,197 

847 

960 

1,121 

1,383 

1,799

Run-off.

Second-feet 

per square 

mile.

1.80 

1.96 

3.97 

1.23 

.633 

.448 

.508 

.593 

.732 

.962

Depth in 

inches.

2.08 

2.19 

4.58 

1.37 

.730 

.516 

.567 

.684 

.817 

1.10

NOTE. No estimate for frozen period.
WABASH EIVEE DBAINAGE BASIJST. 83

WEST BRANCH OF WHITE RIFER AT INDIANAPOLIS, IND.

This station was established May 6, 1904. It is located^ in the central portion of the 

city, on the bridge of the Cleveland, Cincinnati, Chicago and St. Louis Railway.

The channel is straight for about 500 feet above and 1,000 feet below the station. The 

right bank is high and seldom overflows. The left bank is high, covered with 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 is one 

channel at all stages. At low water the current is too sluggish to permit of very accurate 

measurements.

Discharge measurements are made from the downstream side of the bridge of three 

spans, to which the gage is attached. The initial point for soundings is the downstream 

inner face of the right abutment.

A standard chain gage is attached to the downstream side of the bridge, its length from 

the end of the weight to the marker, which is the outside of the ring, being 37.10 feet. 

The gage was read during 1905 by J. D. Burk. The chain and weight are kept at the 

water-softening plant of the Kingan Packing Company, 100 feet downstream from the 

right abutment of the bridge. The gage is referred to bench marks as follows: (1) The 

south capstone of the ballast wall of the right abutment; elevation, 36.51 feet. (2) The 

downstream top edge of the fifth cross girder from the right abutment of the bridge; elevation, 36.54 feet. Elevations refer to the datum of the gage.

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

of the United States Geological Survey:

Description: 128, p 89. 

Discharge: 98, p 227; 128, p 89. 

Discharge, monthly: 128, p 91. 

Gage heights: 128, p 90. 

Rating table: 128, p 90.

Discharge measurements of West Branch of White River at Indianapolis, Ind., in 1905.

Date.

March 15..... .

May 13........

June 14... .....

October 18 ....

Hydrographer.

-S. K. Clapp.... .....................

M. S. Brennan.... ..................

S. K. Clapp.. .......................

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

Width.

Feet.

250

328

243 

272

239

Area of 

section.

Square 

feet.-

1,415

2,836

1,277 

1,452

1,234

Mean 

velocity.

Feet per 

second.

1.00

3.04

.57 

.98

.50

Gage 

height.

Feet.

8.80

13.30

8.05 

8.98

7.94

Discharge.

Secondfeet.

1,408

8,626

730 

1,427

621
84 STREAM MEASUREMENTS IN 1905, PART V.

Daily gage height, in feet, of West Branch of White River at Indianapolis, Ind., for 1905.

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.

8.5

8.3

8.15

7.65

7.85

7.85

7.8

7.55

7.4

7.35

7.5 

8.1

8.8

8.9

8.7

8.25

8.2

8.2

8.1

8.0

7.95

7.9

7.75

7.7

7.3

7.2

7.4

7.5

7.35

7.3

7.35

Feb.

7.3

7.2

7.1

7.1

7.15

7.15

7.1

7.1

7.2

7.15

7.15 

7.15

7.1

6.95

7.0

7.0

7.1

7.1

7.2

7.2

7.25

7.35

7.55

8.0

9 7

10.9

11.7

11.4

Mar.

11.8

12.1

11.2

10.8

10.1

9.6

9 4

9 6

10.7

9.8 

9.5

9.1

8.9

8 9

8.8

8 9

8.8

8.6

9 1

9.1

8.8

8.55

8.5

9.5

11.0

Apr.

9.8

9.3

8.9

8.75

8.5

8.4

8.2

8.1

10.3

9.3

8.4

8.3

8.2

11 9

11.8

9 6

9 3

9.2

9.2

9.4

10.4

May.

10.4

9.4

9.0

8.75

8.65

9 0

9.2

8.7

8.9 

13.2

13.3

12.5

9 8

9.5

9.2

9 0

8.7

8.2

8.15

8.1

8.0

8.3

12.4

12.2

June.

11.0

9.8

9.3

8.8

8.5

8.7

8.8

8.9

8.5

8.3

8.2 

8.2

8.2

7.95

8.0

7 9

7 Q^

7.9

7.9

7 95

8.2

8.4

8.3

8.1

7.9

7.65

7.6

7.6

7.6

July.

7.6

7.6

7.65

7.65

7.6

7.6

7.6

7.6

7.8

8.0

7.85 

7.8

8.2

8.2

8.0

7.85

7.7

7.7

7.6

7.55

7.55

7.5

7.55

7.55

7.5

7.5

7.45

7.35

7.3

7.3

7.3

Aug.

7.3

7.3

7.35

7.3

7.3

7.3

7.75

7.65

7.6

7.6

7.5 

7.5

7.65

7.85

8.2

8.65

8.8

8.6

8.5

8.3

8.3

8.9

8.5

8.2

8.6

9.9

9.6

8.9

8.5

8.15

7.9

Sept.

7.8

7.7

7.6

7.7

7.8

7.75

7.65

7.6

7.5

7.6

7.85 

11.1

11.5

9.8

9.0

9.1

11.7

12.0

10.8

9.6

9.3

8.8

8.5

8.3

8.2

8.0

7.9

7.85

7.85

7.75

Oct.

7.7

8.35

10.3

10.7

9.6

9.0

8.6

8.3

8.2

8.15

8.0 

7.95

8.0

7.9

7.85

7.8

7.7

7 9

8.25

9.15

9.1

8.85

8.6

8.3

8.15

8.0

8.0

7.9

7.8

7.75

7.8

Nov.

7.75

7.7

7.7

7.65

7.9

8.4

9.7

9.35

8.9

8.5

8.3 

8.15

8.1

8.0

7.95

7.85

7.8

7.8

7.75

7.7

7.6

7.6

7.55

7.5

7.5

7.5

7.65

7.7

7.9

iXec.

8.3

8.4

8.8

9.9

8.2

8.4

8.6

8.3

8.15

8.1

8.0 

7.95

7.9

7.85

7.7

7.65

7.65

7.6

7.6

7.65

7.75

9.9

10.5

10.1

9.5

8.95

8.6

8.4

8.35

8.5

8.6

NOTE. Ice conditions unknown; discharge applied as for open channel.

Station rating table for West Branch of White River at Indianapolis, Ind., from January. 1

to December 31, 1905.

Gage 

height.

Feet.

6.90

7.00

7.10

7.20

7.30

7.40

7.50

7.60

7.70

7.80

7.90

8.00

8.10

Discharge.

Second-feet.

125

150

180

215

255

300

350

400

455

515

580

65Q

725

Gage 

height.

Feet.

8.20

8.30

8.40

8.50

8.60

8.70

8.80

8.90

9.00

9.10

9.20

9.30

9.40

Discharge.

Second-feet.

800

880

960

1,045

1,130

1,215

1,305

1,395

1,490

1,585

1,685

1,785

1,895

Gage 

height.

Feet.

9.50

9.60

9.70

9.80

9.90

10.00

10.20

10.40

10.60

10.80

11.00

11.20

Discharge.

Second-feet.

2,005

2,115

2,225

2,345

2,465

2,585

2,845

3,125

.3,405

3,695

3,995

4,315

Gage 

height.

Feet.

11.40

11.60

11.80

12.00

12.20

12.40

12.60

12.80

13.00

13.50

14.00

Discharge.

Second-feet.

4,655

5,005

5,375

5,765

6,165

6,585

7,015

7,455

7,905

9,055

10, 210

NOTE. The above table is applicable only for open-channel conditions. It is based on 10 discharge 

measurements made during 1904-5. It is well denned between gage heights 7.2 feet and 9 feet. The 

table has been extended beyond these limits, being based on one measurement at 13.3 feet.
WABASH KIVEE DKAINAGE BASIN. 85

Estimated monthly discharge of West Branch of White River at Indianapolis, Ind.,for 1905. 

[Drainage area, 1,520 square miles.]

Month.

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

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

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

Discharge in second-feet.

Maximum.

1,395 

5,185 

5,965 

5,565 

8,595 

3, 995 

800 

2, 465 

5,765 

3,545 

2,225 

3,265

8,595

Minimum.

215 

138 

1,045 

725 

650 

400 

255 

255 

350 

455 

350 

400

138

Mean.

598 

759 

2,171 

1,992 

2,522 

971 

436 

803 

1,491 

1,008 

669 

1,076

1,208

Run-off.

Second-feet 

per square 

mile.

0.393 

.499 

1.43 

1.31 

1.66 

.639 

.287 

.528 

.981 

.663 

" .440 

.708

.786

Depth in 

inches.

0.453 

.520 

1.65 

1.46 

1.91 

.713 

.331 

.609 

1.09 

.764 

.491 

.816

10.81

See gage height footnote.

EEL RIVER AT CATARACT, USD.

This station was established August 6, 1903. 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 drainage area of Eel River at this station is 255 square miles.

The channel is straight for about 500 feet above and 300 feet below the bridge. 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. The current varies from swift to rather 

sluggish.

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 

for soundings is the face of the left abutment at the top of the coping on the upstream 

side of the bridge.

The gage is a 3 by 6 inch oak timber, securely fastened to the west abutment on the downstream face. The gage was read during 1905 by Joseph Steiner. Bench marks were established as follows: (1) 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 and about 50 

feet from the bridge; elevation, 12.60 feet. (2) 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; elevation, 27.20 

feet. Elevations refer to the datum of the gage.

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

of the United States Geological Survey:

Description: 98, pp 218-219; 128, pp 91-92.

Discharge: 98, p 219.

Gage heights: 98, p 219; 128, p 92.
86 STKEAM MEASUBEMENTS IN 1905, PAET V.

Daily gage height, in feet, of Eel River at Cataract, Ind.,for 1905.

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.

3.3

3.2

3.1

3.0

2.9

2 7

2.8

2.8

2.9

2.9

3.0

3.0

3.0 ~2.9

2.9

2

0

2

0

2 7

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.5 

2.4

2.3

Feb.

2.1

2.0

2.0

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.8

1.8

1.8

2 {\

2.2

2.3

2

C

2.8

3.0

3.0

3.1

3.2

Mar.

3.4

3.5

3.6

3.6

3.5

3.4

3.2

3.0

9 Q

2.8

2.8

2.7

2.7

2.7

2.6

2

E

2

C

2.4

2.4

2

0

2 9

2

1

2,0

2.0

2.0

2.1

2.2 

2.3

2.3

Apr.

2.4

2.3

2 1

9 1

2.0

2.0

2.0

1 9

1.8

1.8

1.6

1.6

1.6

1.6

1.7

1.7

1 9

1 9

2.0

2.0

2 {\

2.3

2.5

4.0 

4.0

May.

3.9

3.8

3.8

o 7

o c

3 A

3

0

3.2

3.5

3.6

3.6

3.5

3.5

3.4

3.2

3.1

3.0

2 9

2.8

2.7

2.6

2

fi

2

C

2.3

2.3

2.2

2.1 

2.1

2.1

June.

2.0

2.0

2.0

2.0

2.0

2.0

2.1

2.0

2.1

2.0

2.1

2.2

2.3

2.5

2 A

2.7

2.8

2.9

2.8

2.6

2.5

2.3

2.2 

2.1

July.

2.0

1 9

1.8

1.6

1.7

1.8

2.0

2.0

2.0

1 9

1 9

1.8

1 9

9 n

1 9

1.8

1.7

1.6

1.5

i *?

1.3

1.3

1.4 

1.3

1.2

Aug.

1.1

1.1

1.0

1.0

1.0

1.0

1.1

1.1

1.2

1.2

1.3

1.2

1.3

1.4

1.6

1 9

2.0

9 C

2.4

2.4

2.3

9 9

2.1

2.0

2.0

2.0

1 9

1.9

1.8

1.7

Sept.

1.6

1.5

1.6

1.8

1.9

1 9

1.8

1.8

1.8

1.7

1.7

1.6

1.5

1.4

1.3

1.2

1.2

1.1

1.1

1.0

1.0

1.0

1.0

1.1

1.2

1.4

1.5

1.6

1.6 

1.7

Oct.

1.6

1.4

1.3

1.2

1.2

1.1

1.1

1.2

1.2

1.3

1.3

1.4

1.5

1.6

1.6

1.7

1.8

1.9

2.0

2.1

2.3

2.3

2.3

2.2

2.1

2.1

2.0

2.0

2.0 

1.9

1.8

Nov.

1.8

1.8

1.9

1.9

2.0

2.0

2.1

2.0

2.0

1.9

1.9

2.0

2.0

2.1

2.1

2.0

1.9

1.9

1.8

1.7

1.6

1.5

1.5

1.4

1.5

1.6

1.7

1.9

2.0 

2.0

Dec.

2.4

2.5

2.4

2.3

2.2

2.2

2.3

2.3

2.4

2.4

2.4

2.3

2.3

2.2

2.1

2.0

2.0

2.1

2.2

2.3

2.4

2.4

2.3

2.4

2.5

2.6

2.6

2.7

2.8 

2.8

2.7

NOTE. Ice conditions unknown,

EAST BRANCH OF WHITE BIVEB AT SHOALS, I3STD.

This station was established June 25,1903. 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, also about 5J miles below.

The channel is straight above and below the station. 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. The current is swift.

Discharge measurements are made from the three-span highway bridge, to which the gage 

is attached. The initial point for soundings is the face of the left abutment.

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; length of the chain, 46.41 feet. The 

gage was read during 1905 by O. H. Griest. The bench mark is the stone cap on the 

downstream end of the first pier from the left bank. Its elevation is 100.00 feet above 

the gage datum.

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

of the United States Geological Survey:

Description: 98, pp 216-217; 128, p 93. 

Discharge: 98, p 217; 128, p 93. 

Discharge, monthly: 98, p 218; 128, p 95. 

Gage heights: 98, p 217; 128, p 94. 

Rating table: 98, p 218; 128, p 95.
WABASH RIVER DRAINAGE BASIN.

Discharge measurements of East Branch of White River at Shoals, Ind., in 1905.

Date.

March 16......

May 15........

October 16.....

Hydrographer.

S. K.Clapp. ........................

S. K. Clapp.........................

Width.

Feet. 

355

406

330

313-

Area of 

section.

Square 

feet.

1,421

4,248

744

564

Mean 

velocity.

Feet per 

second. 

4.28

4.26

2.47

1.74

Gage 

height.

-Feet. 

66.00

73.58

64.40

63.80

Discharge.

Secondfeet.

6,090

18,120

1,838

982

Daily gage height, in feet, of East Branch of White River at Shoals, Ind., for 1905.

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.

65.5

65.0

64.7

64.5

64.3

64.3

54.1 

63.9

63.7

63.6

63.6

65.5

65.5

68.4

66.0

65.7

66.8

67.2

65.8

65.2

64.7

64.5

64.4

63.8

63.8

63.8

63.9

64.0

64.0

61.0

63.9

Feb.

63.9

64.0

63.8

63.8

63.7

63.7

63.7 

63.7

63.7

63.8

63.9

64.0

64.2

64.4

64.5

64.6

64.4

64.2

64.0

63.9

64.2

65.0

65.2

66.0

67.1

70.3

71.6

68. 2

Mar.

66.4

68.4

67.9

68.0

68.1

67.1

66.7 

67.1

70.6

71.5

71.7

70.0

68.9

67.2

66.4

66.0

65.8

65.5

65.4

65.2

65.2

65.1

65.0

65.0

65.0

65.0

65.7

65.2

65.6

66.0

Apr.

66.0

66.0

65.9

65.3

65.0

64.9 

64.8

64.7

64.5

65.1

65.3

65.4

65.4

65.2

65.0

64.8

64.6

64.5

64.4

64.6

66.6

67.7

68 7

67.5

67.0

66.9

66.4

66.2

66.4

May.

67.0

67.2

67.5

67.0

65.8

66.1

67.0 

67.3

67.5

68.0

68.8

69.6

71.6

72.8

74.0

75.2

76.2

75.3

72.3

69.7

67.4

66.4

66.0

65.6

65.4

65.2

65.1

65.0

64.9

65.0

65.0

June.

66.4

66.8

66.4

65.8

65.4

65.2

65.9 

64.9

64.9

65.0

64.9

64.8

64.6

64.5

64.4

64.3

64.3

64.5

64.3

64.8

65.0

65.4

65.6

65.8

65.4

65. 1

64.9

64.7

64.6

64.4

July.

64.3

64.2

64.1

64.1

64.0

64.0

64.0 

64.0

63.9

63.9

64.0

64.2

64.3

64.3

64.2

64.2

64.2

64.1

64.0

64.0

 63.9

63.9

64.0

64.4

64.4

64.3

64.3

64.2

64.0

6o.9

63.8

Aug.

63.8

63.8

63.8

63.7

63.6

63.6

63.5 

63.6

63.7

63.8

64.0

64.1

64.8

66.2

65.7

66.1

66.1

66.0

66.7

66.1

65.9

65.8

66.0

66.0

65.9

65.7

65.4

65.3

65.2

64.9

Sept.

65.1

65.6

65.0

64.7

64.3

64.2

64.2 

64.0

64.0

64.0

64.2

64.2

64.1

64.1

64.2

64.2

64.2

64.1

64.0

64.0

64.2

64.3

64.3

64.1

64.0

63.9

63.8

63.8

63.8

63.8

Oct.

63.9

64.0

64.0

64.1

64.1

64.3

64. 5 

64.6

64.6

64.4

64.2

64.1

64.0

63.9

63.8

63.8

64.0

65.3

69.1

71.1

69.4

69.8

68.7

67.3

67.0

68.0

67.9

68.0

67 3

66.6

66.0

Nov.

65.6

65.4

65.3

65.2

66.0

66.5

66.5 

66.8

67.0

66.7

66.2

65.8

65.5

65.2

65.2

65.0

64.9

64.8

64.8

64.8

64.9

65.0

64.9

64.8

64.7

64.7

64.7

64.9

65.1

65.8

Dec.

66.3

69.0

70.0

71.0

70.8

69.3

68.4 

67.0

66.5

65.6

65.4

65.2

65.2

65.1

65.0

64.9

64.8

64.7

64.8

65.0

65.8

67.0

68.2

68.4

68.5

67.9

66.9

66.5

66.0

65.9

65.8
88 STEEAM MEASUKEMENTS IN 1905, PAET V.

Station rating table for East Branch of White River at STioals, Ind., from January 1 to

December 31, 1905.

Gage 

height.

Feet.

63.50

 63.60

63.70

63.80

63.90

64. 00

64.10

64.20

64.30

64.40

64. 50

64.60

64.70

64.80

64.90

65.00

65.10

65.20

65.30

Discharge.

Second-feet.

570

670

790

918

1,050

1,190

1,338

1,500

1,673

1,856

2,051

2,259

2,479

2,700

2,922

3,145

3,365

3,592

3,816

Gage 

height.

Feet.

65.40

65.50

65.60

65.70

65.80

65.90

66.00

66.10

66.20

66.30

66.40

66.50

66.60

66.70

66.80

66.90

67. 00

67.10

67.20

Discharge.

Second-feet.

4,041

4,266

4,492

4,718

4,945

5,172

5,400

5,630

5,860

6,090

.6,320

6,550

6,780

7,010

7,240

7,470

7,700

7,930

8,160

Gage 

height.

Feet.

67.30

67.40

67.50

67.60

67.70

67.80

67.90

68.00

68.20

68.40

68.60

68.80

69.00

69.20

69.40

69.60

69.80

70.00

70.20

Discharge.

Second-feet.

8,390

8,620

8,850

9,080

9,310

9,540

9,770

10,000

10, 460

10, 920

11,380

11,840

12,300

12, 760

13,220

13, 680

14, 140

14,600

15,060

Gage 

height.

Feet.

70.40

70.60

70.80

71.00

71.20

71.40

71.60

71.80

72.00

72.50

73.00

73.50

74.00

74.50

75.00

75.50

76.00

76.50

Discharge.

Second-feet.

15,520

15,980

16,440

16,900

17, 360

17,820

18,280

18,740

19,200

20,350

21,500

22,700

23,900

25,100

26,300

27,500

28,700

29,900

NOTE. The above table is applicable only for open channel conditions. It is based on 14 discharge 

measurements made during 1903-1905. It is fairly well defined between gage heights 63.2 feet and 69 

feet. The table has been extended beyond these limits, being based on one measurement at 95.2 feet. 

This measurement may be considerably in error owing to backwater.

Estimated monthly discharge of East Branch of White River at Shoals, Ind., for 1905. 

[Drainage area, 4,900 square miles.]

Month.

February .....

March ........

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

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

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

September-. ..................................

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

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

Discharge in second-feet.

Maximum.

8,160 

18,280 

18,510 

11,610 

29,180 

7,240 

1,856 

7,010 

' 4,492 

17,130 

7,700 

16,900

29,180

Minimum.

670 

790 

3,145 

1,856 

2,922 

1,673 

918 

570 

918 

918 

2,479 

2,479

570

Mean.

2,694 

3,216 

7,320 

4,801 

10,698 

3,363 

1,315 

3,191 

1,591 

5,264 

4,106 

7,263

4,568

Run-off.

Second-feet 

per square 

mile.

0.550 

.656 

1.50 

.980 

2.18 

.086 

.268 

.651 

.325 

1.07 

.838 

1.48

.932

Depth in 

inches. .

0.634 

.683 

1.73 

1.09 

2.51 

.765 

.309 

.750 

.36? 

1.23 

.935 

1.71

12.71

NOTE. Practically no ice conditions; discharge applied as for open channel.
OHIO RIVER DRAINAGE BASIN. 89

TENNESSEE RIVER BASIN. 

DESCRIPTION OF BASIIST.

Tennessee River is formed by the junction of the French Broad and the Holston, about 4 

miles above Knoxville, Tenn. It flows south westward, crossing into Alabama about 40 miles 

below Chattanooga, Tenn., and, after crossing the northern part of Alabama, again enters 

Tennessee in Harding County. It then flows northward, crossing Tennessee and Kentucky, 

and enters Ohio River at Paducah, about 40*miles above Cairo. Its principal tributary on 

the north is Clinch River, which enters it near Kingston, Roan County, Tenn. The principal tributaries on the south are Hiwassee and Little Tennessee rivers. The Hiwassee rises 

in the northern part of Georgia and flows into the Tennessee about 30 miles above Chattanooga. Its principal tributaries are the Ocoee and Nottely. Little Tennessee River rises 

in the northeast 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.

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.

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 the lowest, when it becomes 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 which form the bridge approaches 

on either side are of such a height that all the water passes beneath the bridge and through 

a flood channel 81 feet wide, which is opened through the embankment 140 feet from the 

left end of the bridge.

Discharge measurements are made from the downstream side 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.

A plain staff gage, graduated to feet and tenths, is attached vertically to a 1^ 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. It is read once each 

day by Charles Duncan. The gage is referred to bench marks as follows: (1) The upper 

surface of the downstream end of the first floor beam from the left bank, 15 feet from the 

initial point for soundings; elevation, 20.48 feet. (2) 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; elevation, 12.40 feet. Elevations refer to the datum of the gage.

A description of this station and gage-height and discharge data are contained in WaterSupply Paper of the United States Geological Survey, No. 128, pages 98-99.

Discharge measurements of French Broad River at Horseshoe, N. C., in 1905.

Date.

April 12. .......

June 22........

Hydrographer.

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

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

W. E. Hall. .....................:...

Width.

Feet. 

81

81

81

81

Area of 

section.

Square 

feet.

439

522

48S

259

Mean 

velocity.

Feet per 

second.

2.02

2.22

2.27

1.60

Gage 

height.

Feet. 

3.10

3.84

3.60

1.37

Discharge.

Secondfeet.

888

1,159

1,109

415
90 STREAM MEASUREMENTS IN 1905, PART V.

Daily gage height, in feet, of French Broad River at Horseshoe, N. C.,for 1905.

Day.

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

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

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

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.

1.6

1.45

1.45

1.4

1.15

1.25

2.7

2.0

.95

.65

8.4

7.0

4.5

3.7

3.2

2.7

2.55

2.5

2.35

2.2

2.1

2.0

1.8

2.5

3.4

3.6

2.4

2.2

1.8

Feb.

1.7

1.6

1.5

1.9

1.8

2.35

3.4

5.0

3.8

3.1

5.3

4.0

3.0

3.0

2.85

2.6

2.8

8.9

6.7

6.7

5.0

4.6

Mar.

3.8

3*. 5

3 A

a q

3

0

3.3

3

O

5.2

4.8

4.0

4.2

3.8

3.5

3.3

3.1

3.0

2.9

2.8

3.3

3.7

3.2

3 fi

3

1

2.9

2.5

2.5

2.5

2.6

Apr.

2.3

Q 9

2.8

2.5

2.6

3.8

3 A

2.9

3.0

2.7

2.5

2.35

2.3

2.25

2.2

2.9

2.6

2.3

3.2

May.

2.6

2.4

2.4

8.4

6.3

5.7

4.8

4.6

4.0

3.6

3.3

3.2

2.9

5.9

4.8

3.8

3.4

3.2

3.0

3.3

3.2

3.3

3.5

5.8

6.3

4.5

4.2

3.6

June.

3.3

3.0

2.8

2.7

2.7

2.6

2.2

2.1

2.1

2.0

2.0

1.85

2.4

10.2

8.9

6.3

4.2

4.4

4.9

Q Q

3.8

3.3

2.75

2.7

2.7

2.4

3.2

July.

6.8

7.2

4.8

3.7

' 3.4

3.8

3.8

4.8

3.7

3.2

6.6

13.8

15.2

15.0

7.8

6.7

6.0

5.7

5.3

5.0

5.3

4.6

4.2

4.0

3.2

3.4

4.1

3.8

3.4

3.4

Aug.

3.1

2.8 '

2.8

2.9

3.2

2.9

2.85

2.8

6.5

5.5

10.2

10.8

10.5

7.5

6.3

5.4

5.3

4.5

4.4

4.4

4.3

4.6

5.6

6.6

6.0

5.4

4.5

4.0

3.6

3.4

3.3

Sept.

3.2

4.0

3.8

3.4

3-2

2.95

2

0

2.7

2.65

2.55

2.5

2.4

2.4

2.35

2.3

2.25

2.35

2.3

2.3

2.15

2.0

2.0

1.95

1.9

1.85

1.85

1.8

1.8

Oct.

1.8

1.8

1.85

2.4

2.0

1.8

1.75

1.65

1.6

1.6

6.9

4.4

2.7

2.3

2.1

2.0

2.0

1.9

1.85

1.8

1.8

1.8

1.75

1.65

1.95

1.8

1.75

1.7

1.7

Nov.

1.65

1.6

1.55

1.5

1.5

1.45

1.45

1.45

1.4

1.4

1.4

1.4

1.4

1.35

1.35

1.3

1.25

1.2

1.2

1.45

1.7

1.45

1.35

1.3

1.3

1.3

1.3

1.25

1.25

1.3

Dec.

1.3

1.3

9.4

6.3

3.5

2.7

2.3

3.6

9.0

9.3

5.4

4.4

3.2

3.6

4.6

3.8

3.4

3.1

3.2

7.3

5.3

4.6

4.7

4.4

3.8

3.5

3.2

5.1

4.4

4.5

FRENCH BROAD RIVER AT SMITH BRIDGE, NEAR ASHEVILLE, N. C.

This station is located at the steel highway bridge known as Smith Bridge, about 1 mile 

below the Southern Railway depot at Asheville, N. C., and near the end of the Patton 

avenue line of the Asheville Street Railway Company. The United States Weather Bureau 

maintains a station at this place, and during 1904 a number of discharge measurements 

were made by the United States Geological Survey. During 1905 the discharge measurements have been continued and the gage heights have been furnished by the Weather 

Bureau.

The channel is straight for about 1,500 feet above and 800 feet below the station. There 

is but one channel at all stages, broken by three piers at ordinary and four at high-water 

stages. The banks are not high, but all water will probably be confined between the 

abutments, as the road has been raised by embankments. The current is fairly swift and 

somewhat irregular. The bed is of sand and bowlders and is irregular.

Discharge measurements are made from the walkway on the upstream side of the bridge, 

the initial point for soundings being the end of the hand rail at the left bank. The bridge 

has five spans of 100 feet each, supported by four stone piers and two stone abutments.

A new boxed chain gage has been installed by the Weather Bureau to take the place of 

the vertical gage which is attached to the southwest corner of the second stone pier from 

the left bank. It is located on the downstream side of the bridge in the second panel to 

the left of the pier to which the vertical gage is attached. The length of the chain is 26.45 

feet. The bench mark is the top of the downstream end of the second floor beam to the 

left of the second pier from the left bank; elevation, 20.08 feet above the datum of the gage.
TENNESSEE RIVER DRAINAGE BASIN. 91

Imformation in regard to this station is contained in the following publications of the

United States Geological Survey (Bull.=Bulletin; Ann.=Annual Re] 

Supply Paper):

Description: Bull 140, pp 80-81; WS 15, p 60; 27, p 59; 36, pp 165-166; 48, p 186; 

p 116; 128, pp 99-100, 100-101.

Discharge: Ann 18, iv, p 116; Bull 140, p 80; WS 15, p 60; 27, p 65; 36, p 166; 41 

pp 100-101.

Discharge, monthly: Ann 19, iv, p 257-258; 20, iv, p 205; 21, iv, p 160; 22, iv, p 2

Discharge, yearly: Ann 20, iv, p 52.

Gage heights: Bull 140, p 81; WS 11, p 42; 15, p 60; 27, p 62; 36, p 166; 48, p 186;

Hydro-graphs: Ann 19, iv, pp 258-259; 20, iv, p 205; 21, iv, p 161.

Rating tables: Ann 19, iv, p 257; WS 27, p 66; 39, p 446; 52, p 515; 65, p 323.

Discharge measurements of French Broad River at Smith Bridge, near Ashei

Date.

April 17. .......

June 28........

August 26 .....

November 10 ..

Hydrographer.

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

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

W. E. Hall. ........................

Width Area of matn> section.

Feet 

31 

32

33

30

Square 

feet.

8 930 

0 964 

1 1,339 

0 679

Mean 

velocity.

Feet per 

second.

1.70 

1.74 

2.48 

1.37

Daily gage height, in feet, of French Broad River at Smith Bridge, nea 

for 1905.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

97

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

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

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

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

Jan.

-0.5 

- .5 

.6

- .8

- .8

.6

1.9 

.0 

.5

- -5 

- .6 

.0

3.4 

2.9 

.9 

.4 

.0 

.0 

- .2 

- .2 

- .3 

- .3 

- .3 

- .3

- .3

2

.0

- .2

- .2

__ -I

Feb.

-0.4 

- .4 

.6

-.6 

- .6

.6

.0 

.1 

.1

.9 

.5

1.0 

1.6 

1.0 

.5 

.1 

.2 

- .5 

- .4 

2.5 

2.0 

2.1 

- .3 

1.1 

1.0 

.8 

.5

Mar.

0.5 

.5 

.4

.2 

.2

.1 

.1 

.1

.5 

1.0 

.5

.6 

.6 

.3 

.2 

.1 

.1 

.0 

.0 

.1 

.5 

.1 

1.6 

.3 

.1 

.0 

- .1 

- .2 

- .1

Apr.

-0.3 

- .3 

3

- .4 

- .3

.1 

- .1

.] 

.0 

.4

.6 

.4 

.2 

.2 

.1 

.0 

- .1 

- .2 

- .2 

- .2 

- .3 

.0 

- .4 

- .3 

- .1 

- .2 

- .2 

.1

May.

-0.1 

_ 2 

3

.2

1.2 

1.3

1.0

.8

.4

.2 

.2 

1.8 

1.5 

.8 

.4 

.2 

.2 

.2 

.5 

.6 

.3 

.3 

.3 

3.0 

1.5 

.9 

.6

June.

0.4 

.2

.0 

.0

- .3 

- .4

.4

- .4 

- .4 

.4

- .4 

- .4 

- .4 

.5 

3.0 

2.5 

3.0 

1.3 

1.0 

.8 

.7 

.4 

.2 

.1 

.3 

.1 

- .1 

.1

July.

0.5 

2.0 

1.5

.5 

.4

.8

.6 

.6

1.1 

2.4

K 7

6.0 

5.1 

4.4 

3.0 

3.0 

1.6 

1.5 

1.2 

1.0 

1.1 

.9 

.7 

1.0 

.5 

.3 

.5 

1.0 

.8

;2

Aug.

0.1 

.1

.1 

.3

.2

.0 

.0 

1.5

2.3 

3.3 

3.9

3.5 

2.7 

1.7 

1.7 

1.1 

.9 

.7 

.7 

.6 

.5 

1.0 

1.4 

1.6 

1.4 

.9 

.5 

1.0 

.8 

.2

Sept.

0.1 

.4

.8

.5 

.1

- .2 

'- .1

- .1

- .2 

- .2

- .2 

- .2 

- .2 

- .2 

- .3 

- .3 

- .3 

- .3 

- .3 

- .3 

- .3 

- .4 

- .4 

- .4

- .5 

- .5 

- .5

Gage Disheight. charge.

SecondFeet, feet.

-0.07 1,577 

0.00 1,674 

1.18 3,326 

- .52 931

Asheville, N. C.,

Oct.

-0.5 

.5

.2

- .3

- .5 

- .5 

- .5

- .6 

.0 

1.3

.0 

- .3 

- .4

- .4 

- .4

.4

.4

- .5 

- .5

- .5 

- .5 

- .5 

- .5 

- .5 

- .5 

- .4 

- .4 

- .5 

- .5

Nov.

-0.5 

- .5

- .5 

- .5

- .5 

- .6 

- .6

- .6

- .6 

- .6

- .6 

- .6 

- .6 

- .6 

- .6 

- .6 

- .6 

- .6 

- .6 

- .5 

- .6 

- .6 

- .6 

- .6 

- .6 

- .6 

- .6 

- .6

Dee.

-0.6 

-0.6 

2.8

2.3 

.6

.2

- .2 

1.9 

2.8

2.8 

1.5 

.8

.7 

- .5 

.4 

.8 

.5 

.4 

.2 

.1 

2.0 

1.8 

1.2 

1.0 

.8 

.5 

.3 

.2 

.8 

.7 

.5

-t; WS=Waterp 301; Ann 18, iv, 

186; 65, p 301; 128, 

; WS 75, p 103. 

, p 301.

le,N.C.,in!905.
92 STREAM MEASUREMENTS IN 1905, PART V.

Station rating table for French Broad River at Smith Bridge, near Asheville, N. C., from 

January 1 to December 31, 1905.

Gage 

height.

Feet.

-1.00

-0.90

-0.80

-0.70

-0.60

-0.50

-0.40

-0.30

-0.20

-0.10

0.00

0.10

0.20

0.30

Discharge.

Second-feet.

420

510

610

720

840

960

1,090

1,220

1,350

1, 490 '

1,630

1,770

1,910

2,050

Gage 

height.

Feet.

0.40

0.50

0.60

0.70

0.80

0.90

 i.oo

1.10

1.20

1.30

1.40

1.50

1.60

Discharge.

Second-feet.

2,190

2,330

2,470

2,620

2,770

2,920

3,070

3,220

3,370

3,520

3,670

3,830

3,990

Gage 

height.

Feet.

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

Discharge.

Second-feet.

4,150

4,310

4,470

4,630

4,790

4,950

5,120

5,290

5,460

5,630

5,800

5,970

6,140

Gage 

height.

Feet.

3.00

3.20

3.40

' 3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.50

6.00

Discharge.

Second-feet.

6,310

6,670

7,030

7,390

7,750

8,110

8,490

8,870

9,250

0,630

10, 010

11,010

12,010

NOTE. The above table is based on nine discharge measurements made during 1904-5. It is well 

defined between gage heights 0.9 loot and 1.2 feet. The table has been extended beyond these limits.

Estimated monthly discharge of French Broad River at Smith Bridge, near Asheville, for 1905. 

[Drainage area, 987 square miles.]

Discharge in second-feet. Run-off.

Month.

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

Maximum.

7,030

5,460

3,990

2,470

6,310

6,310

12, 010

2,770

3,520

960

5,970

12,010

Minimum.

610

840

1,350

1,090

1,220

1,090

1,910

1,630

960

840

840

840

840

Mean.

1,743

^,255

1,996

1,536

2,637

 2,211

4,178

3,320

1,406

1,145

872

2,961

2,188

Second-feet 

per square 

mile.

1.77

2.28

2.02

1.56

2.67

2.24

4.23

3.36

1.42

1.16

.883

3.00

2.22

Depth in 

inches.

2.04

2.37

2.33

1.74

3.08

2.50

4.88

3.87

1.58

1.34

.985

3.46

30.18
TENNESSEE RIVER DRAINAGE BASIN. 93

FRENCH BROAD RIVER AT OLDTOWN, TENN.

This was originally one of the temporary stations established in connection with the 

general hydrographic study of the southern Appalachian region.

The channel is straight for about 600 feet above and below the station. The velocity 

is moderately swift, and is considerably obstructed by old piling and logs. Both banks 

are high and" wooded, and all water passes .beneath the bridge at all stages. The bed is 

of gravel and sand.

Discharge measurements are made from the downstream side of the st^el highway bridge 

of four spans. The initial point for soundings is the end of the guard rail at the left end 

of the bridge, on the downstream side.

The original gage put in at this station was carried away with the o Id 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 at the same datum. The length of the chain is 28.00 feet. The gage is referred to 

bench marks as follows: (1) 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; elevation, 25,84 feet. (2) The 

top of a, 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.

Elevation of bench mark, 29.52 feet. Elevations refer to the datum of the gage. The

station was abandoned December 31, 1905.

Information in regard to this station is contained in the following w iter-supply papers 

of the United States Geological Survey:

Description: 48, p 187; 65, p 302; 83, p 223; 98, pp 279-280; 128, pp 101-102. 

Discharge: 48, p 187; 65, p 302; 83, p 223; 98, p 280; 128, p 102. 

Discharge, monthly: 98, p 282; 128, p 103.

Gage heights: 48, p 187; 65, p 302; 83, p 223; 98, pp 280-281; 128, p 102. 

Rating tables: 65, p 323; 98, p 281; 128, p 103.

Discharge measurements of French Broad River at Oldtown, Tenn

Date.

May 11. .......

Hydrographer.

B. S. Drane.........................

W. E. Hall..-.- ----......-------....

W. E. Hall..........................

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

Width.

Feet. 

395

379

396

361

375

377

Area of 

section.

Square 

feet.

2,028

2,059

2,125

1,964

1,894

2,002

Mean 

velocity.

Feet per 

second.

2.25

2.05

2.14

1.53

1.38

1.70

Gage 

height.

Feet. 

2. 50

2.54

2.70

2.13

1.95

2.19

Discharge.

Secondfeet.

4,564

4,208

4,547

3,007

2,627

3,399

, in 1905.
94 STREAM MEASUBEMENTS IN 1905, PABT V.

Daiiy gage height, in feet, of French Broad River at Oldtown, Tenn., for 1905.

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.

1.6

1.6

2.' 2

2.25

1.8

1.7

2.4

4.8

4.1

2.65

2.15

2.0

1 9

1.8

1.7

1.7

1.6 "

1.6

1.5

1.4

1 $

1.2

1.15

1.5

Feb.

9 n

1 65

1.6

1.55

1.65

1.9

9 f\

2.9

2.55

2.2

2.5

3.0

2.5

2.1

2.05 

2.0

1 9

2.1

4.4

4.3

3.8

3.2

2.85

2.65

2.5

Mar.

2 OK

2

nc

2

n

1 9

1.95

2.65

9 3

9 n

1.95 

1.85

1.8

1 9

1 9

1.85

1.8

1 7K

1.7

1.7

1.7

Apr.

1.65

1.65

1.6

1.6

1.7

2

1

2.2

2.0

1 95

2.25

2.1

2

QC

2.6

2.4

2 9

9 fi

1.95 

1 9

1 S

1 7^

1.75

1 7^

1.6

1.75

1 S

1.85

1.95

May.

1 9

1.8

1.7

1.7

3 9

3.8

2.9

2.45

2.75

2.55

2.4

4.0

3.8 

2.85

2.4

2.2

2.05

2.15

2.7

2.5

2.35

2.15

2.25

3 1

3.0

2.4

June.

1.85

1.75

1.75

1.8

1.7

1.6

1 Q

1.55

1.6

3.6 

3.4

3.2

2.75

2.5

2.5

2.35

2.2

2.0

1.9

2.4

2.1

1.9

1.95

July2.15

3.0

2.75

2.25

2.2

2.65

2.4

2.05

2.4

2.5

9

9

7.6

6.0

5.1

4.1

3.1

2.8

2.4

2.8

2.55

2.7

2.65

2.4

2.3

2.2

2.1

2.2

2.4

2.7

2.2

Aug.

1.9

1.8

1.8

1.95

1.9

2.25

3.0

2.75

3.6

4.6

4.2

3 7

3.1

2.7

2.6 

2.4

2.3

2.4

2.1

2.1

2.2

2.3

2.6

2.45

2.3

2.1

2.0

1.9

1.9

Sept.

1.8

1.9

2.2

2.0

1.9

1.8

1.75

1.7

1.65

1.65

1.65

1.6

!.«-- '

1.6

1.55

1.55

1.55 

1.5

1.5

1.6

1.6

1.6

1.5

1.5

1.45

1.4

1.4

1.35

1.4

1.35

Oct.

1.35

1.35

1.4

1.5

1.6

1.5

1.5

1.4

1.35

1.4

2.55

>1.95

1.65

1.5

. 1.5

1.5 

1.45

1.4

1.55

1.5

1.5

1.4

1.4

1.4

1.5

1.55

1.55

1.5

1.45

1.4

Nov.

1.4

1.35

1.3

1.3

1.3

1.35

1.4

1.35

1 3

1.3

1.3

1.25

1.3

1.3

1.3

1.25 

1.25

1.3

1.25

1.3

1.35

1.3

1.3

1.3

1.25

1.25

1.3

1.35

1.4

Dec.

1.35

1.35

4.1

3.3

2.4

1.9

1.8

1.7

2.7

3.8

3.0

2.35

2.1

1.95

*1.9

2.25

2.1 

2.0

1.9

1.9

2.3

2.9

2.6

2.6

2.35

2.15

2.0

1.95

2.0 

2.2

2.0

Station rating table for French Broad River at Oldtown, Tenn., from January 1, 1904, to

December 31, 1905.

Gage 

height.

Feet.

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

Discharge.

Second-feet.

400

535

685

850

1,030

1,225

1,435

1,660

1,900

2,150

Gage 

height.

Feet.

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

Discharge.

Second-feet.

2,410

2,680

2,955

3,235

3,525

3,825

4,135

4,455

4,790

Gage 

height.

Feet.

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

Discharge.

Second-feet.

5,140

5,500

5,875

6,260

6,660

7,075

7,500

7,930

8,365

Gage 

height.

Feet.

3.70

3.80

3.90

4.00

4.20

4.40

4.60

4.80

5.00

Discharge.

Second-feet8,805

9,245

9,690

10,140

11,050

11,980

12,920

13,860

14,800

NOTE. The above table is based on 13 discharge measurements made during 1904-5 and 1 measurement made in 1903 to determine the upper part 01 the curve. It is well defined between gage heights 

1 foot and 3 feet.
TENNESSEE RIVER DRAINAGE BASIN. 95

Estimated monthly discharge of French Broqd River at Oldtown., Ten 

[Drainage area, 1,737 square miles.]

Month.

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

Discharge in second-feet.

Maximum.

13,860 

11,980 

4,622 

5,320 

10,140 

8,365 

36,300 

12,920 

3,235 

4,295 

1,225 

10,590

36,300

Minimum.

768 

1,435 

1,900 

1,660 

2,025 

1,548 

2,818 

2,150 

1,128 

1,128 

940 

1,128

768

Mean.

2,703 

4,188 

2,688 

2,508 

4,493 

3,051 

6,942 

4,319 

1,730 

1,502 

1,051 

3,679

3,238

Se 

P

i., for 1905.

Run-off.

eond-feet 

ir square 

mile.

1.56 

2.41 

1.55 

1.44 

2.59 

1.76 

4.00 

2.49 

.996 

.865 

.605 

2.12

Depth in 

inches.

1.80 

2.51 

1.79 

1.61 

2.99 

1.96 

4.61 

2.87 

1.11 

.997 

.675 

2.44

1.86 25.36

SWAJSTNANOA RIVER AT BILTMORE, N. C.

This station was established May 21, 1904, for the purpose of mating miscellaneous 

measurements. It is located at the Biltmore, N. C., terminal of the Asheville-Biltmore 

electric railway line, about three-fourths of a mile above the mouth of Swannanoa River.

The channel is straight for about 1,000 feet above and curved for £00 feet below the

station. The current is sluggish above and somewhat swifter below ;he 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.

Discharge measurements are made from the upstream side of a sirgle-span highway 

bridge. The initial point for soundings is the right end of the upstream hand rail of the 

bridge.

Bench marks were established as follows: (1) The center of the center-pin bearing 

at the upstream end of the second floor beam from the right bank; elevation, 16.00 feet. 

(2) 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; 

elevation, 5.74 feet. Elevations refer to the datum of the assumed gage.

A description of this station and discharge data are contained in W 

of the United States Geological Survey No. 128, page 104.

Discharge measurements of Swannanoa River at Biltmore, N. C.,

Date. Hydrographer.

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

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

Width.

Feet. 

74

75

75

Area of 

section.

Square

feet.

140

140

158

Mean 

velocity.

Feet per 

second. 

1.19

1.24

1.28

Gage 

height.

Feet. 

1.24

1.22

1.29

Discharge.

Secondfeet.

167

175

204

,ter-Supply Paper

in 1905.
96 STREAM MEASUREMENTS IN 1905, PART V.

TEXXESSEE RIVER XEAR KXOXVILLE, TENX.

This station was originally established by the United States Weather Bureau at the old 

Gay street or county highway bridge, which has been torn down-and replaced by a new 

bridge.

The channel is straight for one-half mile above and 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 steep high bluffs begin 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.

Until recently discharge measurements have been made from the Cherokee Bridge, about 

2J miles downstream from the Gay Street 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 7 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.

When the old bridge was removed it was decided to move the gage 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, half a mile below the Gay 

Street 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 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 is in two sections the first, a sloping section made of a 2 by 4 

inch pine timber spiked on top of an 8 by 8 inch oak sill well bolted to piles and imbedded 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, reading from 12 to 36.5 feet. The gage is fastened to the upstream post of the 

bent, facing away from the river. 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. The zero of the gage is 804.3 

feet above sea level. The bench mark is a cross in the stone on the east corner of the base of 

right-bank pier of the Knoxville and Augusta Railroad bridge. Elevation, 2.40 feet above 

the zero of the gage and 806.7 feet above sea level.

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

the United States Geological Survey:

Description: 36, pp 172-173; 48, pp 193-194; 65, p 303; 83, pp 220-221; 98, p 276; 128, pp 104-105. 

Discharge: 36, p 173; 48, p 194; 65, p 303; 83, p 221; 98, p 277; 128, p 105. 

Discharge, monthly: 75, pp 103-104; 83, p 222; 98, p 279; 128, p 107. 

Gage heights: 36, p 173; 48, p 194; 65, p 304; 83, p 221, 98, p 277; 128, p 106. 

 Rating tables: 65, p 324; 83, p 222; 98, p 278; 128, p 106.
TENNESSEE EIVEE DKAINAGE BASIN. 97

Discharge measurements of Tennessee River near Knoxmlle, Tenn., in "1905.

Date.

April 14. .......

May 10. ........

October 11.....

Hydrographer.

B. S. Drane. ........................

O.P.Hall. ....... ..................

W.E. Hall.. ........................

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

O.P.Hall..........................

Width Wldth Area of 

- section.

Square 

Feet. feet. 

894 8. 013

88

85

87

63

85

3 6, 178 

6 6, 383 

6 5,255 

0 2,977 

6 5, 126

Mean 

velocity.

Feet per 

second.

3.50 

, 3.49 

3.39 

3.03 

1.51 

2.52

Daily gage height, in feet, of Tennessee River near Knoxville, Tenn.,^

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

1.8 

1.5 

1.8 

2.3

2.2 

2.2 

3.7 

3.3 

2.5 

2.0 

3.7 

8.5 

10.8 

' 8.4 

5.1 

3.7 

3.0 

2.6 

2.5 

2.4 

2.1 

2.0 

1.8 

1.6 

1.2 

.7 

.5 

.6

1.0

1.3

Feb.

1.3 

1.4 

1.2

1.1

2.1 

2.3 

2.8 

8.5 

10.8 

8.7 

6.6 

5.5 

6.6 

7.4 

5.1 

4.6 

3.9 

3.6 

3.8 

10.1 

11.0 

10.0 

8.5 

7.3 

6.0 

5.2 

4.7

Mar.

4.3 

4.0 

3.6 

3.4

3.2 

3.1 

3.2 

4.7 

9.7 

9.2 

8.6 

6.4 

5.2 

4.5 

3.9 

3.5 

3.2 

2.9 

2.8 

2.8 

2.9 

2.9 

2.8 

2.5 

2.4 

2.4 

2.3 

2.2 

2.1 

2. 1

Apr.

2.0 

2.0 

1.8 

1.7

1 7

2.2 

3.7 

4.5 

4.2 

4.4 

4.7 

4.3 

5.4 

5.4 

4.5 

3.8 

3.3 

3.0 

2 6 

2.3 

2.2 

2.4 

2.2 

2.1 

2.1 

1.9 

2.5 

2.2 

2.3 

3.4

May.

3.0 

2.8 

2.4 

2.1

1 Q

2.4 

3.0 

4.7 

6.2 

5.4 

4.0 

3.6 

3.9 

4.9 

6.6 

8.1 

10.1 

9.1 

6.7 

5.0 

4.0 

3.6 

3.9 

4.4 

3.9 

3.3 

2.8 

2.9 

3.0 

3.4 

2.8

June.

2.4 

2.-2 

2.1 

1.9

1.6 

1.5 

1.4 

1.3 

1.2 

1.2 

1.1 

1.4 

1.6 

1.3 

1.3 

1.2 

3.7 

3.7 

3.3 

3.0 

2.9 

2.8 

2.6 

2.4 

2.1 

2.7 

3.3 

2.4 

1.9

July.

2.1 

1.8 

2.3 

2.2 

1.8

1.8 

2.5 

2.5 

2.1 

1.9 

2.1 

2.7 

12.0 

11.7 

9.3 

6.7 

5.0 

3.8 

3.3 

4.3 

3.6 

3.0 

3.1 

3.7 

4.0 

3.2 

2.6 

2.2 

2.1 

2.4 

2 8

Aug.

4.0 

2.4 

2.1 

1.8 

1.6

1.6 

1.6 

1.9 

3.1 

4.3 

4.0 

6.3 

8.0-- 

7.5 

6.6 

5.0 

4.7 

4.2 

4.0 

3.1 

2.8 

2.4 

2.3 

2.7 

3.5 

3.2 

3.2

J.X9 Si 

2.3 

1.9 

1.7

Sept.

1.6 

 1.5 

2.4 

2.3 

1.9

1.8 

2.2 

1.6 

1.4 

1.2 

1.1 

1.1 

1.1 

1.2 

1.2 

1.0 

.9 

.9 

.8 

.8 

.8 

.8 

.9 

.8 

.7 

.6 

.6 

.5 

.5 

.4

C

Gage Disheight. charge.

SecondFeet, feet.

7.00 28,040 

5.32 21,580 

5. 26 21, 630 

3.33 15,920 

. 72 4, 484 

3.09 12,900

for 1905.

ict.

0.4 

.4 

.5 

.5

.5

.6 

.6 

.6 

.5 

.4 

.7 

1.0 

1.7 

1.5 

1.1 

.8 

.7 

.6 

.5 

.6 

.7 

.7 

.6 

.5 

.5 

.7 

.7 

.9 

1.0 

.9 

7

Nov.

0.6 

.5 

.5 

.4 

.4

.4 

.4 

.4 

.5 

.4 

.4 

.4 

.3 

.3 

.3 

.3 

.3 

.3 

.3 

.4 

.4 

.4 

.5 

.5 

.4 

.4 

.3 

.3 

.3 

.4

Dee.

0.4 

.4 

1.9 

6.8 

6.8 

4.4 

2.7 

2.0 

2.5 

4.5 

5.4 

4.1 

3.0 

2.4 

2.0 

2.0 

2.2 

2.2 

2.0 

1.8 

1.8 

2.0 

4.0 

5.1 

4.6 

4.0 

3.2 

2.8 

2.5 

2.3 

2.4

IRR 169 06 7
98 STREAM MEASUREMENTS IN 1905, PART V.

Station rating table for Tennessee River near Knoxville, Tenn.,from January 1, 1904,

to December 31, 1905.

Gage 

height.

Feet.

-0.40

-0.30

-0.20

-0.10

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0.90

1.00

1.10

1.20

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

5,500

5,820

Gage 

height.

Feet.

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

Discharge.

Second-feet.

6,150

6,480

6,820

7,160

7,500

7,850

8,200

8,550

8,900

9,260

9,620

9,980

10,340

10, 710

11,080

11,450

11,820

Gage 

height.

Feet.

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

6.20

Discharge.

Second-feet.

12,190

12,950

13, 710

Gage 

height.

Feet.

6.40

6.60

6.80

14,480 7.00

15,260 ' 7.20

16,040

16, 840

17,640

18,450

19, 270

20,090

20,930

21, 770

22, 620

23,480

24, 340

25,220

7.40

7.60

7.80

8.00

8.50

9.00

9.50

10.00

10.50

11.00

11.50

12.00

Discharge.

Second-feet.

26,100

26,990

27,890

28, 790

29, 710

30,630

31,560

32,500

33,440

35,840

38,290

40,790

43, 340

45,940

48, 590

51,290

54,040

The above table is based on discharge measurements made during 1900-1905 and is well defined.

Estimated monthly discharge of Tennessee River near Knoxville, Tenn.,for 1905. 

[Drainage area, 8,990 square miles.]

Discharge in second-feet. Run-off.

Month.

February .......................

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

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

Maximum.

47,530

48, 590

41, 810

43,860

14, 870

54,040

33,440

9,980

7,500

4,000

27,890

Minimum.

3,730

5,500

8,900

7,500

8,200

5,500

7,850

7,160

3,470

3,470

3,220

3,470

3,220

Mean.

12,280

22, 740

15,950

12,430

17, 710

9,002

15,550

14,050

5,745

4,354

3,448

12,600

12, 150

Second-feet 

per square 

mile.

1.37

2.53

1.77

1.38

1.97 .

1.00

1.73

1.56

.637

.484

.384

1.40

1.35

Depth in 

inches.

1.58

2.64

2.04

1.54

2.27

1.12

1.99

1.80

.713

.558

.428

1.61

18.29
TENNESSEE EIVER DKAINAGE BASIN.

TENNESSEE RIVER AT CHATTANOOGA, TENN.

This station was established in 1879, at the foot of Lookout street, just 

nooga Island, by the Signal Corps of the United States Army; but since Julj

been in charge of the Weather Bureau.

The channel is curved for 3,000 feet above and 2,000 feet below the station. The right

bank is high and overflows at flood stages, but all water passes under th

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.

Discharge measurements are made from the steel highway bridge of sis: spans and an

approach about 1,000 feet long on the right bank. The floor of the bridge is

99

below Chatta1,1891, it has

bridge or its

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 gage consists of a sloping section made of railroad rails bolted to sc :id rock arid a 

vertical section of heavy timber bolted to the vertical face of the rock clif '. During the 

year 1900 a new gage was established. It is a vertical metal scale bolte I to the south

side of the third stone pier from the'south end of the Hamilton County h 

The original sloping gage, however, is still considered standard, as the la

properly adjusted at its lower end on account of the projecting base of the pier. The selfregistering gage invented by Professor Fulton, of Tennessee University, is also 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. 

bench mark is the top of the water table on the southeast corner of the

Pindell. The 

post-office on 

Eleventh street. Its elevation is 74.40 feet above the zero of the gage and 705 feet above

sea level.

Information in regard to this station is contained in the following publications of the 

United States Geological Survey (Ann=Annual Report; WS=Water-Suppy Paper):

Description: Ann 18, iv, p 113; WS 15, p 64; 27, p 60; 36, p 174; 48, p 195; 65, p 311; 

255-256; 128, pp 107-108.

Discharge: Ann 18, iv, p 119; WS 15, p 64; 27,p65; 3fi,p 174; 48, p 195; 65,p311; 83, 

plOS.

Discharge, monthly: Ann 18, iv, pp 120-122; 19, iv, p 261; 20, iv, p 210; 21, iv, p 168; 

75, p 109; 83, p 205; 98, p 257.

Discharge, yearly: Ann 20, iv, p 52.

Gage heights: WS 11, pp 43-46; 15, p 64; 27, p 64; 36, p 175; 48, p 195; 65, p 312; 83, 

128, p 103. \

Hydrographs: Ann 19, iv, p 262; 20, iv, p 211; 21, iv, p 168; 22, iv, p 228; WS 75, p

Rating tables: Ann 18, iv, p 120; 19, iv, p 260; WS 39, p 446; 27, p 66; 52, p 515; 65, 

p257.

Discharge measurements of Tennessee River at Chattanooga, Tenn., in

83, p 203; 98, pp

; 98, p 256; 128,

22, iv, p 228; WS

10 S

Date.

May 9

July 22.. .......

October 11. ....

Hydrographer.

W. E. Hall..........................

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

Width.

Feet. 

1,097

1,072

1,081

1,007

1,104

Area of 

section.

Square 

feet.

10,760

9,418

5,801

12, 150

Mean 

velocity.

Feet per 

second.

3.58

2.26

3.32

3.10

1.77

3.57

( 

he

rage 

ight.

Veet.

2.92

6.28

5.32

1.65

7.44

Discharge.

Secondfeet.

40,020

16,220

35,680

29,160

10,270

43,380

ghway bridge, 

er gage is not

p 203; 98, p 256;

plS24; 83, p 204; 98, 

1905.
100 STREAM MEASUREMENTS IN 1905, PART V.

Daily gage height, in feet, of Tennessee River at Chattanooga, Tenn., for 1905.

Day.

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

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

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

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

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

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

9

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

6.7

5.4

5.4

4.0

4.2

4.5

4.3

4.6

4.8

5.2

5.0

5.1

9.6

17.2

16.4

15.1

11.3

8.1

6.6

5.8

5.3

5.0

4.7

4.4

4.0

3.7

3.4

2.9

2.4

2.4

2.7

Feb.

2.8

3.2

3.2

3.1

3.0

3.8

5.1

6.4

12.1

20.4

22.4

13.3

12.2

11.2

9.4

8.3

7.9

14.9

21.4

19.4

15.6

13.1

11.2

9.7

Mar.

8.6

7.9

7.3

6.8

6.4

6.1

5.9

5.6

5.9

17.3

13.4

10.6

8.8

6.9

6.4

6.0

6.5

7.0

7.0

6.4

6.1

5.7

5.4

5.2

5.1

4.9

Apr.

4.8

4.8

4.5

4.4

4.3

4.4

4.5

5.0

4.9

6.2

6.3

7.0

7.3

7.8

6.7

6.0

5.5

5.1

4.7

4.7

4.5

4.4

5.3

6.2

6.4

7.6

May.

8.6

8.0

6.9

6.2

5.7

5.3

5.1

5.5

7.9

8.0

7.2

10.9

13.7

13.5

11.8

9.6

7.8

7.4

9.5

8.8

6.8

6.1

5.8

5.9

June.

5.9

5.4

4.8

4.3

4.1

3.8

3.7

3.5

3.4

3.4

3.1

3.0

2.9

3.0

3.1

3.2

3.3

3.3

3.1

4.3

4.9

5.0

6.0

5.9

5.7

5.1

4.5

4.4

6.0

5.6

July.

8.6

6.3

5.2

4.4

4.2

4.1

3.9

4.0

4.5

4.6

4.5

5.2

TS.G

10.5

12.7

11.3

9.2

7.3

6.2

5.5

5.1

5.4

5.1

4.7

4.8

5.0

5.4

4.8

4.2

3.8

3.8

Aug.

3.8

3.8

4.3

3.9

3.3

3.0

3.0

2.8

3.2

3.5

5.1

6.5

7-2

8.4

8.9

8.8

7.6

7.0

6.4

6.1

5.8

5.1

4.6

4.2

5.8

7.0

6.0

5.4

5.0

4.5

4.0

Sept.

3.4

3.3

3.5

3.3

3.5

3.5

3.3

3.3

3.2

3.0

2.7

2.5

2.8

2.7

2.5

2.4

2.4

2.3

2.2

2.0

2.0

1.9

1.8

1.7

1.7

1.6

1.6

1.5

1.4

1.4

Oct.

1.3

1.3

1.4

1.4

1.6

1.7

1.7

1.6

1.5

1.5

1.6

2.6

3.2

3.7

3.0

3.0

2.6

2.3

2.1

1.9

1.8

1.8

1.9

2.0

1.9

2.1

2.9

3.3

3.3

3.0

2.9

Nov.

2.6

2.4

2.2

2.0

1.9

1.8

1.7

1.6

1.6

1.6

1.6

1.5

1.5

1.4

1.4

1.3

1.3

1.3

1.2

1.3

1.3

1.4

1.6

1.6

1.5

1.5

1.5

1.5

1.5

1.5

Dec.

1.5

1.6

2.4

6.6

10.5

9.7

8.8

7.1

6.6

9.5

9.7

9.4

8.1

6.8

6.1

6.7

6.6

6.0

5.7

4.5

6.3

' 7.5

8.1

9.4

11.0

10.4

9.0

7.8

7.0

6.4

6.0

Station rating table for Tennessee River at Chattanooga, Tenn., from January 1, 1904, to

December 31,1905.

Gage 

height.

Feet.

.00

.10

.20

.30

.40-

.50

.60

.70

.80

.90

1.00

Discharge.

Second-feet.

4,800

5,060

5,330

5,610

5,900

6,200

6,510

6,830

7,160

7,500 1

7,850

Gage 

height.

Feet.

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

Discharge.

Second-feet.

8,210

8,580

8,960

9,350

9,750

10,160

10,590

11,020

11,460

11,900

12,340

Gage 

height.

Feet.

2.20

1.30

2.40

2.50

2.70

2.70

2.80

2.90

3.00

3.20

3.40

Discharge.

Second-feet.

12,790

13,240

13,700

14, 160

14, 620

15,090

15,560

16,040

16,520

17,500

18,500

Gage 

height.

Feet.

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

Discharge.

Second-feet.

19,520

20,560

21,620

22, 700

23,820

24,980

26,180

27,420

28,680

29,960

31,260

NOTE. The above table is based on discharge measurements made during 1904-5. It is well defined 

between gage heights 1.2 feet and 7.5 feet. The table has been extended beyond these limits. Above 

gage height 5.50 feet the rating curve is a tangent, the difference being 660 per tenth.
TENNESSEE EIVEE DRAINAGE BASIN.

Estimated monthly discharge of Tennessee River at Chattanooga, Tenn 

[Drainage area, 21,400 square miles.]

101

Month.

1904.

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

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

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

1905.

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

Discharge in second-feet.

Maximum.

64,260 

53,700 

138,200 

53,700 

44,460 

26,800 

23,260 

22,160 

13,700 

6,830 

8,210 

61,620

138,200

107,800 

142,100 

108,500 

45,780 

84,720 

33,900 

78,120 

53,040 

19,010 

20,040 

14,620 

66,900

142,100

Minimum.

9,750 

13,240 

32,580 

20,040 

14,620 

11,900 

10,590 

12,790 

6,510 

5,060 

5,060 

8,210

5,060

13,700 

15,560 

26,800 

23,260 

28,040 

16,040 

20,560 

15,560 

9,350 

8,960 

8,580 

9,750

8,580

Mean.

20,840 

26,620 

62,750 

28,570 

26,690 

17,200 

15,670 

16,380 

9,169 

5,507 

7,067 

20,130

21,380

35,470 

71,110 

47,030 

31,160 

45,700 

23,430 

33,110 

29,850 

14,180 

12,850 

10,220 

42,390

33,040

S< 

P

Run-off.

cond-feet 

sr square 

mile.

0.974 

1.24 

2.93 

1.34 

1.25 

.804 

.732 

.765 

.428 

.257 

.330 

.941

.999

1.66 

3.32 

2.20 

1.46 

2.14 

1.09 

1.55 

1.40 

.663 

.600 

.478 

1.98

1.54

Depth in 

inches.

1.12 

1.34 

3.38 

1.50 

1.44 

.897 

.844 

.882 

.478 

.296 

.368 

1.08

13.62

1.91 

3.46 

2.54 

1.63 

2.47 

1.22 

1.79 

1.61 

.740 

.692 

.533 

2.28

20.88

for 1904-5.

DAVTDSONS RIVER NEAR DAVIDSONS RIVER, . 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 Avery 

Creek.

The channel is straight for about 500 feet above and below the static a. The current is 

moderately swift. The right tyank is high, rocky, wooded, and is not subject to overflow. 

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, 

channel at all stages.

Discharge measurements are made from the single-span wooden highway b: 

abutments. The floor of the bridge is about 12 feet above low water, 

for soundings is the edge of the wooden CTJ

The gage is a vertical timber 10 feet long, spiked to the downstream side of 

the left bank, 40 feet below the bridge. The gage is read once each 

It is referred to bench marks as follows: (1) Two wire nails driven 

side of the tree to which the gage is attached; elevation, 4.00 feet. (2) A 

of solid rock at edge of water, 8 feet below the bridge, at right bank; 

(3) The center of a nail head in the third log from the bottom of crib at

There is but one

)ridge, with log 

The initial point 

 ib abutment on the upstream side at the left bank.

a maple tree on 

cay by J. J. Perry, 

into the downstream 

TOSS cut on the top 

elevation, 1.48 feet, 

the right bank on
102 STBEAM MEASOKEMENTS IN 1905, PART V.

the upstream side; elevation, 7.00 feet. (4) The top of the head of a large nail driven horizontally into an 18-inch white-oak tree on the left bank, just upstream from the end of the bridge; 

the nail is in the quarter of the tree downstream and away from the river, and about 5 feet 

above the root of the tree; elevation, 14.12 feet. Elevations refer to datum of the gage.

A description of this station and gage-height and discharge data are contained in WaterSupply Paper of the United States Geological Survey No. 128, pages 109-110.

Discharge measurements ofDavidsons River near Davidsons River, N. C., in 1905.

Date.

April 13 .......

April 13 .......

Hydrographer.

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

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

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

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

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

W. E. Hall.................. '........

Width.

Feet. 

71

71 ' 67

67

66

66

64

Area of 

section.

Square 

feet.

128

128

116

116

111

111

90

Mean 

velocity.

Feet tier 

second.

1.03

1.04

.98

.99

.85

.88

.42

Gage 

height.

Feet. 

1.25

1.24

1.16

1.16

1.08

1.08

.75

Discharge.

Secondfeet.

132

133

113

115

94

98

38

Daily gage height, in feet, ofDavidsons River near Davidsons River, N. C.,for 1905.

Day.

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

Z. ....... ......

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

0.9

.9

.95

.9

.9

1.25

1.1

1.0

.95

.95

.95

2.6

1.6

1.4

1.25

1.2

1.15

1.1

1.05

1.05

1.0

1.0

1.0

.95

.95

1.0

1.0

1.0

.95

.95

.9

Feb.

0.9

.9

.9

1.1

1.1

1.15

1.05

1.05

1.4

1.35

1.15

1.3

1.7

1.3

1.3

1.3

1.15

1.15

1.05

1.6

1.55

1.5

1.45

1.35

1.3

1.3

1.25

1.25

Mar.

1.2

1.2

1.2

1.2

1.2

1.15

1.2

1.15

1.25

1.55

1.3

1.3

1.25

1.25

1.2

1.2

1.15

1.15

1.1

1.1

1 Q

1.2

1.15

1.15

1.1

1.1

1.1

1.05

1.05

1.1

1.05

Apr.

1.05

1.05

1.0

1.0

1.15

1.1

1.05

1.0

1.15

1.05

1.05

1.4

1.25

1.2

1.15

1.1

1.1

1.05

1.05

1.05

1.0

1.0

1.0

1.0

1.15

1.05

1.0

1.0

1.1

May.

1.05

1.05

1.2

1.2

1.35

1.5

1.4

1.3

1.25

1.2

1.15

1.15

1.1

1.1

'1.05

1 1

1.15

1.1

1.1

1.05

1.15'

1.15

1.2

1.5

1.45

1.45

1.3

1.2

1.2

June.

1.15

1.1

1.1

1.05

1.05

1.0

1.0

1.0

.95

.95

.95

.95

.9

9

9

1.35

1.15

1.3

1.3

1.2

1.3

1.15

1.1

1.05

1.0

1.0

.95

.98

1.1

July.

1.3

1.15

1.1

1.05

1.25

1.15

1.25

1.15

1.1

2.6

2.95

2.05

1.9

1.7

1.6

1.5

1.45

1.45

1.4

1.35

1.3

1.25

1.25

1.2

1.2

1.15

1.2

1.15

1.15

1.1

Aug.

1.05

1.05

1.05

1.05

1.1

1.05

1.05

1.35

1.2

1.6

2.15

2.0

1.75

1.6

1.5

1.4

1.35

1.3

1.3

1.25

1.25

1.2

1.2

1.2

1.2

1.2

1.15

1.1

1.1

1.1

1.05

Sept.

1.05

1.1

1.05

1.05

1.0

1.0

1.0

1.0

.95

.95

.95

1.0

.95

.95

.9

9

9

9

.9

.9

9

.85

.85

.85

.85

.85

.85

.8

.8

Oct.

0.8

.8

.8

.9

.85

.8

.8

.8

.8

9

1.3

.9

.85

.85

.85

.85

.8

.8

.8

.8

.8

.8

.8

.82

.87

.85

.8

.8

.8

.8

Nov.

0.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.75

.75

.75

7C

.75

.75

.75

.85

.8

7C

7C

7C

.8

.75

7^

7C

.75

.75

Dec.

0.75

.75

1.55

1.1

.95

.95

.9

1.2

1.8

1.35

1.2

1.1

1.05

1.45

1.15

1.0

1.15

1.5

1 1

1 9f»

1.1

1.1

1.05

1 9

1.1
TENNESSEE RIVER DRAINAGE BASIN. 103

Station rating table for Davidsons River near Davidsons River, N. C.,from June 1, 1904,

December 31, 1905.

Gage 

height.

Feet.

.60

.70

.80

.90

1.00

1.10

1.20

Discharge.

Second-feet. 

24 

32 

44 

60 79" 

100 

122

Gage 

height.

Feet. 

1.30 

1.40 

1.50 

1.60 

1.70 

1.80

Discharge.

Second-feet. 

146 

171 

197 

224 

252 

281

Gage 

height.

Feet. 

1.90 

2.00 

2.10 

2.20 

2.30 

2.40

Discharge.

Second-feet. 

311 

342 

374 

407 

441 

476

Gaj 

heig

Fee 

2 

2.

Discharge

Second-feet 

512 

549 

587

707

NOTE. The above table is based on 15 discharge measurements made during 1904-5. It is well defined 

between gage heights 0.7 loot and 1.3 feet. Beyond these limits the table is uncertain.

^ 

Estimated monthly discharge of Davidsons River near Davidsons River, N, C.,for 1904-5.

[Drainage area, 41 square miles.]

Month.

Discharge in second-feet.

Maximum. Minimum. Mean.

Rim-ofi.

Second-feet

per square

mile.

Depth in 

inches.

Rainfall in 

Laches.a

1904.

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

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

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

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

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

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

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

1905. 

January............

February............

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

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

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

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

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

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

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

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

November ., .......

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

The year.......

Ill 

90 

238 

100 

44 

122 

146

73.0

55.4

113

67,3

39.7

47.0

59.8

549

252

210

171

197

158

686

390

100

146

52

281

104

135

119

95.7

126

94.0

186

147

66.5

50.8

41.3

114

38 107.7

33

3.59

1.62

2.178

2.60

1.99

1.56

3.18

1.83

1.12

1.28

1.68

4.51

2.54

5.51

1.38

.00

2.11

.4. 4

2.93

3.43

3.34

2.60

3.54

2.56

5.23

4.14

1.81

1.43

1.13

3.20

35.34

,5.49 

.6.73 

2,95 

4.30

10.19 

3.89 

8.94 

6.81 

2.40 

3.72 

.18

, ?. 71

'65.31

» At Brevard.
104 STREAM MEASUREMENTS IN 1905, PART V.

A VERY CREEK AT DAVIDSONS RIVER, N. C.

This station was established May 19, 1904, for the purpose of making miscellaneous 

measurements. It is located about one-fourth mile above the junction of Avery Creek 

with Davidsons River and a less distance from the regular gaging station on the latter 

stream.

The channel is curved for about 100 feet above and straight for 50 feet below the station, 

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; elevation, 5.00 feet 

above datum of assumed gage.

A description of this station and discharge data are contained in Water-Supply Paper 

of the United States Geological Survey No. 128, pages 110-111.

Discharge measurements of Avery Creek at Davidsons River, in 1905.

Date.

April 13. .......

Hydrographer.

B. S. Drane .........................

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

W. E. Hall............. .............

Width.

Feet. 

18

18

19

Area of 

section.

Square 

feet.

16

14

17

Mean 

velocity.

Feet per 

second.

1.39

1.23

.41

Gage 

height.

Feet. 

1.91

1.82

1.63

 Discharge.

Secondfeet.

23

18

7

LITTLE RIVER AT CALHOTJN, N. C.

This station was established July 19, 1904, for the purpose of making miscellaneous 

measurements. 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.

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, broken by one pier. Possibly a freshet in French Broad River 

would make a sluggish backwater at this station, but this is not liable to occur.

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.

Bench marks were established as follows: (1) The upstream end of the horizontal strap 

binding the upstream guard rail to the girder, 31 feet from the initial point for soundings; 

elevation, 16.00 feet. (2) 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, marked 

by a nick in the rock on either side; elevation, 3.00 feet. Elevations refer to datum of

A description of this station and gage height and discharge data are contained in WaterSupply Paper of the United States Geological Survey No. 128, page 111.
TENNESSEE RIVER DRAINAGE BASIN. 105

Discharge measurements of Little River at Calhoun, N. C., in 1Q05.

Date.

April 13. .......

June 23........

Hydrographer.

B. S. Drane.........................

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

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

Width.

Feet. 

45

49

49

Area of 

section.

Square 

feet.

101

134

132

Mean 

velocity.

Feet per 

second.

1.53

1.92

1.78

Gage 

height.

Feet. 

1.51

2.03

2.22

Discharge.

Secondfeet.

154

257

234

NORTH PORK MILLS RIVER AT PrNKBED, N". p.

This station was established May 18, 1904, by M. R. Hall. It is located at the wagon 

bridge in the village of Pinkbed, N. C., about three-fourths of a mile below the post-officer

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 the foot of the hill. The bed 

of the stream is composed of loose rock and is probably permanent, ^here is but one 

channel at all stages.

Discharge measurements are made from the single 39-foot span wa§;on bridge. 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 the crib abutment at the left bank, on the downstream side of the bridge.

The gage is a vertical timber 10 feet long, spiked to the log crib on ihe right bank at 

the upper side of the bridge. It is read once each day by J. T. Davenport. The gage is 

referred to bench marks as follows: (1) A nail driven into the bottom log |)f the crib on the

right bank, at the downstream corner of the crib; elevation, 1.70 feet. 

a nail driven into a notch on a small poplar tree on the left bank about

[2) The center of 

[0 feet above the

bridge; elevation, 5.70 feet. Elevations refer to the datum of the gage.

A description of this station, gage height, and discharge data and ratiig table are contained in Water-Supply Paper of the United States Geological Survey No. 1$ 18, pages 112-114.

Discharge measurements of North Fork Mills River at Pinkbed, N. C

Date.

April 12. ....... 

April 12. .......

June 22........

June 22........

August 29.. ...

Hydrographer.

B. S. Drane......................... 

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

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

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

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

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

W. E. Hall..........................

Width.

Feet. 

39 

39

39

39

39

39

38

Area of 

section.

Square 

feet.

51 

51

43

43

38

38

24

Mean 

velocity.

Feet per 

second.

1.73 

1.75

1.73

1.81

1.94

1.71

1.38

height.

Feet. 

1.28 

1.29

1.12

1.12

1.08

1.08

.68

Discharge.

Secondfeet.

88 

89

74

78

73

66

33

in 1905.
106 STREAM MEASUREMENTS IN 1905, PAET V.

Daily gage Jieight, in feet, of North Fork Mills River at Pirikbed, N. C.,for 1905.

Day.

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

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

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

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

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

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

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

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

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

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

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

19

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

15..............

16..............

17..............

18..............

19. :............

20..............

21..............

22..............

23..............

24..!...........

25. .............

26. .............

27..............

28-.......-.--..

29..............

30..............

31..............

Jan.

.6

.7

.7

.8

.8

.75

.6

9 P;

1 4E

1.15

9

.85

.95

.8

.75

.75

7

.7

.7

.65

1.0

1.0

.75

.65

.65

.65

Feb.

0.65

.6

.6

.65

.75

.75

.85

9

.8

.85

.85

1.0

9

.8

.95

.8

.9

i ^?

1.3

1.25

1.2

1.15

1.1

Mar.

1.1

1.1

1.1

1.1

1.1

1.15

1.1

1.0

1.0

1.0

.9

1.05

1.0

1.0

.95

.9

.9

.9

1.0

.9

Apr.

0 9

.85

.85

.85

.95

QC

.9

9

1.05

9

.9

1.4

1.15

1.05

1 fif»

1.05

1.0

1.0

1.0 

95

95

Q";

.9

.9

1.0

.9

9

1.05

.95

May.

0 9

9

1.0

.95

1.25

1.15

1 05

1.0

1.0

1.0

1.0

1.0

1.1

1.05

1.0

1.0

1.0

1.05

1.0

1.2

1.1

1.3

1.2

1.1

1.05

June.

1.0

1.0

.9

.9

.9

.9

.8

.85

.8

.8

.8

.8

.8

.75

.75

1.50

1 7

1.4

1.3

1.3 

1.25

1.15

1.05

1.0

1.0

.95

1.05

.95

.9

1.3

July.

1.6

1.3

1.15

1.1

1.0

1.05

1.0

1.9

4.0

2.2

1 9

1.7

1.6

1.5

1.5

1.5 

1.4

1.4

1.3

1.3

1.25

1.2

1.2

1.2

1.2

1.2

1.1

Aug.

1.05

1.05

1.05

1.05

1.0

1.0

1.4

1.6

1 3

1.25

1 9

1.15

1.15

1.15

1.1

1.05

1.05

1.2

1.25

1.35

1.15

1.1

1.1

1.05

1.0

Sept.

1.0

1.0

1.05

.9

.9

.9

.9

. .9

.9

.9

.9

9

.85

.85

.8

.8

.8

.8

..8 

.9

.8

' .8

.8

.8

.8

.8

.75

.75

.8

 Oct.

0.8

.8

.8

.8

.8

.8

.75

.75

.7

.7

1.3

.8

.75

.75

.75

.75

.75

.75 

.7

.7

.7

.7

.7

.7

.75

.75

.75

.75

.7

Nov.

0.7

.7

.7

.7

.7

.7

.7

.7

.7

.65

.65

.65

.65

.6

.6

.6

.7

.7

' .6

.6

.6

.6

.6

.6

.6

.6

.6

Dec.

0.6

.6

1.5

.9

.8

.75

.7

.9

1.8

1.3 '.9

9

9

9

1.2

1.0

.9

.9

.95

1.0 

1.5

1.2

1.2

1.2

1.1

1.0

1.0

.95

1.05

1.0

.9

Station rating table for North Fork Mills River at Pirikbed, N. C., from January 1 to December 31, 1905.

Gage 

height.

Feet.

0.50

.60

.70

.80

.90

1.00

Discharge.

Second-feet.

17

26

35

44

53

63

Gage 

height.

Feet.

1.10

1.20

1.30

1.40

1.50

Discharge.

Second-feet.

73

83

93

103

113

Gage 

height.

Feet.

1.60

1.70

1.80

1.90

2.00

Discharge.

Second-feet.

123

133

144

155

166

Gage 

height.

Feet.

2.10

2.20

2.30

2.40

2.50

Discharge.

Second-feet.

177

188

199

211

223

NOTE. The above table is based on seven discharged measurements made during 1905. It is well 

denned between gage heights 0.6 foot and 1.3 feet. Above 1.3 feet the table is roughly approximate.
TENNESSEE RIVER DRAINAGE BASIN. 107

Estimated monthly discharge of North Fork Mills River at Pinkbed, N\ C.,for 1905.

| 

[Drainage area, 24 square, miles.]

Month.

April.........................................

May.........................................

July.........................................

Discharge in second-feet.

Maximum.

223 

103 

103 

103 

93 

133 

418 

123 

68 

93 

35 

144

418

Minimum.

22 

26 

53 

48 

53 

40 

63 

63 

40 

35 

26 

26

26

Mean.

47.5 

57.0 

68.6 

60.5 

69.8 

65.2 

112 

78.3 

49.9 

41.3 

30.1 

65.0

62.1

Run-ofl.

S scond-feet 

per square 

mile.

1.98 

2.38 

2.86 

2.52 

2.61 

2.72 

4.67 

3.26 

2.08 

1.72 

1.25 

2.71

2.59

Depth in 

inches.

2.28 

2.48 

3.30 

2.81 

3.36 

3.04 

5.38 

3.76 

2. 32 

1.98 

1.40 

3.12

35.23

SOUTH FORK MILLS RIVER 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 channel above curves about 90° in 500 feet 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.

Discharge measurements are made from a foot log about 150 feet above the ford. Owing 

to the overflowing of the banks discharge measurements can not be made at high water.

The gage is a vertical timber 10 feet long, spiked to a white-oak tree on the right bank 

of the river about 40 feet above the foot log. It is read once each day by W. E. Field. 

Bench marks were established as follows: (1) The center of two nail heads driven into the 

tree to which the gage is attached on the side next the river; elevation, 5.00 feet. (2) The 

center of nails in the root of a white-oak tree on the right bank, 50 feet below the gage; 

elevation, 5.00 feet. (3) Nails driven into a beech tree on the right bank, about 90 feet 

below the gage; elevation, 8.00 feet. (4) The head of a large nail driven vertically into a 

notch on the face toward the river of a 20-inch white-oak tree on the right bank, 25 feet 

above the gage; elevation, 9.94 feet. Elevations refer to the datum of the gage.

A description of this station, gage height, discharge data, and rating table are contained 

in Water-Supply Paper of the United States Geological Survey No. 128, pp. 114-116.
108 STREAM MEASUREMENTS IN 1905, PAET V.

Discharge measurements of South Fork Mitts River near Sitton, N. C., in 1905.

Date.

April 12.......

April 12 .......

June 22........

June 22........

November 11 «.

Hydrographer.

.....do..............................

.....do..............................

.....do..............................

.....do..............................

W. E. Hall ..........................

.....do..............................

Width.

Feet. 

37

37

40

40

58

45

24

Area of 

section.

Square 

feet.

87

86

86

86

107

32

27

Mean 

velocity.

Feet per 

second.

1.80

1.85

1.56

1.53

. 1.38

1.78

2.26

Gage 

height.

Feet. 

1.44

1.44

1.28

1.29

1.30

.84

.84

Discharge.

Secondfeet.

157

160

135

132

149

57

61

"Measured at different sections. 

Daily gage height, in feet, of South Fork Mitts River near Sitton, N. C.,for 1905.

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.

0.85

.9

.9

1.0

1.0

1.25

1.25

1.05

1.3

1.0

1.0

3.7

2.15

1.65

1.3

1.4

1.3

1.1

1.1

1.05

1.05

1.0

1.0

1.0

1.05

1.05

1.1

1.05

1.05

1.0

Feb.

1.0

1.0

1.05

1.1

1.1

1.2

1.2

1 9

2.15

1 4^

1.3

1.3

 1.5

1 ^

1.55

1.5

1.5

1.1

1.7

1.7

1.65

1.7

1.6

1.5

1.5

1.4

1.4

Mar.

1.4

1.4

1.35

1.4

1.35

1.4

1.4

1.35

1.85

1.6

1.55

1.5

i 4>;

1.35

1.3

1.3

1.25

1.25

1.2

1.8

1.35

1.3

1.25

1.25

1.2

1.2

1.15

1.15

1.2

1.1

Apr.

1.1

1.1

1.2

1.2

1.1

1.1

1.2

1.15

1.1

1.55

1.4

1.3

1.25

1.25

1.2

1.15

1.15

1.1

1.1

1.1

1.05

1.05

1.05

1.15

1.15

1.1

1.1

1.2

May.

1.1

1.1

1.15

1.2

1.75

1.7

1.4

1.4

1.35

1.3

1.25

1.2

1.2

1.25

1.5

1.3

1.25

1.2

1.15

1.2

1.2

1.35

1.3

1.2

1.65

1.7

2.2

1.75

1.55

1.45

June.

1.35

1.3

1.25

1.25

1.2

1.15

1.1

1.05

1.05

1.05

1.05

1.05

1.0

1.1

2.65

1.-8

1.65

1.6

1.55

1.4

1.3

1.3

1.2

1.15

1.1

1.2

1.1

1.1

1.4

July.

2.15

1.65

1.4

1.3

1.25

1.5.

1.25

1.4

1.25

1.35

2.7

5.2

3.3

2.8

2.45

2.1

1.9

1.8

1.7

2.4

1.6

1.65

1.5

1.45

1.45

1.4

1.35

1.55

1.35

1.3

1.25

Aug.

1.25

1.2

1.2

1.25

1.2

1.2

1.15

1.15

1.4

1.5

2.5

2.2

1.7

1.55

1.45

1.4

1.4

1.4

1.4

1.3

1.3

1.25

1.25

1.8

1.68

1.65

1.45

1.35

1.3

1.25

1.2

Sept.

1.2

1.3

1.2

1.3

1.15

1.15

1.1

1.1

1.1

1.05

1.05

1.05

1.05

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.1

1.0

1.0

.95

.95

.95

.95

.95

.9

.9

Oct.

0.9

.9

.9

1.0

.95

.9

.9

.9

.9

.9

1.7

1.1

1.0

.95

.9

.95

.9

.95

.9

.9

.9

.9

.9

.9

.9

.9

.95

.9

.9

.9

.9

Nov.

0.9

.9

.85

.85

.9

.9

.9

.85

.85

.85

.85

.85

.85

.85

.85

.85

.85

.85

.85

.9

.85

.85

.8

.8

.8

.8

.8

.8

.8

.8

Dec.

0.8

.8

2.5

1.25

1.0

1.0

.95

1.0

2.6

1.7

1.4

1.25

1.2

1.1

1.4

1.25

1.2

1.2

1.15

1.2

1.8

1.5

1.45

1.4

1.3

1.25

1.2

1.3

1.35

1.25

1.2
TENNESSEE RIVER DRAINAGE BASIN. 109

Station rating table for South Fork Mitts River near Sitton, N. C.,from January 1 to

December 31, 1905.

Gage 

height.

Feet.

0.8

.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

Discharge.

Second-feet.

55

70

86

102

119

136

153

170

188

Gage 

height.

Feet.

1.7

1.8

1.9

2.0

2.1

2.2

2.3

2.4

2.5

Discharge.

Second-feet.

206

224

242

260

279

298

317

336

355

Gage 

height.

Feet.

2.6

2.7

2.8

2.9

3.0

3.2

3.4

3.6

Discharge.

Second-feet.

375

395

415

435

455

497

539

582

Gage 

height.

Feet.

3.8

4.0

4.2

4.4

4.6

4.8

5.0

5.2

Discharge.

Second-feet.

626

670

716

762

809

857

905

955

NOTE. The above table is based on seven discharge measurements made during 1905. It is well 

defined between gage heights 0.8 foot and 1.5 feet. The table has been extended beyond these limits. 

Above 1.5 feet the table is roughly approximate.

Estimated monthly discharge of South Fork Mills River near Sitton, N. C.,for 1905. 

[Drainage area, 40.5 square miles.]

Month.

July.........................................

Discharge in second-feet.

Maximum.

604 

288 

233 

179 

298 

385 

955 

355 

136 

206 

70 

375

955

Minimum.

62 

86 

102 

94 

102 

86 

128 

110 

70 

70 

55 

55

55

Mean.

126 

159 

146 

112 

151 

134 

236 

159 

93.9 

77.7 

61.7 

141

133

Run-off.

Second-feet 

per square 

mile.

3.11 

3.93 

3.60 

2.77 

3.73 

3.31 

5.83 

3.93 

2.32 

1.92 

1.52 

3.48

3.29

Depth in 

inches.

3.58 

4.09 

4.15 

3.09 

4.30 

3.69 

6.72 

4.53 

2.59 

2.21 

1.70 

4.01

44.66

PIGEON RIVER NEAR WAYNESVILLE, N. C.

This station was established April 15, 1905, for the purpose of making miscellaneous 

measurements. It is located at Ironduff Bridge, 3J miles above the mouth of Richland 

Creek, about 8 miles from Waynesville, N. C.

The channel is straight for 300 feet above and below the station. There is a good current. 

Both banks are high and not liable to overflow. The bed is partly of rock and partly of 

shifting sand. There is but one channel, broken by one pier. A large rock protrudes about 

50 feet above the bridge and causes irregularities in the current.

Discharge measurements are made from the downstream side of the two-span bridge. 

The initial point for soundings is the left end of the bridge, downstream side.

The bench mark is on top of a steel plate bolted to the top of the lower chord over the 

downstream end of the first floor beam from the left of the bridge; elevation, 23.00 feet 

above datum of assumed gage.
110 STREAM MEASUREMENTS IN 1905, PART V.

Discharge measurements of Pigeon River near Waynesville, N. C., in 1905.

Date.

April 15.......

Hydrographer.

.....do..............................

Width.

Feet. 

132

132

Area of 

section.

Square 

feet. 

299

253

Mean 

velocity.

Feet per 

second.

1.45

1.30

Gage 

height.

Feet. 

2.95

2.52

Discharge.

Secondfeet.

536

328

PIGEOK RIVEJR AT ItfEWPORT, TBTSHST.

This 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.

The channel is straight for about 300 feet above and 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 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.

Discharge measurements are made from the lower side of the single-span steel highway 

bridge. The initial point for soundings is the end of the hand rail over the left bank on the 

downstream side of the bridge. The section is better for measurement at the Southern 

Railway bridge, about 300 feet below, at which point some of the measurements have been 

made.

The original wire gage was replaced April 30, 1903, by a standard chain gage fastened to 

the lower chord of the bridge in the third panel on the downstream side. The datum of 

the two gages is the same: chain length, 29.94 feet. Since it was first established the gage 

has been damaged several times, and the records are continuous only from December 14, 

1902. The gage is read once each day by S. R. McSween. Bench marks were established 

as follows: (1) The top surface of the outer left corner of the hanger plate at the bottom of 

the downstream end of the second floor beam from the left bank; elevation, 26.87 feet. (2) 

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; elevation, 32.61 feet. Elevations refer to datum of the gage. This station was discontinued 

December 31, 1905.

Information in regard to this station is contained in the following Water-Supply Papers 

of the United States Geological Survey:

Description: 48, p 188; 65, p 302; 83, pp 223-224; 98, pp 282-283; 128, pp 116-117, 155.

Discharge: 48, p 188; 65, p 302; 98, p 283; 128, pp 117, 155.

Discharge, monthly: 98, p 285; 128, p 119.

Gage heights: 48, p 188; 65, p 303; 98, pp 283-284; 128, p 118.

Rating table: 98, p 284; 128, p 118.

Discharge measurements of Pigeon River at Newport., Tenn., in 1905.

Date.

May 11........

Hydrographer.

W.E. Hall. .........................

B. S. Drane.........................

W.E. Hall. .........................

.....do..............................

Width.

Feet.

130

139

127

140

141

Area of 

section.

Square 

feet. 

1,415

925

1,054

920

979

1,036

Mean 

velocity.

Feet per 

second.

3.35

.97

1.28

1.06

.89

1.28

Gage 

height.

Feet. 

4.28

1.75

2.13

1.75

1.63

2.03

Discharge.

Seconafeet.

4,737

920

1,348

973

865

1,325
TENNESSEE RIVER DRAINAGE BASIN. Ill 

Daily gage height, in feet, of Pigeon River at Newport, Tenn., for 1905.

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.

1.35

1.3

1.4

1.45

1.55

1.7

2.0

1.5

1.15

1.46

1.35

5.0

4.0

2.8

2.4

2.3

1.9

1.8

1.75

1.5

1.4

.95

.8

1.2

1.25

1.25

1.3

Feb.

1.35

1.3

1.2

1.05

1.1

1.45

1.9

1.7

4.9 

3.3

2.55

2.5

2.4

2.55

9 n

1.95

1.85

4.0

5.0

3.8

3.1

3.0

2.3

2.1

Mar.

1.95

1.8

1.75

1.75

1.7

1.8

1.9

2.0

3.4

2.8

2.3

2.15

2.1

1 Q

1.85

1.85

1.8

9 n

9 9*i

2.1

1.95

1 9

1.85

1.8

1.7

1.7

1.6

1.7

1.7

Apr.

1.5

1.55

1.6

1.75

2.1

2.0

2.4

2.2

2.05

2.6

2.4

1.85

1.8

i 7*i

1.7

1.7

1.7

1.65

1.6

1.55

1.5

1.75

1.65

2.0 .

May.

1.9

1.7

1.6

1.6

1.65

2.0

2.0

2.0

2.0

1.95

2.0

1.7

1.8

1.8

3 9

3

n

2.35

2 n

2.1

2.7

9 1

2.05

2.1

1.95

1.95

June.

1.9

1.6

1.6

1.55

1.5

1.4

1.5

1.45

. 1.35

1-.3

1.3

1.55

1.35

1.35

1 Q

1.8

1.6

1.55

2 1

1.8

1.85

1 7*i

1.6

1.55

2 45

2.0

1.75

1.6

July.

1.5

1.45

1.3

1.4

1.55-

1.5

1.45

1.4

1.5

1.9

7.6

4.1

2.9

9 A

9 n

1 9

1 S£

1.85

1.8

1.75

1.7

1.6

1 ^

2.0

1.8

1.65

Aug.

1.4

1.4

1.35

1.35

1.3

1.25

1.25

1.35

2.35

1.85

1.9

3.15

2.5

2.3

2.45

1.9

1.75

1.75

1.7

1.8

1.8

1.75

1.5

1.45

1.4

Sept.

1.4

1.45

1.45

1.4

1.3

1.2

1.2

1.2

1?2

1.15

1.15

1.15

1.15

1.1

1.2

1.3

1.2

1.05

1.05

1.0

.95

.95

.9

.9

Oct.

0.9

.95

.95

1.0

1.2

1.0

.9

.9

.9

.9

1.1

1.15

1.2

1.1

1.1

1.0

.95

.95

1.0

1.1

1.0

.95

1.05

1.2

1.1

1.0

1.0

Nov.

0.95

.95

.9

.9

1.0

1.0

1.0

1.0

.95

.95

.9

.9

.9

.9

.9

.85

.85

.8

.8

1.1

1.1

1.05

.9

.9

,95

.85

.85

.9

Dec.

0.9

.95

4.1

3.5

2.0

1.6

1.7

1.75

2.15

2.0

.9

.8

.7

.75

.75

.7

.65

1.6

1.95

2.2

2.0

2.0

2.0

1.9

1.8

1.75

1.6

1.65

1.65

Station rating table for Pigeon River at Newport, Tenn., from January 1 to December 31,1905.

Gage 

height.

Feet.

.80

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

Discharge.

Second-feet.

300

345

400

460

525

595

665

740

820

910

1,010

1,110

1,220

1,340

Gage 

height.

Feet.

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

Discharge.

Second-feet.

1,460

1,590

1,720

1,860

2,000

2,140

2,290

2,440

2,60Q

2,760

2,930

3,100

3,280

3,460

Gage 

height.

Feet.

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

Discharge.

Second-feet.

3,640

3,830

4,020

4,210

4,400

4,590

4,780

4,970

5,170

5,370

5,570

5,770

5,970

Gage 

height.

Feet.

4.90

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

7.50

Discharge.

Second-feet.

6,170

6,370

6,770

7,170

7,580

8,000

8,420'

8,840

9,260

9,690

10,130

' 10,570

11,670

NOTE. The above table is based on discharge measurements made during 1904-5. It is fairly well 

defined between gage heights 1.6 feet and 4.5 feet. The table has been extended beyond these limits.
112 STREAM MEASUREMENTS IN 1905, PART V.

Estimated monthly discharge of Pigeon River at Newport, Tenn.,for 1905. 

[Drainage area, 655 square miles.]

Month.

April..... ...................................

July.........................................

Discliarge in second-feet.

Maximum.

6,370 

6,370 

3,280 

2,000 

4,210 

1,790 

11,890 

2,845 

702 

525 

4fiO 

4,590

11,890

Minimum.

300 

430 

820 

740 

820 

595 

595 

560 

345 

345 

300 

345

300

Mean.

1,111 

1,956 

1,220 

1,080 

1,402 

1,211 

1,463 

1,068 

491 

419 

365 

1,177

1,080

Run-off.

Second-feet 

per square 

mile.

1.70 

2.99 

1.86 

1.65 

2.14 

1.85 

2.23 

1.63 

.750 

.640 

.557 

1.80

1.65

Depth in 

inches.

1.98 

3.11 

2.14 

1.84 

2.47 

2.06 

2.57 

1.88 

.837 

.738 

.621 

2.08

22.31

NOLICHUCKY RIVER NEAR GREEISTEVILLE, TEK3ST.

This station was established May 7,1903, by E. W. Myers. It is located at Jones's bridge, 

5 miles southeast of Greeneville, Tenn., which is the nearest railroad station.

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 gravel and is not subject to change. The velocity is uniform and well distributed 

except at extreme low water (below gage height 0.5 foot), when the. middle pier and a small 

bar of gravel and small stones throw the current toward both banks.

Discharge measurements are made from the downstream side of the two-span steel highway bridge. The initial point for soundings is the left end of the top bar of the downstream 

hand rail.

A standard chain gage is bolted to the lower chord of the bridge on the upstream side 

midway between the second and third intermediate post from the right bank; length of 

chain, 33.63 feet. The gage is read once each day by B. H. Jones. Bench masks were 

established as follows: (1) A standard iron bench-mark post of the United States Geological 

Survey, set on the left bank just below the bridge, 5.5 feet downstream from the left end 

of the bridge; elevation, 26.80 feet. (2) The upper outer edge of the outer eyebar of the 

ower chord of the bridge, 3.6 feet to the right of the center of the third intermediate post 

from the right bank, marked by a spot of white paint and the letters "B. M.;" elevation, 

32.03 feet. Elevations refer to datum of the gage.

Information in regard to this station is contained in the following Water-Supply Papers 

of the United States Geological Survey:

Description: 98, pp 285-286; 128, pp 119-120. 

Discharge: 98, p 286; 128, p 120. 

Discharge monthly: 98, p 287; 128, p 121. 

Gage heights: 98, p 286; 128, p 120. 

Rating table: 98, p 287; 128, p 121.
TENNESSEE EIVEB DRAINAGE BASIN. 113

Discharge measurements of Nolichucky River near Greeneville, Tenn., in 1905.

Date.

May 15 ..... .'. .

Hydrographer.

B. S. Drane.........................

.....do..............................

W. E. Hall..........................

W. E. Hall........... ...............

Width.

Feet. 

264

264

265

266

267

Area of 

section.

Square 

feet.

916

915

1,263

818

983

1,086

Mean 

velocity.

Feet per 

second.

1.39

1.44

2.76

1.13

1.51

2.01

Gage ' 

height.

Feet. 

0.87

.87

2.19

.55

1.01

1.40

Discharge.

Secondfeet.

1,271

1,323

3,486

924

1,487

2,182

Daily gage height, in feet, of Nolichucky River -near Greeneville, Tenn., for 1905.

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.

0.55

.55

.7

.9

.7

.65

1.15

1.1

.7

.7

.8

1.3

4.0

2.4

1.75

1.15

.95

1.0

1.05

.95

85

.8

.7

.6

.65

.3

.25

.25

.45

.55-

.55

Feb.

0.55

.6

.6

.4

.5

.7

.9

1.0

2.6

2.4

1.9

1.5

1.5

2.2

1.5

1.25

1.2

1.1

1.0

2.1

4.2

3.6

3.1

2.4

2.0

1.95

1.7

1.5

Mar.

1.4

1 ^

1.35

1.2

1.2

.3

.2

.3

.4

.9

2.4

1.85

1.7

1.4

1.2

1.2

1.1

1.05

1.05

1.1

1.2

1.05

.95

.9

1.0

.9

.8

.8

.8

.85

Apr.

0.8

.7

.7

.7

.7

1.25

1.35

2.2

2.7

1 9

1.25

1.1

1.0

.95

.9

.95

9

.8

.75

.8

1.0

.9

1.15

May.

1.1

1.0

.8

.85

.9

1.1

3.4

2.8

2.4

1.75

1.85

1.7

1 6

2.6

2.2

4.2

3.6

2.7

2.0

1.75

1.5

1.-85

1.7

1.4

1.25

1 3

1.3

1 9

1.25

1 9P»

June.

1.05

95

.85

.7

.7

.65

.65

.55

.55

.7

.6

2.6

a

i

1.75

1.4

1.2

1.1

1.05

9

.85

.85

.75

.7

.7

July.

0.7

.7

.85

1.05

2.3

.2

1.0

.8

6.1

3

1

9 3

1.8

1.85

1.45

2.7

1.35

1.35

1 45

1.25

1.15

1.0

g

9

1.2

1.15

1.15

Aug.

0.95

.75

.7

.7

.7

.7

1.15

1.75

1.8

2.1

4.4

3.5

2.8

2.1

1.75

1.5

1.4

1.25

1.2

1.15

1.0

1.0

1.05

1.25

1.0

.9

.7

.7

.65

Sept.

0.65

.65

.8

.15

.65

.6

.5

.5

.45

.45

.4

.4

.6

.5

.4

.4

.3

.35

.35

.35

.35

.35

.35

.3

.25 '.25

.2

.2

. .25

Oct.

0.25

.35

.35

.4

.35

.25

.2

.25

.2

.3

.8

.35

.3

.25

.25

.25

.25

.3

.3

.3

.25

.25

.35

.55

.5

.4

.3

Nov.

0.25

.25

.25

.2

.2

.25

.3

.25

.25

.2

.2

.15

.2

.2

.15

.15

.2

.2

.15

.2

.25

.25

.2

.15

.15

.15

.2

.15

,2

Dec.

0.2

.2

3.4

2.6

1.3

.8

.65

.6

.8

2.6

1.6

1.15

.95

.8

.8

1.0

1.0

.9

.8

.75

.85

1.8

1.35

1.75

1.5

1.15

1.0

1.15

.8

.8

.7

IRR 169 06-
114 STREAM MEASUREMENTS IN 1905, PART V.

Station rating table for Nolichucky River near Greenevitte, Tenn.,from January 1 to December

31, 1905.

Gage 

height.

Feet.

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0.90 

1.00

1.10

Discharge.

Second-feet.

430

515

600

690

780

880

990

1,100

1,220

1,350 

" 1,480

1,620

Gage 

height.

Feet.

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10 

2.20

2.30

Discharge.

Second-feet.

1,770

1,930

2,100

2,270

2,440

2,620

2,800

2,980

3,170

3,360 

3,550 *

3,740

Gage 

height.

Feet.

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.20

3.40

3.60 

3.80

4.00

Discharge.

Second-feet.

3,940

4,140

4,340

4,540

4,740

4,940

5,140

5,540

5,960

6,380 

6,810

7,250

Gage 

height.

Feet.

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

Discharge .

Second-feet.

7,690

8,130

8,570

9,010

9,450

9,890

10,330

10,790

11,250

11, 710

NOTE. The above table is based on six discharge measurements made during 1905. It is fairly well 

defined between gage heights 0.5 loot and 2.2 feet. Beyond these limits it is uncertain.

Estimated monthly discharge of Nolichucky River near Greenevitte, Tenn.,for 1905. 

[Drainage area, 1,099 square miles.]

Month.

April........................................

IWav

July .........................................

Discharge in second-feet.

Maximum.

7,250 

7,690 

3,940 

4,540 

7,690 

5,340 

11,940 

8,130 

1,220 

J,220 

690 

5,960

11,940

Minimum.

645 

780 

1,2?0 

1,100 

1,220 

880 

1,045 

1,045 

*600 

600 

558 

600

558

Mean.

1,513 

2,604 

1,872 

1,852 

2,909 

1,543 

2,650 

2,230 

815 

722 

604 

1,820

1,761

Run-off.

Second-feet 

per square 

mile.

1.38 

2.37 

1.70 

1.69 

2.65 

1.40 

2.41 

2.03 

.742 

.657 

.550 

1.66

1.60

Depth, in 

inches.

1.59 

2.47 

1.96 

1.89 

3.06 

1.56 

2.78 

2.34 

. 828 

.757 

.614 

1.91

'21.76
TENNESSEE EIVEE DRAINAGE BASIN.

SOUTH FORK HOLSTOIST RIVER AT BLUFF CITY, TENN.

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 channel is straight above the bridge for a distance of 300 feet, to the bridge of the 

Virginia and Southwestern Railway, and for about 1,000 feet below the bridge. The bed 

is rocky and permanent. The bottom is very rough, and rocky ladges just above and 

below the bridge cause back currents, eddies, and sudden variations in the velocity. Both 

banks are high and do not overflow.

Discharge measurements are made from the lower side of the four-span highway bridge. 

This bridge is a short distancs below the Virginia and Southwestern Railway 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 gage, which is the property of the United States Weather Bureau, is a timber bolted 

to the downstream side of the first pier from the right bank. The gage readings are furnished by the United States Weather Bureau. 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; elevation, 20.44 feet above the zero of the gage and 1,389 feet above 

sea level.

Information in regard to this station is contained in the following Water-Suppty Papers 

of the United States Geological Survey:

Description: 48, p 182; 65, p 297; 83, p 227; 98, pp 287-288; 128, pp 122,154. 

Discharge: 48, p 182; 65, p 297; 83, p 227; 98, p 288; 128, pp 122,155. 

Discharge, monthly: 83, p 229; 98, p 290; 128, p 124. 

Gage heights: 48, p 183; 65, p 298; 83, p 228; 98, pp 288-289; 128, p 123. 

Rating tables: 65, p 323; 83, p 228; 98, p 289; 128, p 123.

Discharge measurements of South Fork Holston River at Bluff City, Tenn., in 1905.

Date.

May 12........

June 16........

August 22.....

Hydrographer.

W.E. Hall... .......................

.....do..............................

B. S. Drane.........................

W.E. Hall..........................

.....do..............................

Width.

Feet. 

185

122

133

125

135

226

Area of 

section.

Square 

feet.

501

650

578

454

500

508

506

Mean 

velocity.

Feet per 

second.

1.65

1.89

2.11

.88

' 1.34

.88

1.63

Gage 

height.

Feet. 

1.40

1.78

1.78

.52

1.10

.78

1.37

Discharge.

Secondfeet.

«825

al,227

6 1, 222

6398

6669

6445

« 823

a Wagon bridge. 6 Virginia and Southwestern Railway bridge.
116 STKEAM MEASUREMENTS IN 1905, PART V.

Daily gage height, in feet, of South Fork Holston River at Bluff City, Tenn., for 1905.

Day.

1..............

2..............

3...............

4..............

5..............

G... ...........

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.

1.0

1.0

1.0

1.9

1.4

1.5

1.8

1.6

1.3

1.5

1.3

2.2

4.9

3.4

2.5

1.9

1.7

1.8

1.4

1.3

1.1

1.0

1.0

.9

.9

.9

1.0

.8

.8

.8

Feb.

0.9

.9

1.6

.5

1.0

1.4

1.7

1.4

t; A

3.4

2.8

" 2.4

3.4

4.0

3.2

2.2

2.2

1.9

1.8

1 9

3.4

3.4

3.7

3.4

2.8

2.8 '2.6'

2.6

Mar.

2.4

2.2

2.4

2.4

2.4

2.3

2.3

2.2

2 9

4.5

4.4

3.2

2.8

2.4

2.2

1.9

1.8

1.7

1 7

1.0

1.6

1.7

1.5

1.5

1.5

1.4

1.4

1.4

1.5

1.4

Apr.

1.2

1.2

1.2

1.1

2.6

3.7

3.4

2.8

1.9

2.1

2.0

1.9

1.7

1.7

1.4

1.6

1 0

1.2

1.1

1.0

1.0

1.1

1.8

1 9

1.8

May.

1.8

1.5

1.4

1.3

1.2

1.9

2.2

2.8

2.6

1.8

1.8

4.2

3.8

3.4

3.4

4.1

3.3

2.7

1 Q

1.8

1.8

1.7

1.5

1.6

1.4

1.2

1.0

1.0

1.1

June.

1.3

1.0

.9

.7

.6

.5

.5

.8

.8

.8

.8

.7

.6

.6

.5

.7

.7

.8

.7

1.2

1.0

.7

1.0

1.0

.8

1.0

1.1

.8

.8

July.

0.7

.6

.6

.6

.7

.9

1.5

1.3

<j

7

.8

1.2

6.2

3.1

2.4

1.7

1.4

1.0

1 C

i o

1.0

2.6

3.8

2.7

2.0

1.7

.8

1.4

1.7

3.4

2.8

Aug.

2.0

1.6

1.4

1.0

1.0

1.7

1.8

2.0

1.7

1.5

1.8

2.1

2.0

1.8

1.8

2.6

1.8

1 ^

1.3

1.1

1.0

1.0

1.0

1.1

1.9

1.6

1.4

1.0

.9

.8

Sept.

1.3

.9

1.0

1.5

3:2

2.0

1.5

1.3

1.0

1.0

.9

.8

.9

.8

.7

.7

.6

.5

.5

.4

.4

FJ

.4

.4

.4

.3

.3

 .3

.3

.3

Oct.

0.3

.3

.4

.4

.4

.3

.3

.3

.3

.2

.5

.6

.5

.4

.3

.3

.3

.3

.3

.4

4

.3

.3

.3

.3

.4

.6

.4

.4

.4

.4

Nov.

0.3

.3

.3

.3

.3

.3.3'

.3

.3

.2

.2

.2

.2

.2

.2

.2

.2

2

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

.3

Dec.

0.4

.3

3.0

3.2

2.0

1.5

1.3

1.0

1.2

1.6

1.3

1.1

1.1

1.0

1.0

1.0

.9

.8

.8

.8

.8

.8

1.1

2.0

1.9

1.7

1.4

1.3

1.2

1. 1

1.0

Station rating table for South Fork Holston River at Bluff City, Tenn., from January 1 to

December 31, 1905.

Gage 

height.

Feet.

0.30

0.40

0.50

0.60

0.70

0.80

0.90

1.00

1.10

1.20

1.30

1.40

Discharge.

Second-feet.

265

300

340

385

435

485

540

600

665

730

800

870

Gage 

height.

Feet.

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

Discharge.

Second-feet.

950

1,030

1,120

1,210

1,310

1,410

1,510

1,620

1,730

1,840

1,950

2,070

Gage 

height.

Feet.

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

Discharge.

Second-feet.

2,190

2,310

2,430

2,550

2,680

2,820

2,970

3,120

3,280

3,450

3,620

3,800

Gage 

height.

Feet.

3.90

4.00

4.20

4.40 '

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

Discharge.

Second-feet.

3,980

4,160

4,530

4,910

5,310

5,730

6,180

6,650

7,130

7,630

8,130

8,630

NOTE. The above table is based on discharge measurements made during 1904-5. It is well denned 

between gage heights 0.5 foot and 3.5 feet. The table has been extended beyond these limits. Above 

gage height 3 feet the table is the same as for 1904.
TENNESSEE EIVEE DRAINAGE BASIN. ' 117 

Estimated monthly discharge of South Fork Holston River at Bluff City, Tenn.,for 1905.

[Drainage area, 828 square miles.]

Jai 

Fe 

Ma 

Ap 

Ma 

Ju 

Ju 

At 

Se; 

Oc 

N 

De

j

Month.

rch ........... ...........................

ril.. .......... ...........................

y. ........................................

y. ........................................

Discharge in second-feet.

Maximum.

5,950 

7,130 

5,110 

3,620 

4,530 

800 

9,130 

2,070 

2,820 

385 

265 

2,820

9,130

Minimum.

485 

340 

870 

600 

600 

340 

385 

485 

265 

235 

235 

265

235

Mean.

1,105 

2,115 

1,656 

1,237 

1,674 

493 

1,404 

997 

574 

289 

256 

855

1,055

Run-off.

Second-feet 

per square 

mile.

1.33 

2.55 

2.00 

1.49 

2.02 

.595 

1.70 

1.20 

.693 

.349 

.309 

1.03

1.27

Depth in 

inches.

1.53 

2.66 

2.31 

1.66 

2.33 

.664 

1.96 

1.38 

.773 

.402 

.345 

1.19

17.20

HOLSTON RIVER AT AUSTINS MILLS, TENNESSEE.

This station is maintained in cooperation with the United States Weather Bureau, by 

wljiich the gago readings are furnished. It is located at the Southern Railway bridge at 

Austins Mills, Tennessee.

The channel is straight for about 2,000 feet above and for 1,000 feet below the bridge. 

Tike right bank will overflow gradually above gage height 10 feet, and the left bank above 

gate height 8 feet. There is a fringe of trees along both banks. The bed of the stream is 

cojmposed of rock and gravel and is permanent. All the water passes beneath the bridge 

arid trestles, there being one channel broken by three piers at ordinary stages.

[Discharge measurements are made from the downstream side of the bridge. This is a 

 deck bridge, 800 feet long, resting on stone piers. Six spans are wooden trusses, and piers 

he),ve been built for two more spans at each end, but the track is carried on trestle work. 

Tl(ie initial point for soundings is the end of the bridge truss over the center of the pier on 

the right bank, downstream side.

'The gage is 49 feet long, and is attached vertically to the downstream end of the pier 

n4arest the right bank. It is read once each day by Fred Beal.

iA description of this station, gage-height and discharge data, and rating table are contalined in Water-Supply Paper of the United States Geological Survey No. 128, pp. 124-126.

Discharge measurements of Holston River at Austins Mills, Tennessee, in 1905.

Date.

ibruary 10 ... 

|ay 16. .......

Hydrographer.

B. S. Drane......................... 

W.E. Hall..... .....................

W.E. Hall............. .............

Width.

Feet. 

414 

412

383

373

Area of 

section.

Square 

feet.

2,904 

2,796

1,590

1,592

-Mean 

velocity.

Feet per 

second.

4.32 

3.89

1.57

1.47

Gage 

height.

Feet. 

5.30 

4.87

2.05

2.25

Discharge.

Secondfeet. 

12,550 

10,880

2,489

2,347
118 STREAM MEASUREMENTS IN 1905, PART V.

Daily gage height, in feet, of Holston River at Austins Mills, Tennessee, for 1903.

Day.

1..............

2..............

3. .............

4..............

5..............

G..............

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.

2.1

2.1

2.2

2.G

2.9

2.4

3.5

3.2

2.7 

2.3

2.5 

3.1

5.9

5.6

4.2

3.4

2 9

2.7'

2.6

2.6

2.4

2.4

2.2

2.1

2.0-

1.8

2.0

2.2

2.2

2.0

2.0

Feb.

1.8

1.8

1 Q

2.0

1.8

1.9

2.5

2.8

5.5 

6.0

4.8 

4.0

4.2

5.6

4.5

3.9

3.4

3.3

3.0

3.0

4.6

5.2-

5.2

5.0

4.3

4.0

3.8

3.5

Mar.

3.5

3.3

3.2

3.4

3.2

3

0

3.3

3.1

3.4

5.8

6.3 

5.2

4.3

3.8

3.4

3.1

2.9

2.9

2.7

2.6

2.5

2.5

2.5

2.5

2.4

2.4

2.4

2.4

2.4

2.4

2.4

Apr.

2.4

2.3

9 <?

9 2.29

9 9

3.0

4.0

3.8

3.6 

3.5

3.2 

3.4

3.8

3.5

3.2

3.0

2.8

2.6

2.5

2.4

2.3

2.3

2.5

2.4

2.2

2.2

2.1

2.1

May.

2 3

2.3

2.2

2.2

3.0

3.6

4.1 

3.5

3.1 

3.0

0 9

4.8

4.7

3.G

3.2

2.9

3.1

3.1

2.8

2.5

2.5

2.4

2

0

9 9

2.2

June.

2.3

2.3

2.1

2.0

2.0

2.0

1 9

1.9

1.9 

2.0

1.8 

1.7

2 0

1 9

1 9

1.8

2.0

2.0

2.1

2.2

2.2

2.0

2.0

2.3

2.2

2.3

2.1

2.0

1 9

July.

1.8

1.7

1.7

1.7

1.7

2.3

2.0 

2 0

1.9

6.3

5.7

3 9

2.6

2.6

2.3

2.5

2.3

2.2

3.2

4.0

3.3

2.7

2.4

2.2

4.6

Aug.

3.4

2.7

2.4

2.2

2.1

2.2

2.4

2.4

3.5

q q

3.3 

3.8

3.8

3.7

3.4

3.2

3.1

3.3

2.8

2.5

2.3

2.1

2.1

2.5

2.2

2.3

2.5

2.4

2.4

2.3

2.1

Sept.

2.0*

2.6

2

0

2.3

2.6

 M

<>4

2.1 

2.0

2.0

1 9

2.0

1 9

1.8

1.7

1.7

1.7

1.7

1.6

1.8

1.7

1.7

1.7

1.7

1.6

1.6

Oct.

1.5

1.5

1.5

1.4

1.4 

1.4

1.4

1.5

1.5

1.5

1.5

1.6

1.5

1.5

1.5

1.4

1.5

1.6

1.6

1.6

1.6

1.5

Nov.

1.5

1 5

1.5

1.4

1.4

1.4

1.4 

1 s

1.3 

1.3

1.3

1 1

1 1

1.3

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.4

Dee.

1.4

1.4

3 9

5.0

3.9

3.0

2.4

2.4

2

K

2.6

2 A

2

1

2 0

2.0

2.0

2.0

1 9

1.9

2.0

2.6

3.2

3.2

3.0

2.6

2.4

2.3

2.1

Station rating table for Holston River at Austins Mills, Tennessee, from January 1,1904,

December 31, 1905.

Gage 

height.

Feet.

1.10

1.20

1.30

1.40

1.50 -

1.60

Discharge.

Second-feet.

645

805

970

1,140

1,315

1,500

Gage 

height.

Feet.

1.70

1.80

1.90

2.00

2.10

2.20

Discharge.

Second-feet.

1,695

1,900

2,110

2,330

2,555

2,790

Gage 

height.

Feet.

2.30

2.40

2.50

2.60

2.70

Discharge.

Second-feet.

3,035

3,285

3,545

3,815

4,095

Gage 

height.

Feet.

2.80

2.90

3.00

3.10

3.20

Discharge.

Second-feet.

4,380

4,675

4,980

5,290

5,610

NOTE. The above table is based on discharge measurements made during 1904-5. It is well defined 

between gage heights 1.1 feet and 2 feet. The table has been extended beyond these limits. Above 

gage height 3.2 feet the rating curve is a tangent, the difference being 330 per tenth. Below gage height 

3.4 feet the table is the same as for 1904.
TENNESSEE EIVER DRAINAGE BASIN. 119

Estimated monthly discharge ofHolston River at Austins Mitts, Tennessee, for 1906. 

[Drainage area, 3,060 square miles.]

Month.

fril. .......................................

^y.........................................

i^ly.. .......................................

Discharge in second-feet.

Maximum.

14, 520 

14,850 

15,840 

8,250 

14,520 

3,035 

15,840 

7,590 

5,290 

1,605 

1,315 

11,550

15,840

Minimum.

1,900 

1,900 

3,285 

" 2,555 

2,790 

1,695 

1,695 

2,555 

1,315 

1,140 

805 

1,140

805

Mean.

4,393 

7,417 

5,749 

4,363 

6,051 

2,406 

4,353 

4,307 

2,271 

1,341 

990 

3,593

3,936

Run-off.

Second-feet 

per square 

mile.

1.44 

2.42 

1.88 

1.43 

1.98 

.786 

1.42 

1.41 

.742 

.438 

.324 

1.17

1.29

Depth in 

inches.

1.66 

2.52 

2.17 

1.60 

2.28 

.877 

1.64 

1.63 

.828 

.505 

.362 

1.35

17. 42

WATAUGA RIVER NEAR EUZABETHTOK,

| This station was established May 11, 1903, by E. W. Myers. It is located on the Virginia and Southwestern Railway bridge at Siam, about 4 miles from Elizabethton, Tenn.

The channel is straight for 1,000 feet above and below the station. The right bank 

ig[ 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 

ajnd will not overflow. The section underneath the bridge is smooth and consists 'of sand, 

sjlt, 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 the bridge-sluggish at low stages.

Discharge measurements are made from the lower side of the bridge. The bridge 

crosses the river at an 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.

A standard chain gage is fastened on the downstream side of the middle span on the inside 

oi the guard rail; the zero of the scale is opposite a point 142 feet from the initial point for 

foundings; length of chain, 22.66 feet. The gage is read once each day by J. B. Nave. Bench 

ijnarks were established as follows: (1) A standard copper bolt set in the cap of the abuti|nent on the left bank, upstream side of the bridge; elevation, 21.11 feet. (2) The upper 

e|dge of the plate connecting the lower bracing system with the lower chord and floor beam 

Opposite the middle of the gage box on the downstream side of the bridge; this floor beam 

i|s the fourth from the left end of the middle span; elevation, 19.60 feet. Elevations 

ij-efer to the datum of the gage.

During the summer and fall of 1902 a line of levels was run from Carter station, Tennesiee, near the mouth of the river, to a point near Shull's mill, in North Carolina, near the 

head of the river, locating the water powers of this stream. These powers are numerous 

£nd of considerable magnitude.

i Information in regard to this station is contained in the following Water-Supply Papers 

i)f the United States Geological Survey reports as follows:

i Description: 98, pp 290-291; 128, pp 126-127. 

i Discharge: 49, p 215; 98, p 291; 128, p 127. 

| Discharge, monthly: 98, p 292; 128, p 129. 

! Gage heights: 98, pp 291-292; 128, p 128. 

Hating table: 98, p 292; 128, p 128. *
120 STREAM MEASUREMENTS IN 1905, PART V.

Discharge measurements of Watauga River near Elizabethton, Tenn., in 1906.

Date.

February 4. ...

May 13.........

Hydrographer.

B. S. ~Dian&.... ..................... 

.....do..............................

W.E. Hall..... .....................

W.E. Hall.. ........................

Width.

Feet. 

205 

205

209

207

204

207

Area of 

section.

Square 

feet.

688 

685

1,127

644

704

787

Mean 

velocity.

Feet per 

second.

0.44

.45

2.01

.84

.95

1..12

Gage 

height.

Feet. 

1.42 

1.41

3.61

1.78

1.93

2.24

Discharge.

Secondfeet.

296 

297

2,263

543

670

879

Daily gage height, in feet, of Watauga River near Elizabethton, Tenn., for 1905.

Day.

1... ...........

2... ...........

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.

1.6

1.6

1 7

1.65

1.65

1.7'

1.8

1.8

1.7

1.75

3.6

3.7

3.0

2.5

2.3

2.2

2.0

1.9

1.9

1.9

1.9

1.85

1.85

1.8

1.8

1.75

1.75

1.75

1.75

1.5

Feb.

1.5

1.45

1.3

1.4

1.5

1.8

1.8

1.9

2.0

3.8

2.8

3.7

2.8

2.7

2.5

2.2

1 o

2.0

4.0

3.9

3.6

3.2

3.0

2.7 '

2.6

2.5

Mar.

2.4

2.4

2

0

2.3

' 2.3

2.2

2.2

2.3

2.7

3.1

3.1

3.0

2.7

2.2

2.2

2.1

2.0

2.0

1 95

1 9

1 9

1.85

1.8

1.7

1 9

1.85

1.7

1.6

1.6

Apr.

1.7

1.6

1.6

1.7

1.95

2.7

2.5

2.3

2.3

2.3

2.3

3.0

3.0

2.8

2.3

2.2

2.0

2.0

1.95

1 9

1.8

1.9

1.9

1.85

1.8

1.8

1.7

1.7

1.9

1.9

May.

1.8

1.8

1 9

1.9

2.2

2.6

3.5

3.1

2.9

2.8

2.6

2.9

3.5

5.6

4.8

5.4

4.6

3.5

3.0

2.8

2.7

2.7

2.9

2.3

2.2

2.0

1.9

1.9

1.9

1.85

1.8

June.

1.8

1.8

1.7

1.7

1.65

1.6

1.6

1.5

1.5

1.5

1.5

1.6

1.6

1.55

1.5

1.5

1.5

1.6

2.6

2.5

1 9

1.85

1.8

1.75

1.7

1.7 '

1.7

1.7

July.

1.65

1.65

1.65

1.65

2.1

2.2

2.0

1.9

1.8

1.6

1.7

8.4

6.5

4.8

2.9

2.6

2.6

2.5

2.5

2.4

2.4

2.3

2.2

2.1

2.0

1.8

1.6

1.8

2.5

4.5

3.8

Aug.

3.0

2.5

2.4

2.4

2.6

2.7

3.0

3.9

4.0

4.5

45

4.7

4.4

3.9

3.2

3.0

2.6.

2.5

2.4

2.3

2.2

2.2

2.0

2.0

2.2

2.5

2.4

2.3

2.0

1.85

1.7

Sept.

1.7

1.6

1.7

1.75

1.8

1.8

1.8

1.7

1.6

1.55

1.5

1.7

1.6

1.6

1.55

1.55

1.5

1.5

1.45

1.4

1.7

1.6

1.5

1.5

1.4

1.4

1.35

1.3

1.3

1.3

Oct.

1.3

1.5

1.4

1.3

1.3

1.3

1.3

1.3

1.3

1.4

1.5

1.4

1.4

1.35

1.35

1.3

1.3

1.4

1.4

1.4

1.4

1.35

1.35

1.35

1.4

1.4

1.4

1.4

1.35

1.35

Nov.

1:3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.2'

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

Dec.

1.2

1.3

4.3

2.6

2.0

1.6

1.6

1.6

1.65

2.9

2.3

2.2

2.0

1.9

1.8

1.8

1.8

1.9

2.0

2.2

3.1

2.3

2.2

2.2

2.0

1.95

1.9

1.85

1.8

1.8

1.7
TENNESSEE RIVER DRAINAGE BASIN. 121

Station rating table for Watauga River near Elizabethton, Tenn.,from January 1 to December 

I 31, 1905.

height.

Feet.

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

Discharge.

Second-feet.

130

165

205

260

300

355

410

470

535

605

680

755

Gage 

height.

Feet.

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

Discharge.

Second-feet.

835

920

1,010

,103

,190

,285

,385

,490

,600

,710

,825

,945

Gage 

height.

Feet.

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.20

4.40

4.60

4.80

5.00

Discharge.

Second-feet.

2,070

2,200

2,330

2,460

2,590

2,720

2,850

3,110

3,390

3,670

3,970

'4,270

Gage 

height.

Feet.

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

7.50

8.00

Discharge.

Second-feet.

4,570

4,880

5,200

5,520

5,840

6,180

(5,520

6,860

7,200

7,540

8,440

9,340

NOTE. The above table is based on discharge measurements made during 1904-5. It is well 

deftaed between gage heights 1.4 feet and 3.7 feet. The table has been extended beyond these limits.

Estimated monthly discharge of Watauga River near Elizabethton, Tenn. ,for 1905. 

[Drainage area, 408 square miles.]

Month.

Maj-ch. . .....................................

Apttl.. ......................................

MaV. ........................................

Juljr, ........................................

Discharge in second-feet.

Maximum.

2,460 

2,850 

1,710 

1,600 

5,200 

1,190 

10,100 

3,820 

535 

355 

250 

3,250

10,100

Minimum.

355 

250 

410 

410 

535 

355 

410 

470 

250 

250 

205 

205

205

Mean.

712 

1,140 

827 

765 

1,558 

494 

1,509 

1,536 

389 

283 

222 

769

850

Run-off.

Second-feet 

per square 

mile.

1.75 

2.79 

2.03 

1.88 

3.82 

1.21 

3.70 

3.76 

.953 

.694 

.544 

1.88

2.08

Depth in 

inches.

2.02 

2.90 

,2.34 

2.10 

, 4.40 

1.35 

4.27 

4.34 

1.06 

.800 

.607 

2.17

28.29

[ DOE RIVER AT ELIZABETHTON,

[ ^his station was established May 22, 1904, for the purpose of making miscellaneous measurements. It is located at the covered wagon bridge in the town of Elizabethton, Tenn.

The 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 

paisses between the stone abutments of the bridge. The bed of the stream is composed of 

sai^d and is very shifting. There is but one channel at all stages. A low dam about 300 

fee|t below the bridge will affect the flow considerably at low stages.

pischarge 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 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; elevation, 16.00 

feet above datum of assumed gage.
122 STEEAM MEASUREMENTS ITN 1905, PAET V.

A description of this station and discharge dat a are contained in Water-Supply Paper 

of the United States Geological Survey No. 128, pages 129-130.

Discharge measurements of Doe River at Elizabeihton, Term., in 1905.

Date.

May 12. ........

December 22 ...

Hydrographer.

W. E . Hall .......................... 

B. S. Drane.........................

W. E. Hall............ ..............

.....do..............................

Width.

Feet. 

128 

129

128

128

128

Area of 

 Ifection.

Square 

feet.

353 

234

201

262

270

Mean 

velocity.

Feet per 

second.

2.48 

1.00

.79

.61

.63

Gage 

height.

Feet. 

2.30 

1.21

.97

1.55

1.57

Discharge.

Secondfeet.

875 

234

159

160

169

LITTLE TENNESSEE RIVER AT JTJDSON, N. C.

Little Tennessee River rises in the extreme northeastern part of 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 Sawyer Branch. The area drained is mountainous 

and covered with forest growth. The station was established in June, 1896, by E. W. 

Myers. It is located on the Southern Railway bridge, about one-fourth mile from Judson, 

N.C.

The channel 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.

The original gage was a standard chain gage located on the downstream side of the first 

span from the left end of the bridge; length of chain, 26.29 feet. In 1905 a vertical gage 

was installed, two chains having been stolen from the chain gage. The vertical gage is in 

two sections; the first, reading from 1.5 feet to 6. feet, is bolted to a solid rock on the 

right bank, about 100 feet above the bridge. The second section, reading from 6 to 11 

feet, is fastened to a maple tree about 30 feet downstream from the first section. This 

gage was set to read with the chain gage at a gage height of 3 feet, but owing to the large 

amount of slope in the river, the actual elevation of its zero is 0.50 foot above the datum 

of the chain gage. The gage is read once each day by J. L. Enloe. Bench marks were 

established as follows: (1) 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; elevation, 22.86 feet. 

(2) 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; elevation, 

27.64 feet. Elevations refer to the datum of the vertical gage.

Information in regard to this station is contained in the following publications of the 

United States Geological Survey (Ann=Annual Report; WS=Water-Supply Paper; 

Bull=Bulletin):

Description: Ann 18, iv, pp 117-118; WS 15, p 62; 27, p 59; 36, p 168; 48, p 189; 65, p 305; 83, p 216; 98, 

pp 270-271; 128, p 130.

Discharge: Ann 18, iv, p 118, Bull 140, p 82; WS 15, p 62; 27, p 65; 36, p 168; 48, p 189; 65, p 305; 83, 

p 216; 98, p 271; 128, p 131.

Discharge, monthly: Ann 20, iv, p 207; 21, iv, p 163; 22, iv, p 224; WS 75, p 105; 83, p 218; 98, p 272; 

128, p 132.

Discharge, yearly: Ann 20, iv, p 52.

Gage heights: WS 11, p 42; 15, p 62; 27, p 63; 36, p 169; 48, p 190; 65, p 306; 83, p 217; 98, p 271; 128, 

p 131.

Hydrographs: Ann 20, iv, p 208; 21, iv, p 164; WS 75, p 105.

Rating tables: WS 27, p 66; 39, p 446; 52, p 515; 65, p 324; 83, p 217; 98, p 272; 128, p 132.
TENNESSEE RIVER DRAINAGE BASIN.

Discharge measurements of Little Tennessee River at Judson, N. C., in 1905.

123

Ap 

Jill 

Oc1

Date.

ril!4.......

|iel4........

ober 14.....

Hydrographer.

O. P. Hall...........................

.....do..............................

Width.

Feet. 

150 

139 

139

Area of 

section.

Square 

feet.

416 

305 

298

Mean

velocity.

Feet per 

second.

4.12 

3.10 

2.85

Gage 

height.

Feet. 

3.60 

3.02 

2.79

Discharge.

Secondfeet.

1,714 

944 

851

Daily gage height, in feet, of Little Tennessee River at Judson, N. C., for 1905.

Day.

.............

Jan.

2.95

2.9

2.1 '

2.8 

2.7 

3.0

3.95

3.1

2.7

3.1

 } i

8.2

6.3 

4.8

4.1

3.55

3.45

3.5

3.4

3.35

3.3

3.2

3.1

3.0

2.95

2 95

2.9

2.85

2.85

3.0

2.9

Feb.

3.0

3.0

2.9

2.9 

2.75 

3.9

3.55

3.45 

8.0

5.1

4.4

4.0

4.9 

4.7

4.3

3.8

4.0

3.8

3.7

4.0

6.8

5.8

5.1

4.8

4.4

4.2

4.1

3.9

Mar.

3.9

3.9

3.7

3.5 

3.4 

3.5

3.4

3.5 

3.4

4.3

4.2

4.1

4.0 

3.9

3.6

3.5

3.45

3.45

4.4

4.1

4.1

3.8

3.65

3.5

3.45

3.3

3.5

3.4

Apr.

3.3

3.25

3.25 

3.25 

3.5

3.35

3.3 

3.4

3.45

3.85

3.9 

4.2

3.4

3.6

3.45

3.3o

3.25

3.25

3.35

3.25

3.1

3.2

3.6

3.45

3.4

4.6

May.

4 1

4.2

4.0 

4.0

3.5

3.45

3.45 

3.35

3.35

4.8

4.0

3.5

3.5

3 5

4.0

3.5

3.5

4.5

3

AK

3.95

3.95

3 95

June.

3.4

3.35

3.25 

3.3 

3.25

3.15

3.25 

3.1

3.1

3.15

3.1

3.0

3

1

3 A

3.15

3.2

3.85

3.2

2.75

3.0

3.2

3 OK

2.9

July.

3.2

3.0

2.9 

2.85 

2.9

3.2

2.75 

2.9

3.0

4.3

7.6

5.8 

4.4

4.4

4.3

4 0

3.6

3.9

3.6

3.3

3 3

3.35

3.05

3.2

4.3

3.0

2 AC

3.95

3.85

3.85

Aug.

3.0

2.6

3.0

3.5 

2.6 

3.5

2.9

2.25 

3.5

3.35

4.4

 6.1

3.8 

3.75

3.95

3.4

3. 45

3.1

3.0

3.7

3,75

3.1

3.4

3.3

0 0

3 8

3 1

3.0

Sept.

2.4

3

0

2.4

3.0 

2.9 

2.85

2.9

2.8 

2.8

2.75

2.25

2 9

2.8

2

4C

2 7

2.7

2.65

2.65

2.7

2.6

2.5

2.5

2 45

Oct.

2.5

2.65

3.5 

2.75 

2.6

2.5

2.5 

2.5

2.6

3.85

3.6

3.65 

2.9

2.75

9 8

2.7

2.6

2 6

2.6

2.6

2

KK

9 R

3.0

3 8

2

0

2

TK

Nov.

2.55

2.5

2.5

2.5 

2.5 

2.5

2.5

2.5 

2.5

2.5

2.45

2.45

2.45 

2.45

2.4

2 4

2.4

2 A

2.4

3 n

2

C

2

K

2

K

2

K

2

r

2 45

9 fi^

2 9

Dec.

2.65

8.0

3.85 

3.5

4.8

3.4 

6 9

6.0

4.8

4 2

3.95 

3.8

3.9

3 A

3

0C

3

«K

4.7

3

QK

3

QK

4.5

4

0

4.4

4 1

3.9

3

Q

4.1

3

0

, Readings July 1 to December 31 taken from vertical gage.
124 STREAM MEASUREMENTS IN 1905, PART V.

Station rating table for Little Tennessee River at Judson, N. G.,from January 1, 1904, to

December 31, 1905.

Gage 

height.

Feet.

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

Discharge.

Second-feet.

335

405

485

575

675

775

875

985

1,100

1,220

1,340

1,460

Gage 

height.

Feet.

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

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.

4.60

4.70

4.80

4.90

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

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.

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

8.50

9.00

9.50

10.00

Discharge.

Second-feet.

8,050

8,540

9,050

9,590

10, 160

10,780

11, 470

12,200

14,200

16,200

18,450

20,700

NOTES. The above table is based on 40 discharge measurements made during 1896-1905. It is well 

defined between gage heights 2.2 feet and 5 feet. The table hast>een exteaded beyond these limits. 

Above gage height 10 feet the rating curve is a tangent, the difference being 480yei tenth.

Estimated monthly discharge of Little Tennessee River at Judson, N. C.,for 1905. 

[Drainage area, 675 square miles.]

Month.

July.........................................

November ..... . ....

December. .................

The year. ..............................

Discharge in second-feet.

Maximum.

13,000 

12,200 

3,180 

3,580 

3,980 

2,220 

10,780 

6,825 

1,340 

2,220 

1,100 

12,200

13,000

Minimum.

275 

825 

1,460 

1,220 

1,520 

825 

825 

370 

370 

575 

485 

625

275

Mean.

1,909 

3,196 

2,013 

1,681 

2,150 

1,326 

2,177 

1,694 

734 

905 

602 

2,997

1,782

Bun-ofL

Second-feet 

per square 

mile. _

2.83 

4.74 

2.98 

2.49 

3.19 

1.96 

3.23 

2.51 

1.09 

1.34 

.892 

4.44

2.64

Depth in 

inches.

3.26 

4.94 

3.44 

2.78 

3.68 

2.19 

3.72 

2.89 

1.22 

1.54 

.995 

5.12

35.78

a Mean for 27 days taken as mean for month.
TENNESSEE EIVEE DBAINAGE BASIN. 125

, LITTLE TENNESSEE RIVER AT M'GHEE, TENN.

This station was established in 1904 by the United States Weather Bureau. It is located 

at the Louisville and Nashville Railroad bridge, about one-third of a mile south of McGhee 

Station, Tenn. During 1905 discharge measurements have been made by the Geological 

SurVey, and gage-height records have been furnished by the Weather Bureau.

Tpe channel is practically straight for 2,000 feet above the station and is only slightly 

curfed for the same distance below. The section is about 530 feet wide at ordinary stages, 

but | at low water the width is considerably less. The current is very swift even at low 

watier and is somewhat broken at places, partly owing to temporary obstruction. It is 

fairly good for measuring purposes.

'Discharge measurements are made from the new nine-span railway bridge, which has a 

total length of about 973 feet. Four truss spans are each 140 feet long and five girder 

spaijis are each 82.5 feet long, three of the latter being on the right bank and two on the 

left [bank.

A( standard chain gage, which is the property of the Weather Bureau, was located on the 

upstream side of the old bridge near the right bank, but during 1905 a new location of the 

railroad was made, requiring a new crossing of the river about 1,000 feet above the old one. 

Thd old bridge was taken down and the gage moved to the new bridge December 1, 1905, 

andj set to agree with the old gage when the latter read 3.95 feet. The gage is located on 

the! upstream side of the bridge at the third floor beam from the right-bank end of the truss 

bridge, resting on the cross-ties outside the guard rail; length of chain, 54.13 feet. The 

slope of the water surface between the two points was 0.30 foot, so that the new datum 

for |the gage was made 0.30 foot higher than the former datum and the elevations of the 

bench marks reduced by that amount. The bench marks are as follows: (1) The top of 

the [upstream end of the third floor beam from the right-bank end of the main bridge; 

elevation, 52.93 feet. (2) The under surface at the middle point of the projecting cap on 

the | downstream side of the concrete pier supporting the left end of the first girder spdn 

on the right bank; elevation, 39.90 feet. Elevations refer to the datum of the new gage.

Discharge measurements at this station are contained in Water-Supply Paper of the 

United States Geological Survey, No. 98, page 293.

Discharge measurements of Little Tennessee River at McGhee, Tenn., in 1905.

! Date.

ApiSllS.......

Junk 17........

October 9 » . . . .

December 14 a .

Hydrographer.

.....do..............................

O. P. Hall..........................

.....do..............................

.....do..............................

M. R. Hall..........................

Width.

Feet. 

465 

478 

470 

451 

348 

452

Area of 

section.

Square 

feet.

1,878 

2,871 

2,747 

1,970 

587 

1,364

Mean 

velocity.

Feet per 

second.

1.81 

2.98 

2.94 

1.97 

2.92 

3.95

Gage 

height.

Feet. 

3.18 

4.95 

5.02 

3.36 

2.25 

3.95

Discharge.

Secondfeet.

3,392 

 8,442 

8,063 

3,884 

1, 715 

5,38'J

« Measurement made from new bridge.
126 STEEAM MEASUREMENTS IN 1905, PAET V.

Daily gage height, in feet, of Little Tennessee River at McGhee, Tenn.,for 1905.

Day.

1. .............

2..............

3..............

4. .............

6..............

7..............

8..............

9..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

21..............

22..............

23. .............

24..............

25..............

26..............

27..............

29..............

30. .............

31..............

Jan.

2.1

2.0

. 2.4

2.6

2.1

2.8

2.7

2.6

2.8

3.5

4.9

13.0

7.0

5.5

4.6

4.0

3.8

3.8

3.7

3.6

3.5

3.5

3.3

3.2

2.4

2.3

2.3

3.0

3.1

3.1

Feb.

3.1

3.1

2.8

3.1

3.1

4.6

4.4

4.5

14.0

8.8

6.3

4.3

6.0

5.5

5.6

4.7

4 6

A o

5.2

13.7

9.1

5.8

5.1

4.8

Mar.

4.4

4.3

4.2

4.1

4.1

4.0

4.0

4.4

7.4

6.6

5.4

5.0

4.7

4.5

4.3

4.1

4.0

4.0

4.0

4.6

5

0

4

0

4.3

4.0

S Q

3.9

Apr.

3.8

S7

3.7

3.7

3.8

4.3

4.4

4.1

4.4

4.6

4.2

4.8

5.2

4.6

4.2

4.1

4.0

3.8

3.7

3.6

3.6

3.7

3.6

3.5

3.4

3.5

4.3

4.3

6.5

May.

5.2

4.b

4fJ

4^

4.1

4.6

4.7

4.8

5.0

4.4

4.0

4.0

3.8

3.7

3.6

5.6

4.6

4.4

4.1

4.3

4 6

4.3

4.2

4.1

4.0

4.2

June.

3.9

3.7

3.5

3.5

3.4

3.4

3.3

3.2

3.1

3.1

3.0

3.1

3.3

3.2

3.0

3.5

3.4

3.3

3.3

3.6

3.6

3.9

4.3

3.9

3.5

3.3

4.2

5.0

3.8

3.5

July.

4.3

3.8

3.5

3.3

3.2

3.4

3.8

3.4

3.2

3.3

3.4

6.3

8.7

5.8

5.2

4.7

4.3

4.0

3.9

4.1

3.8

3.8

4.1

3.7

3.5

3.4

3.3

3.2

3.5

3.3

3.1

Aug.

3.0

2 9

2 9

2.9

2.9

2.9

2.9

3.2

3.8

3.7

5.0

5.6

4.9

4.4

5.1

4.6

4.3

4.1

4.1

3.8

3.6

3.4

3.4

6.1

4.9

4.0

3.7

3.4

3.2

3.1

3.0

Sept.

3.0

3.6

3.4

3.1

3.0

2.9

2.8

2.8

2.7

2.7

2.7

2.7

3.0

2.8

2.6

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.4

2.3

2.3

2.3

2.3

2.3

2.3

Oct.

2.3

2.3

2.3

2.8

2 9

2.5

2.4

2.3

2.2

2.3

3.2

4.7

3.1

2.7

2.6

2.5

2.5

2.5

2.4

2.5

2.7

2.5

2.4

2.3

2.3

2.5

3.1

2.8

2.6

2.4

2.4

Nov.

2.3

2.2

2.2

2.2

2.2

2.3

2.4

2.4

2.4

2.3

2.3

2.3

2.3

2.3

2.2

2.2

2.2

2.2

2.2

2.4

2.8

2.6

2.4

2.3

2.3

2.3

2.3

2.3

2.3

2.2

Dec.

2.2

2.7

7.8

7.0

4.8

3.9

3.6

3.6

6.4

7.5

6.0

4.6

4.2

3.9

4.0

4.a

4.1

3.9

3.7

3.6

4.9

5.1

6.0

6.4

5.5

4.8

4.4

4.2

4.3

4.2

4.0
TENNESSEE KIVEK DKAINAGE BASIN. 127

Station rating table for Little Tennessee River at McGhee, Tenn.,from January 1 to December

31, 19Q5.

Gage 

height.

Feet.

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

Discharge.

Second-feet.

1,390

1,520

1,650

1.790

1,940

2,090

2,250

2,420

2,600

2,800

3,020

3,250

3/490

3,730

3,970

4,220

4,470

Gage 

height.

Feet.

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.66

4.70

4.80

4.90

5.00

5.10

Discharge.

Second-feet.

4,720

4,970

5,230

5,490

5,760

6,030

6,300

6,580

6,860

7,140

7,420

7,700

7,980

8,270

8,560

Gage 

height.

Feet.

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.20

6.40

6.60

6.80

7.00

7.20

Discharge.

Second-feet.

8,850

9,140

9,430

9,720

10,020

10, 320

10, 620

10,920

11,220

11,840

12,460

% 13,080

13,700

14, 320

14,960

Gage 

height.

Feet.

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

9.00

10.00

11.00

12.00

13.00

14.00

Discharge .

Second-feet.

15,600

16, 240

16,880

17,520

18, 180

18,840

19,500

20,160

20,820

24,220

27, 720

31,320

35,020

38,820

NOTE. The above table is based on six discharge measurements made during 1905. It is well 

defljied between gage heights 2.2 feet and 5 feet. The table has been, extended beyond these limits.

Estimated monthly discharge of Little Tennessee River at McGhee, Tenn.,for 1905. 

[Drainage area, 2,470 square miles.]

Jan 

Feb 

Mar 

Apr 

Maj 

Jun 

Julj 

Aug 

Sepl 

Oct 

Nov 

Deo

Month.

lary.....................................

Ich. ........ ..............................

p.. ......................................

Discharge in second-feet.

Maximum.

35,020 

38, 820 

15,600 

12, 770 

12,460 

8,270 

19,830 

11,530 

4,470 

7,420 

2,600 

16,880

38,820

Minimum.

1,390 

2,600 

5,230 

3,970 

4,470 

3,020 

3,250 

2,800 

1,790 

1,650 

1,650 

1,650

1,390

Mean.

4,959 

10,990 

6,880 

5.836 

6,928 

4,312 

5,661 

5,168 

2,423 

2,363 

1,811 

7,586

5,410

Run-off.

Second-feet 

per square 

mile.

2.01 

4.45 

2.79 

2.36 

2.80 

1.75 

2.29 

2.09 

.981 

.957 

.733 

3.07

2.19

Depth in 

inches.

2.32 

4.63- 

3.22 

2.63 

3.23 

1.95 

2.64 

2.41 

1.09 

1.10 

.818 

3.54

29.58
128 STREAM MEASUREMENTS IIST 1905, PART V.

TTJCKASEGEE RIVER AT BRYSOST, 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, N. C., 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 in June, 1896, by E. W. Myers, at the Southern 

Railway bridge about 3 miles above Bryson, N. C., just below Governor Island postoffice. This station was abandoned March 25, 1897, on account of the poor section. The 

present station was established November 7, 1897, at the highway bridge in the town of 

Bryson, N. C.

The 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 left bank is high and rocky and does not overflow. The bed is of gravel and sand and is fairly constant.

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 handrail at the left bank on the downstream side of the bridge.

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 each day by J. M. Welch. The gage is referred to benfchmarks as follows: (1) A copper bolt set in the stone sill beneath the large window in the 

northwest corner of D. K. Collin's brick store, about 80 feet east of the northeast corner of 

the county court-house; elevation, 22.30 feet. (2) A chisel mark on the top of the handrail on the downstream footway, 6 inches to the right of the post connected with the downstream end of the first floor beam from the right bank end of the main span; elevation, 21,56 

feet. Elevations refer to datum of the gage.

Information in regard to this station is contained in the following publications of the 

United States Geological Survey (Ann=Annual Report; WS=Water Supply Paper; Bull= 

Bulletin):

Description: Ann 18, iv, pp 116-117; Bull 140, p 82; WS 15, p 61; 27, p 59; 36, p 167; 48, p 188; 65, p 

304; 83, p 218; 98, p 273; 128, p 133.

Discharge: Ann 18, iv, p 117; Bull 140, p 82: WS 15, p 61; 27, p 65; 36, p 167; 48, p 189; 65, p 304; 83, 

p 218; 98, p 274; 128, p 134.

Discharge, monthly: Ann 20, iv, p 206; 21, Iv, p 162; 22, iv, p'223 ; .WS 75, p 104; 83, p 220; 98, p 275; 

128, p 135.

Discharge, yearly: Ann 20, iv, p 52.

Gage heights: WS 11, p 42; 15, p 61; 27, p 63; 36, p 168; 48, p 189; 65, p 305; 83, p 219; 98, p 274; 128, 

p 134.

Hydrographs: Ann 20, iv, p 206; 21, iv, p 162.

Eating tables: WS 27, p 66; 39, p 446; 52, p 515; 65, p 324; 83, p 219; 98, p 275; 128, p 135.

Discharge measurements of Tuckasegee River at Bryson, N. C., in 1905.

Date.

October 14. ....

Hydrographer.

do

O.P.Hall. .........................

.....do..............................

Width.

Feet. 

190

190

186

182

Area of 

section.

Square 

feet.

963

955

804

844

Mean 

velocity.

Feet per 

second.

1.62

1.54

1.08

.71

Gage 

height.

Feet. 

1.91

1.85

1.45

1.20

Discharge.

Secondfeet.

1,563

1,469

868

602
TENNESSEE RIVER DRAINAGE BASIN. 129

Daily gage height, infeei, of Tuckasegee River at Bryson, N. O.,for 1905.

Day.

1. ......... ...

3..............

6..............

7..............

8.....".........

9..............

10. .............

12..'............

10

14..............

15. . h .. .........

16.. ;............

17... ...........

10

19..!............

20..'............

21..'............

23..............

24. .............

25. .............

26.. I............ 

07

OQ 1 29.. u. ..........

so:.! ...........

31.. L. ..........

Jan.

1.3

1.3

1.5

1.55

1.3

1.4

i ^P;

1.4

6'.4

3.45

2.5

2.05

1.85

1.8

1.6

1.55

1.5

1 45

1.4

1.4

1.2

1.2 

1.5

1.5

1.5

1.4

1.35

Feb.-

1.3

1.35

1.4

2 0

1.7

2.4

3.7

2.8

3

0

2.3

2 1

1 ft

1.8

4.0

3.8

3 2

2 9

2.6

2.3

2 1

Mar.

2.0

2.0

1 9

1.85

1 Q

1 9

2.0

2.1

3.8

3.6

2

K

2.1

2.0

1.9

1.9

1.8

2.8

2.15

2.05

2.0

1 9

1.85

1 ft

1.75

1.7

1.8

1.7

Apr.

1.65

1.6

1.6

1.6

1 Q

1.8

1.7

1.65

1 S

1.75

2.35

2 1

1.9

1.85

1 ft

1.7

1.7

1.65

1.7

1.6

1.6

1.6

1.7 

1.7

1.6

May.

1.8

1.7

1 7^

1.8

1.8

i s^

1 S

i 7p;

1.75

2.0

3

1

2

0

2.0

1 9

2.0

2.0

2

K

2

0

2 ftp;

2.1 

2.0

1.85

1.9

1.85

June.

1.7

1.6

1.6

1.6

1.6

1.5

1.45

1.4

1.55

1.45

1.4

1.45

1.7

1.9

1 ft

1.8

1 ft

1.8

1.6

1.5

2 9

1.6

1.6

July.

1.7

1.5

1.5

1 45

1.8

1.6

1.6

1.7

0 1

3 2

2.8

2.6

2 2

2 1

2.05

1.9

2

O£

1 9

1.8

1.7

1.65 

1.6

1.8

1.7

1.6

1.5

Aug.

1.5

1 45

I \t\

1.45

9 3

1.8

2 7

3

0

0 ft

2 4

9 Q.

9 ft

1.8

1 Q

1.8

9 ft

1.7 

1.6

1.45

Sept.

1.4

1.7

1.65

i ^

i °,

i °,

i °,

i °,

1.5

1 3

1 3

1.25

i 9P;

1 2

1.15

1.1

Oct.

1.1

1.4

1 Q.

1.15

1.1

1.1

1.1

1 3

I

OK

1.15

1.15

1.15

1 D

1.15

1.15

1.3

1 3

1.2

1.2

1.1

Nov.

1.1

1.2

1.15

1.1

1.1

1.1

1.1

1.1

1.05

1.05

1.05

1.05

1.05

1.1

1 D

1.15

1.1

1.1 

1.05

1.05

1.3

1.3

Dec.

1.1

1.2

5.2

2.1

1.7

1.55

1.5

2.0

3.9

2.5

1.9

1.7

1.7

1.9

1.75

1.7

1

/»

1.6

1.75

1.95

2.0

1.9

1 ft

1.9

1.9

1.7

1.7

Station rating table for Tuckasegee River at Bryson, N. O.,frdm January 1,1904, to December 

\ 31, 1905.

Gage 

height.

Feet.

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.J60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

Discharge.

Second-feet.

380

460

550

650

750

860

980

1,100

1,230

1,370

1,510

1,660

1, 810

1,970

2,130

2,300

Gage 

height.

Feet.

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

Discharge.

Second-feet.

2, 480*

2,660

2,850

3,050

3,250

3,460

3,670

3,890

4,110

4,330

4,560

4,800

5,040

5,290

5,540

5,800

Gage 

height.

Feet.

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.20

5.40

5.60

5.80

6.00

6.20

Discharge.

Second-feet.

6,070

6,350

6,630

6,920

7,220

7,530

7,840

8,160

8,480

8,800

9,475

10,250

11, 125

12,100

13, 200

14,360

Gage 

height.

Feet.

6.40

6.60

6.80

7.00

7.20

7.40

7. .60

7.80

8.00

8.50

9.00

9.50

10.00

10.50

11.00

Discharge.

Second-feet.

15,520

16,680

17,840

19,000

20, 160

21,320

22,480

23,640

24,800

27,700

30,600

33,500

36,400

39,300

42,200

NbTE. The above table is based on discharge measurements made during 1904-5. It is well defined 

to 3[feet.

IEB 169 06 9
130 STREAM MEASUREMENTS IN 1905, PART V.

Estimated monthly discharge ofTuckasegee River at-Bryson, N. O.,for 1905. 

[Drainage area, 662 square miles.]

Month.

April ........................................

May.........................................

July.........................................

Discharge in second-feet.

Maximum.

14,250 

5,800 

5,290 

2,130 

3,670 

1,970 

9,475 

4,110 

1,230 

2,755 

750 

9,475

14,250

Minimum.

650 

650 

1,230 

980 

1,230 

860 

920 

920 

550 

550 

505 

550

505

Mean.

1,542 

2,348 

1,880 

1,312 

1,680 

1,149 

1,849 

1,527 

731 

720 

563 

1,828

1,427

Run-ofl.

Second-feet 

per square 

mile.

2.33 

3.55 

2.84 

1.98 

2.54 

1.74 

2.79 

2.31 

1.10 

1.09 

.850 

2.76

2.16

Depth in 

inches.

. 2.69 

3.70 

3.27 

2.21 

2.93 

1.94 

3.22 

2.66 

1.23 

1.26 

.948 

3.18

29.24

HIWASSEE RIVER AT MURPHY, N. C.

This station was established July 26, 1896, by E. W. Myers. It is located at the highway 

bridge, Murphy, N. C., about 80 feet above the Atlanta, Knoxville and Northern Railroad 

bridge and one-half mile above the mouth of Valley River.

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.

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.

A standard chain gage is fastened to the top of the downstream end of the first iron floor 

beam from the right bank in the space beween the bridge floor and the lower chords; 

length of chain, 27.05 feet. The gage is read once each day by William Mingus. Bench 

marks were established as follows: (1) The downstream side of the top of the stone pier 

at the right bank; elevation, 22.55 feet. (2) The top of the downstream end of the first 

iron floor beam from the right end of the bridge; elevation, 25.05 feet. (3) 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; elevation, 31.57 feet. Elevations refer to the datum 

of the gage.

 Information in regard to this station is contained in the following publications of the 

United States Geological Survey (Ann=Annual Report; WS=Water-Supply Paper; 

Bull=Bulletin):

Description: Ann 18, iv, p 118; 19, iv, p 259; WS 15, p 63; 27, p 60; 36, pp 169-170; 48, p 190; 65, p 306; 

83, p 214; 98, p 268; 128, pp 135-136.

Discharge: Ann 18, iv, p 118; Bull 140, p 82; WS 15, p 63; 27, p 65; 36, p 170; 48, p 190; 65, p 306; 83, p 

214; 98, p 268; 128, p 136.

Discharge, monthly: Ann 19, iv, p 260; 20, iv, p 209; 21, iv, p 165; 22, iv, p 224; WS 75, p 106; 83, p 216 

98, p 270; 128, p 138.

Discharge, yearly: Ann 20, iv, p 52.

Gage heights: WS 11, p 43; 15, p 63; 27, p 64; 36, p 170; 48, p 191; 65, p 307; 83, p 215; 98, p 269; 128, 

p!37.

Hydrographs: Ann 20, iv, p 209; 21, iv, p 165.

'Rating tables: Ann 19, iv, p 259; WS 27, p 66; 39, p 446; 52, p 515; 65, p 324; 83, p 215; 98, p 269; 128, 

p 137.
TENNESSEE RIVER DRAINAGE BASIN. 131

Discharge measurements ofHiwassee River at Murphy, N. C., in 1905.

Date.

April 15.. ......

Octdber 13. ....

Hydrographer.

O. P. Hall..........................

.....do..............................

.....do..............................

Width.

Feet. 

168

167

162

Area of 

section.

Square 

feet.

445

342

332

Mean 

velocity.

'Feet per 

second.

2.01

1.51

1.27

Gage 

height.

Feet. 

5.84

5.38

5.16

Discharge.

Secondfeet.

896

517

421

Daily gage height, in feet, ofHiwassee River at Murphy, N. C., for 1905.

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.. .L. .........

01

Jan.

5.25

5.2

5.45

5.4

5.35

5.35

5.8

5.5

5.45

5.4

5.4

5.5

6.6

6.55

6.6

5.8

5.65

5.6

' 5.5

5.6

5.45

5.4

5.35

5.35

5.3

5.25

is 9>;

5.2

5.15

5.3

5.2

Feb.

5.3

5.25

5.2

5.2

5.2

5.95

5.75

5.7

8.75

6.95

6.3

6.1

7.0

6.3

6.3

6.0

5 9

5.8

5.7

6.2

8.2

7.2

6.6

6.4

6.2

6.1

6.0

5 9

Mar.

5.8

5.8

5.7

5.6

5.6

5.6

5.6

5.6

5.6

6.1

6.0

5.8

5.8

5.7

5.6

5.6

5.6

5.6

5.55

5.65

7.0'

6.25

6.05

5.9

5.85

5.75

5.7

5.65

5.65

5.65

5.6

Apr.

5.55

5.55

5.5

5.5

5.65

5.65

5.7

5.6

5.7

5.65

5.6

5.85

5.85

5.75

5.7

5.8

5.7

5.65

5.6

5.55

5.55

5.65

5.5

5.5

5.45

5.5

K Q

5.8

5.7'

6.95

May.

6.3

6.05

5.9

5.9

5.8

6.1

6.2

6.7

6.05

5.9

5.8

5.75

5.9

5.7

5.65

7.2

6.45

6.1

5.95

5.85

5.8

5.85

6.45

6.95

6.35

6.2

6.1

C QK

5.85

5.8

5.95

June.

5.7

5.65

5.55

5.55

5.5

5.-S

5.5

5.45

5.4

5.4

5.35

5.4

5.35

5.4

5.3

5 4

5.5

5.4

5.6

5.5

5.5

5.8

6.75

5.55

5.55

5.35

5 OK

5.45

5 4

5.55

July.

5.85

6.0

5.45

5.35

5.65

5.4

5.45

5.35

5.35

6.35

6.55

10.3

6785

6.15

5.85

5.8

5.65

5.55

\ fi

\ \

5.4

5.5

5.4

5.35

5.4

5.3

n s

K OC

\ i\

R O

H ">\

Aug.

5.2

5.2

5.15

5.15

5.2

5.15

5.15

5.35

5.35

5-25

6.3

5.8

5.75

6.3

5.9

5.75

5.6

5.5

z. i\

\ 4

5.35

5.3

5.25

6.5

5.5

5.6

5.35

5.3

5.25

I. 9

i» 9

Sept.

5.15

5.25

5.3

5.2

5.15

5.1

5.1

5.1

5.1

5.05

5.15

5.15

5.1

5.1

5.05

5.05

5.05

5.0

5.0

5.0

5.0

5.0

5.0

4.95

4.95

4.95

4 95

4 95

4 95

4.95

Oct.

5.0

4.95

5.0

5.5

5.1

5.0

5.0

5.0

4.95

5.0

7.55

5.45

5.2

5.1 5.1"

5.2

5.1

5.05

5.05

5.05

5.05

5.0

5.0

5.0

5.0

5.3

5.15

5.1

5.05

5.05

5.0

Nov.

5.0

5.0

5.0

5.0

5.0 '

5.0

5.1

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.0

5.35

5.15

5.1

5.05

5.0

5.15

5.2

5.1

5.1

5.1

5.2

Dec.

5.2

5.15

10.0

6.5

5.9

5.65

5.55

5.55

8.7

7.0

6.35

6.05

5.85

5.75

5.85

5.8

5.7

5.65

5.6

5.65

6.6

6.2

6.15

6.4

6.1-

5.95

5.8

5.75

\ Q

5.7

5.65
132 STREAM MEASUREMENTS IN 1905, PART V.

Station rating table for Hiwassee River at Murphy, N. C., from January 1,1904, to December

31, 1905.

height.

Feet.

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

Discharge.

Second-feet.

190

235

285

340

400

470

540

620

Gage 

height.

Feet. .

5.60

5.70

5.80

5.90

6.00

6.10

6.20

Discharge.

Second-feet.

710

800

900

1,010

1,130

1,260

1,400

Gage 

height.

Feet.

6.30

6.40

6.50

6.60

6.70

6.80

6.90

Discharge.

Second-feet.

1,540

1,690

1,850

2,020

2,190

2,370

2,550

Gage 

height.

Feet.

7.00

7.10

7.20

7.30

7.40

7.50

7.60

Discharge.

Second-feet.

2,740

2,930

3,130

3,330

3,540

3,750

3,960

NOTE. The above table is based on 62 discharge measurements made during 1900-1905. It is well 

defined between gage heights 4.8 feet and 6.8 feet. The table has been extended beyond these limits. 

Above 7.6 feet the rating curve is a tangent, the difference being 220 per tenth.

Estimated monthly discharge of Hiwassee River at Murphy, N. C., for 1905. 

[Drainage ai^a, 410 square miles.]

Month.

July.........................................

Discharge in second-feet.

Maximum.

2,020 

6,600 

2,740 

2,645 

3,130 

2,280 

10,500 

1,850 

470 

3,855 

505 

9,550

10,500

Minimum.

370 

400 

665 

580 

755 

470 

435 

370 

260 

260 

285 

370

Mean.

695 

1,602 

907 

815 

1,282 

664 

1,102 

647 

307 

449 

316 

1,518

260 859

Run-off.

Second-feet 

per square 

mile.

1.70 

3.91 

2.21 

1.99 

3.13 

1.62 

2.69 

1.58 

.749 

1.10 

.771 

3.70

2.10

Depth in 

inches.

1.96 

4.07 

2.55 

2.22 

3.61 

1.81 

3.10 

1.82 

.836 

1.27 

.860 

4.27

28.38

HIWASSEE KIVER 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 at Reliance, Tenn.

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. Both banks overflow, but all water passes beneath the bridge and its approaches.

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 bridge pin about 1 foot from the end of the bridge on the 

right bank, downstream side. Discharge measurements at low stages can be made at a 

ferry near Wetmore, 6 miles below.
TENNESSEE EIVEE DRAINAGE BASIN. 133

r lie gage is a vertical rod 10 feet long, fastened to an oak tree on the right bank 150 

feen 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. tiigdon. Bench marks were established as follows: (1) A cut in a hickory tree on 

the right bank of the river about 75 feet upstream from the bridge; elevation, 5.82 feet. 

(2) The top of the downstream iron girder under the cross-ties at a point about 40 feet 

fro|n the end of the bridge on the right bank; elevation, 23.90 feet. (3) The top of the 

capstone of the right-bank pier on the upstream side of the bridge; elevation, 19.26 feet. 

(4)J 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, 

aii(jl opposite a point on the river about 300 feet above the bridge; elevation of the bench 

mark, 27.16 feet. Elevations refer to the datum of the gage.

Information in regard to this station is contained in the following publications of the 

United States Geological Survey (Ann=Annual Report; WS=Water-Supply Paper):

Description: WS 48, p 191; 65, p 308; 83, p 210; 98, pp 262-263; 128, pp 

Discharge: Ann 19, iv, p 260; WS 27, p 45; 36, p 171; 48, p 191; 65, p 30! 

Discharge, monthly: Ann 22, iv, p 225; WS 75, p 107; 83, p 212; 98, p

38-139.

83, p 210; 98, p 263; 128, p 139. 

55; 128, p 141.

Qage heights: WS 48, p 192; 65, p 309; 83, p 211; t 

gating tables: WS 52, p 515; 65, p 324; 83, p 211;

?, p 263-264; 128, p 1< 0. 

)8, p 264; 128, p 140.

Discharge measurements ofHiwassee River at Reliance

Date.

Til 12....... 

tie 19........

Hydrographer.

Olin P. Hall. ....................... 

.....do...........:..................

.....do..............................

.....do..............................

M. R. Hall..........................

Width.

Feet. 

318 

311

299

301

320

Area of 

section.

Square 

feet.

2,103 

1,927

1,780

1,794

2,049

Mean 

velocity.

Feet per 

second.

1.12

.75

.40

.40

1.29

Gage 

height.

Feet. 

1.98 

1.56

1.07

1.05

2.13

Discharge.

Secondfeet.

2,347 

1,436

708

718

2,634

Tenn., in 1905.
134 STREAM MEASUREMENTS IN 1905, PART V.

Daily gage height, in feet, ofHiwassee River at Reliance, Tenn.,for 1905.

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. .............

2S... ...........

29..............

30..............

31..............

Jan.

1.4

1.4

1.5

1.75

1.5

2.4

1.9

1.65

1.55

1.6

2.9

5.0

5.5

3.1

2.1

1.9

1.8

1.75

1.65

1.65

1.6

1.55

1.46

1.45

1.4

1.5

1.45

Feb.

1.4

1.4

1.35

1.9

2.1

2.15

7.2

3.9

2.85

2.4

2.8

3.2

2.7

2.4

2.25

2.1

2.0

2.7

6.3

3.9

3.2

2.4

2.6

2.25

2.25

Mar.

2.05

2.0

1 9

1.85

1.85

1.8

1.75

1.75

1.85

2.5

2.2

2.15

2.0

1 01

1.8

1 8

2.1

2.9

2

9

2.1

2.1

9 ft

1 01

1 9

1.8

1.85

1.85

Apr.

1.8

1.75

1.7

1.7

1.8

1/85

1.8

1.8

1.8

2.0

2.2

2.0

1.9

2.0

1.75

1.75

1.7

1.8

1.7

1.6

1.6

1.65

911

2

0

3.5 .

2.8

May.

2.5

2.3

9 9

2.0

1.95

2.3

2.2

2.4

2.2

2.0

1.9

1.9

1.95

1.8

3.2

3.0

2.5

2.2

2.0

2.0

2.0

2.3

3.7

2.7

2.4

2.3

2.1

2.0

1.95

2.0

June.

1.9

1.85

1.85

1.7

1.65

1.65

1.6

1.55

1.55

1.5

1.45

1.45

1.5

1.45

1.45

1.45

1.6

1.55

1.55

1.75

1.75

2.0

2.0

2.0

1.7

1.55

1.5

1.7

1.5

1.7

July.

2.2

2.0

1.8

1.55

1.45

1.6

1.75

1.5

1.6

1.4

1.5

2.3

3.3

2.4

2.05

2.05

1.8

1.9

1.8

1.75

1.65

1.7

1.6

1.45

1.35

1.45

1.35

1.35

1.45

1.45

1.4

Aug.

1.3

1.25

1.25

1.2

1.2

1.2

1.2

1.5

1.6

1.45

2.05

2.3

2.0

1.8

1.8

1.9

1.4

1.9

1.6

1.55

1.4

1.3

1.3

2.0

2.0

1.6

1.5

1.5

1.35

1.3

1.35

Sept.

1.2

1.35

1.4

1.6

1.25

1.2

1.25

1.15

1.1

1.2

1.15

1.2

1.3

1.2

1.1

1.1

1.1-

1.05

1.05

1.15

1.15

1.1

1.0

1.0

1.0

1.0

1.0

1.0

.95

.95

Oct.

0.95

1.0

1.05

1.6

1.55

1.15

1.05

1.0

1.0

1.0

1.8

2.2

1.45

1.3

1.2

1.2

1.25

1.15

1.2

1.15

1.15

1.1

1.1

1.1

1.1

1.15

1.3

1.25

1.25

1.15

1.15

Nov.

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.15

1.1

1.1

1.15

1.1

1.05

1.05

1.05

1.05

1.05

1.05

1.05

1.15

1.35

1.25

1.15

1.1

1.1

1.2

1.2

1.15

1.15

1.3

Dec.

1.35

1.25

3.5

2.3

1.95

1.75

1.75

4.7

3.7

2.8

2.4

2.1

1.9

2.1

2.2

2.0

1.9

1.8

1.8

2.6

2.7

2.5

3.2

2.6

2.3

2.2

2.0

2.0

2.0

1.9

Station rating table for Hiwassee River at Reliance, Tenn.,from January 1,1904, to December

31,1905.

Gage 

height.

Feet.

0.70

0.80

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

Discharge.

Second-feet.

380

460

550

655

770

895

1,030

1,180

1,345

1,525

Gage 

height.

Feet.

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

Discharge.

Second-feet.

1,725

1,940

2,165

2,400

2,650

2,915

3,190

3,480

3,780

Gage 

height.

Feet.

2.60

2.70

2.^80

2.90

3.00

3.10

3.20

3.30

3.40

Discharge.

Second-feet.

4,090

4,410

4,745

5,090

5,445

5,805

6,170

6,540

6,915

Gage 

height.

Feet.

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

Discharge.

Second-feet.

7,300

7,690

8,080

8,475

8,875

9,280

9,685

10,090

10,500

NOTE. The above table is based on 12 discharge measurements made during 1904-5 and 1 measurement made in 1901. It is well defined between gage heights 0.7 foot and 2.3 feet.
TENNESSEE RIVER DRAINAGE BlASIN.

Estimated monthly discharge ofHiwassee River at Reliance, Tenn.,for 1905. 

[Drainage area, 1,180 square miles.]

135

Month.

Aiiril..... ...................................

Mfjy.. .......................................

July.........................................

Odtober.....................................

Discharge in second-feet.

Maximum.

15,440 

22,700 

5,090 

7,300 

8,080 

2,400 

6,540 

3,190 

1,525 

2,915 

1,105 

15,440

22,700

Minimum.

1,105 

1,105 

1,832 

1,525 

1,940 

1 1,262 

1,105 

895 

602 

602 

712 

962

602

Mean.

2,680 

4,886 

| 2,446 

2,320 

' 3,174 

1,640 

1,912 

1,504 

832 

976 

803 

3,846

2,252

Run-off.

Second-feet 

per square 

mile.

2.27 

4.14 

2.07 

1.97 

2.69 

1.39 

1.62 

1.27 

.705 

.827 

.681 

3.26

1.91

Depth, in 

inches.

2.62 

4.31 

2.39 

2.20 

3.10 

1.55 

1.87 

1.46 

.787 

.953 

.760 

3.76

25.77

VAX.X.EY RIVER AT TOMOTXA, N. C.

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 at Tomotla, N. C., and 5 miles above Murphy, N. C.

The channel is straight for about 500 feet above and 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 permane|nt section. There is but one channel at all stages.

Discharge measurements are made from the single-span footbridge, the floor of which is 

lp to 15 feet above low water. The initial point for soundings is the upstream edge of the 

abutment, next to the water on the right bank.

The gage is a vertical timber 10 feet long, 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. The gage is 

read once each day by J. T. Hayes. Bench marks were established as follows: (1) A cross 

ofl the head of a large spike driven into the downstream side of an elm tree about 10 feet 

upstream from the gage; elevation, 8.50 feet. (2) A cross on a point of rock at a spring on 

th^e right bank about 50 feet above the footbridge; elevation, 3.00 feet. Elevations refer 

to the datum of the gage.

A description of this station, gage height and discharge data, and rating table is contajined in Water-Supply Paper of the United States Geological Survey No. 128, pp. 141-143.

' Discharge measurements of Valley River at Tomotla, N. C., in'1905.

Date.

1904.

jceinber 15 ...

1905.

pril 17. .......

ine!6........

Hydrographer.

M.R.Hall.... .......................

O. P. Hall........... ................

.....do..............................

M.R. Hall.. .........................

O.P.HaU. ..........................

Width.

Feet.

55

58

56

55

55

Area of 

section.

Square

feet. I

101

150

125

125

110

Mean 

velocity.

Feet 'per

second.

0.68

1.36

.94

1.00

.71

Gage 

height.

Feet.

1.10

1.79

1.42

1.42

1.20

Discharge.

Secondfeet.

69

204

118

125

78
136 STEEAM MEASUREMENTS IN 1905, PAET V.

Mean daily gage height, in feet, of Valley River at Tomoila, N. C.,for 1905.

Day.

1..............

2..............

3..............

4..............

5..............

6. . ------------

7..............

8..............

9..............

10..............

11.......!......

12..............

13..............

14..............

15..............

16....... ...... .

17..............

18..............

19..............

2Q....... .......

21..............

22..............

23..............

24..............

25..............

26..-...-.-.-...

27..............

28. .............

29..............

30..............

31..............

Jan.

1.4

1.4

1.4

1.4

1.5

1.9

1.9

1.7

1.5

1.6

1.8

7.5

3.7

2.7

2.5

2.1

1.9

1.7

1.7

1.6

1.6

1.5

1.4

1.3

1.2

1.1

1.1

1.1

1.2

1.4

Feb.

1.3

1.4

1.4

1.5

1.7

2.4

2.1

3.1

7.9

3.7

2.9

2.9

3.9

3.3

2.7

2.6

2.4

2.2

2.7

7.6

3.9

3.1

' 2.9

2.7

2.5

2.3

Mar.

2.1

2.1

2.0

1.9

1.9

1.9

1.8

1.8

2.6

2.8

2.5

2.3

2.2

2.1

2.0

2.0

1.9

1.85

1.8

2.2

3 4

2.5

2.2

2.3

2.3

2.1

2.1

2.0

2.3

2.1

1.9

Apr.

1.85

1.85

1.85

1.75

1.75

1.85

1.85

2.05

2.35

2.05

1.85

2.45

2.05

1.95

1.85

2.15

1.85

1.85

1.85

1.75

1.75

1.95

1.85

1.85

1.85

2.05

1.95

1.85

2.85

3.15

May.

2.45

2.25

2.05

1.95

1.85

1.85

2.15

2.05

1.95

1.95

1.85

1.85

1.85

1.85

2.15

3.15

2.45

2.25

2.05

1.95

2.05

2.05

2.35

2.35

2.05

1.95

1.85

1.85

1.85

1.85

1.75

June.

1.75

1.65

1.65

1.55

1.55

1.45

1.45

1.45

1.35

1.35

1.35

1.25

1.25

1.35

1.35

1.35

1.35

1.35

1.35

1.35

1.45

1.45

1.65

1.45

1.35

1.45

1.45

1.45

2.85

2.85

July.

2.3

2.2

1.8

1.8

1.6

2.0

' 1.8

1.6

1.6

1.8

2.1

9.6

4.2

2.6

2.4

2.2

2.4

2.2

2.1

2.0

1.8

1.8

1.7

1.7

1.7

1.6

1.6

1.5

1.5

1.5

1.5

Aug.

1.4

1.4

1.3

1.3

1.3

1 3

1.4

1.8

1.5

2.0

1.8

2.3

2.6

3.2

2.1

2.8

2.2

1.8

1.6

1.6

1.5

1.6

1.8

2.9

1.8

1.7

1.6

1.6

1.5

1.5

1.4

Sept.

1.5

1.4

1.4

1.4

1.4

1 3

1 ^

1 ^

1.3

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.2

. 1.2

1.2

1.2

1.1

1.1

1.1

1.1

1.1

1.1

* 1.1

1.0

1.1

1.1

Oct.

1.05

1.05

1.55

1.35

1.25

1.15

1.15

1.15

1.15

1.35

2.55

1.75

1.35

1.15

1.15

1.15

.15

.05

.25

.15

.15

1.15

1.15

1.15

1.15

1.85

1.55

' 1.25

1.15

1.15

1.15

Nov.

1.15

1.05

1.05

1.05

1.05

1.05

1.25

1.15

1.15

1.15

1.15

1.15

1.15

1.05

1.05

1.05

1.05

1.05

1.15

1.55

1.35

1.25

1.15

1.15

1.45

1.35

1.25

1.35

1.75

1.65

Dec.

1.45

1.6

7.75

3.55

2.65

2.35

1.95

3.35

4.55

2.75

2.45

2.35

2.35

2.25

2.35

2.35

2.25

2.15

2.15

2.15

2.75

2.35

3.75

3.55

2.75

2.35

2.25

2.15

2.15

2.05

2.05

NOTE. The rating table for this station as published in the 1904 report anplies quite closely for gage 

heights less than 2 feet.

NOTTELY RIVER AT RANGER, 1ST. 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 onefourth mile below the Atlanta, Knoxville and Northern Railroad bridge.

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 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.

Discharge measurements are made from the wagon bridge, a wooden structure of 3 

spans supported by 2 wooden piers and 2 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 gage is a vertical board in two sections, each 8 feet long, fastened to the left side of 

the first wooden pier from the right bank. The gage is read once each day by A. D. Kilpatrick. Benchmarks were established as follows: (1) The heads of large wire nails driven 

into 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; elevation, 20.05 feet. (2) A cut on a maple tree 18
TENNESSEE RIVER DRAINAGE BASIN. 137

inches in diameter, 25 feet from the upstream side of the bridge on the right bank, 25 feet 

from the edge of the water; elevation, 15.00 feet. (3) A cut on a red-oak tree about 15 

inches in diameter, on the left bank of the rive*r 35 feet from the end of the bridge near the 

downstream side of the road; elevation, 17.27 feet. Elevations refer to the datum of the

gag6-

Information in regard to this station is contained in the following Water-Supply Papers 

of the United States Geological Survey:

Description: 66, p 307; 83, p 212; 98, pp 265-266; 128, pp 143-144. 

Discharge: 49, p 217; 65, p 307; 83, p 212; 98, p 266; 128, p 144. 

jMscharge, monthly: 75, p 106; 83, p 214; 98, p 267; 128, p 145. 

Gage heights: 65, p 308; 83, p 213; 98, p 266; 128, p 144. 

Eating tables: 65, p 324; 83, p 213; 98, p 267; 12S, p 145.

Discharge measurements of Nottely River at Ranger, N. C., in 1905.

Date.

April 17.......

June 20 ........

June 21........

October 12.. ...

Hydrographer.

O.P.HaH. ..........................

.....do..............................

.....do..............................

.-...do..............................

Width.

Feet. 

70

71

72

69

Area of 

section.

Square 

feet.

248

224

268

226

Mean 

velocity.

Feet per 

second.

1.70

1.78

2.01

1.40

Gage 

height.

Feet. 

3.48 

3.51 

3.98 

3.22

Discharge.

Secondfeet.

421

399

538

315

Daily gage height, in feet, of Nottely River at Ranger, N. O.,for 1905.

Day.

I..............

2..............

3.. .._.._._._..

4-- ............

5;... ...........

q.. ............

7..............

8..............

9!..............

10..............

11..............

i<i

13..............

1^.. ............

li.. ...........

li.............

17..............

IS..............

1^

2<1(. .............

91

&... ...........

28..............

24..............

25..............

2*5..............

2fr.. . ...........

28..... .........

29

<jh dO. .............

31..............

Jan.

3.0

2 9

3.5

3.1

3.1

3.1

3.0

3.5

3.1

3.0

2.9

11.4

7.2

5.3

5.1

4.5

4.5

3.4

3.3

3.3

3.3

3.2

3.2

3.1

3.0

3.0

3.0

2.9

3 4

3.1

2.9

Feb.

2.9

2.9

2.9

3.0

2.9

4.0

3.9

5.4

10.2

5.2

4.3

4.2

5.9

4.6

4.2

4.0

3.8

3.6

3.7

4.0

7.8

5.2

5.0

4.7

4.6

4.4

3.9

3.8

Mar.

3.7

3.6

3.6

3.6

3.6

3.5

3.5

3.5

3.4

4.7

4.1

3.8

3.9

3.8

3.5

3.5

3.5

3.4

3.4

3.5

7.5

4.8

4.4

4.2

3.7

3.6

3.6

3.5

3.4

3.4

3.4

Apr.

3.3

3.3

3.3

3.2

3.4

3.5

3.6

3.5

3.5

3.4

3.4

3.8

3.7

3.6

3.5

3.9

3.5

3.4

3.4

3.4

3.4

3.5

3.4

3.3

3.3

3.4

4.4

3.8

3.8

4.6

May.

3.9

3.8

3.7

3.6

3.5

5.8

5.6

5.2

4.9

4.2

4.0

3.8

3.7

3.5

3.5

6.6

4.9

4.2

3.9

3.8

3.6

3.4

5.3

5.0

4.7

4.3

4.0

3.9

3.8

3.6

4.0

June.

3.5

3.3

3.5

3.4

3.3

3.2

3.2

3.2

3.1

3.0

3.0

3.0

3.0

3.0

3.1

3.1

3.2

3.0

3.3

3.4

4.0

3.9

5.0

3.6

3.4

3.4

3.3

3.3

3.4

3.2

July.

3.9

4.1

3.6

3.4

3.1

4.2

4.1

3.9

3.1

3.0

4.5

9.0

5.0

4.1

3.9

3.3

3.5

3.3

3.2

3.4

3.3

3.2

3.0

3.0

2.9

2.8

2.7

2.8

3.0

3.0

O Q 2.8

Aug.

2.7

2.7

2.7

2.3

2.7

2.6

2.8

2.7

3.1

3.9

3.9

4.0

4.2

3.9

3.4

3.3

3.3

3.2

3.0

3.0

2.9

2.8

2.8

2.8

2.7

2.6

2.6

2.7

2.7

2.6

2.6

Sept.

3.4

3.1

3.0

3.0

2.9

2.9

2

0

2.8

2.6

2.4

2.4

2.6

2.5

2.5

2.4

2.4

2.4

2.4

2.4

2.3

2.3

2.3

2.3

2.4

2.4

2.4

2.3

2.3

2.3

2.3

Oct.

2.3

2.3

2.8

3.0

3.0

3.0

2.9

2.5

2.5

?

\

6.6

3.8

3.2

2.8

2.5

2.5

2.5

2.6

2.6

2.6

2.6

2.6

2.5

2.5

2.5

3.2

2.8

2.7

2.7

2.6

2.6

Nov.

2.6

2.6

2.7

2.7

2.7

2.6

2.6

2.6

2.6

2.6

2.6

2.6

2.5

2.5

2.5

2.4

2.4

2.3

2.3

2.3

2.3

2.4

2.4

2.4

2.3

2.4

2.5

2.5

. 2.7

2.7

Dec.

2.6

2.7

11.8

4.8

3.2

2.9

2.7

9.9

7.2

5.8

4.2

4.0

4.0

3.9

3.9

3.4

3.5

3.5

3.4

4.6

5.9

5.1

5.0

5.4

5.2

4.9

4.7

4.6

4.2

4.0

3.5
138 STBEAM MEASUREMENTS IN 1905, PART V.

Station rating table for Nottely River at Ranger, N.O.,from January 1, 1904, to December

31,1905.

Gage' 

height.

Feet.

2.20

2.30

2.40

2.50

Discharge.

Second-feet.

101

120

141

162

Gage 

height.

Feet.

2.60

2.70

2.80

2.90

Discharge.

Second-feet.

184

206

228

250

Gage 

height.

Feet.

3.00

3.10

3.20

3.30

Discharge.

Second-feet.

272

295

320

346

Gage 

height.

Feet.

3.40

3.50

3.60

Discharge.

Second-feet.

373

402

432

NOTE. The above table is based on 22 discharge measurements made during 1901-1905. It is well 

defined between gage heights 2.25 feet and 3.5 feet. The table has been extended beyond these limits. 

Above gage height 3.6 feet the rating curve is a tangent, the difference being 32 per tenth.

Estimated monthly discharge of Nottely River at Ranger, N. O.,for 1905. 

[Drainage area, 272 square miles.]

Month.

May.........................................

July.........................................

October. ....................................

Discharge in second-feet.

Maximum.

2,992 

2,544 

1,680 

752 

1,392 

880 

2,160 

624 

373 

1,392 

206 

3,056

3,056

Minimum.

250 

250 

373 

320 

373 

272 

206 

184 

120 

120 

120 

184

120

Mean.

501 

716 

506 

420 

640 

364 

455 

288 

174 

247 

165 

780

438

Run-off.

Second-feet 

per square 

mile.

1.84 

2.63 

1.86 

1.54 

2.35 

1.34 

1.67 

1.06 

.640 

.908 

.607 

2.87

1.61

Depth in 

inches.'

2.12 

2.74 

2.14 

1.72 

2.71. 

1.50 

1.92 

1.22 

.714 

1.05 

.677 

3.31

21.82

OCOEE RIVER AT M'CAYS, TENN.

This station was established March 21, 1903, by O. P. Hall. It is located at a suspension 

footbridge just below McCay's ferry, at McCays, Tenn., near the Georgia-Tennessee boundary, and one-half mile below the railroad bridge of the Atlanta, Knoxville and Northern 

Railroad.

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 fairly swift and the section is good for 

measurement.

Discharge measurements are made from the suspension footbridge.

The gage is in two sections, the inclined section reading from 0.3 to 8.5 feet, set in a 

trench and held in place by posts driven into the ground. The vertical section, reading 

from 8 to 18 feet, is attached to the bridge posts on the right bank. The gage is read twice 

each day by Arch Ballew. Bench marks were established as follows: (1) A cut on a walnut 

tree on the downstream side of the road, about 50 feet from the left-bank landing of McCay's 

ferry; elevation, 12.59 feet. (2) The head of a large nail in the center of a post at the rightbank end of the footbridge on the downstream side; elevation, 16.10 feet. This post is an 

anchor post for the cable of the suspension bridge and may be pulled out of place. (3) A
TENNESSEE RIVER DRAINAGE BASIN. 139

copper plug set in solid rock at the outer edge of the side ditch of the railroad bed, about 800 

feet west of the raikoad station at McCays, 11 feet north of the center of the track, and 

slightly higher than the railroad; elevation, 20.98 feet. Elevations refer to the datum of

Information in regard to this station is contained in the following Water-Supply Papers 

ol( the United States Geological Survey:

[Description: 98, pp 259-260; 128, p 146. 

(Discharge: 98, p 260; 128, p 147. 

Discharge, monthly: 98, p 262; 128, p 148. 

Gage heights: 98, p 261; 128, p 147. 

Rating table: 98, p 261; 128, p 148.

Discharge measurements ofOcoee River at McCays, Tenn., in 1905.

Date.

prillO.......

fine 19. .......

Hydrographer.

O. P.Hall. .........................

.....do..............................

.....do.............* ..............

Width.

Feet. 

148 

150 

143

Area of 

section.

Square 

feet.

477 

460 

369

Mean 

velocity.

Feet per 

second.

1.4 

1.32 

1.12

Gage 

height.

Feet. 

1.22 

1.18

.77

Discharge.

Second 

feet.

666 

608 

413

Dotty gage height, in feet ofOcoee River at McCays, Tenn., for 1905.

1

Day.

^... ..........

£.. ............

3..... .........

k.. ............ fc........ ......

6..............

?.....-. .......

8..............

0.............. ji>........ ...... it. ............ i|i....... .......

13.............

114

1^.. ............

16..............

171^1. ............. 

!».... ..........

1^... ...........

20..............

31..... .........

22..............

23..............

5(4

fjc

36..............

37..............

fc.... ..........

^d.. ............

on30.... ...... ....

3>..............

Jan.

0.7

.7

.7

.7

.63

.8

.5

.9

.8

.9

.95

6.4

3.5

2.0

1.1

1.1

1.0

1.0

1.0

.98

.93

.9

.83

.8

.8

.75

.9

.85

Feb.

0.77

.8

.8

.75

1.0

1.55

1.25

1.45

3.1

2.45

1.85

1.65

1.7

1.85

1 71

1.5

1.5

1.4

1.3

4.2

4.1

3.3

2.25

2.15

2.0

1.85

1.65

1.55

Mar.

1.5

1.4

1.4

1.4

1.3

1.3

1.4

1.3

1.7

2.0

1.25

1.5

1.55

1.5

1.3

i *

1 *

1.25

1.7

3.0

1.95

1.7

1.7

1.6

1.5

1.4

1.4

1.35

1.45

1.3

Apr.

1.3

1.2

1.2

1.2

1.4

1.4

1.3

1.2

1.2

1.2

1.7

1.35

1.2

i lit

1.4

1.2

1.2

1.2

1.15

1.15

1.25

1.1

1.1

1.1

1.25

1.7

1.45

1.5

1.85

May.

1.45

1.35

1.3

1.5

1.4

1.65

1.7

1.7

1.8

1.55

1.4

1.35

1.3

1.2

1.55

2.8

1.8

1.6

1.5

1.5

1.45

1.4

3.0

2.2

1.85

i a

1.7

1.6

1.5

1.45

1.5

Jane.

1.4

1.3

1.3

1.25

1.2

1.2

1.2

1.15

1.1

1.0

1.0

1.15

1.1

1.0

1.5

1.5

1.65

1.3

1.3

1.4

1.25

1.85

1.25

1.2

1.15

1.3

1.5

1.8

1.65

July.

1.7

1.25

1.1

1.0

1.0

1.0

1.0

I-IK

1.0

1.2

1.5

4.4

2.0

1.5

1.3

1 41

1 *

1.15

1.4

1.2

1.1

1.1

1.0

1.0

1.05

Q1

9

1.0

1.0

Aug.

0.9

.82

.8

.8

.8

.75

.9

1 9 it

1.0

1.15

2.15

1.75

1.65

1 fi

1.95

1.45

1.4

1 9

1.1

1.0

1.0

1.0

1.1

1.1

1.15

1.4

1-0

QC

.85

.8

.8

Sept.

0.8

1.7

1.1

.92

.8

.8

.8

.8

.8

.72

.75

1.15

.8

7?

.72

.72

.7

.7

.65

.7

.7

.62

.6

.6

.6

.6

55

.55

.55

.58

Oct.

0.92

.7

.88

1.2

.78

.68

.6

.6

.6

.8

3.3

1.35

.95

.82

9

.8

.72

.68

.6

.65

.62

.65

.6

.7

1.2

.85

.75

.7

.7

.7

Nov.

0.68

.6

.6

.65

.62

.63

.62

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

6

.55

.8

.75

.6

.6

.72

.7

.62

.62

.6

.65

.75

Dec.

0.6

.6

4.6

1.6

1.4

1.2

1.2

3.6

3.4

2.4

1.9

1.65

1.5

1 *\*\

1.7

1.6

1.45

1.4

1.35

1.7

2.7

2.0

' 2.2

2.0

1.75

1.6

1.55

1.5

1.7

1.5

1.45
140 STREAM MEASUREMENTS IN 1905, PART V.

Station rating table for Ocoee River at McOays, Tenn.,from March 20, 1903, to December 31,

1905.

Gage 

height.

Feet.

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0.90

1.00

1.10

1.20

Discharge.

Second-feet.

200

230

262

296

332

370

411

455

502

551

602

Gage 

height.

Feet.

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

Discharge.

Second-feet.

655

710

767

826

887

950

1,015

1,080

1,145

1,210

Gage 

height.

Feet.

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.20

3.40

Discharge.

Second-feet.

1,275

1,340

1,410

1,480

1,550

1,620

1,690

1,760

1,900

2,050

Gage 

height.

Feet.

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.50

6.00

Discharge.

Second-feet.

2,200

2,350

2,500

2,650

2,800

2,950

3,100

3,250

3,650

4,050

NOTE. The above table is based on 18 discharge measurements made during 1903-1905. It is well 

defined between gage heights 0.25 loot and 3.4 feet. ^

Estimated monthly discharge of Ocoee River at McCays, Tenn.,for 1905. 

[Drainage area, 374 square miles.]

Month. »

May.........................................

July.........................................

Discharge in second-feet.

Maximum.

4,370 

2,650 

1,760 

982 

1,760 

982 

2,800 

1,178 

887 

1,975 

411 

2,950

4,370

Minimum.

296 

390 

628 

551 

602 

502 

455 

390 

314 

332 

314 

332

296

Mean.

649 

1,012 

786 

663 

859 

661 

687 

592 

401 

459 

344 

991

675

Run-off.

Seco ad-feet 

per square 

mile.

1.74 

2.71 

2.10 

1.77 

2.30 

1.77 

1.84 

1.58 

1.07 

1.23 

.920 

2.65

1.81

Depth in 

inches.

2.01 

2.82 

2.42 

1.98 

2.65 

1.98 

2.12 

1.82 

1.19 

1.42 

1.03 

3.06

24.50

FIGHTINGTOWIf CREEK AT M'CAYS, TENN.

This station was established August 27, 1904, for the purpose of making miscellaneous 

measurements. It is located about one-half mile above the mouth of the creek which flows 

into Ocoee River about one-half mile below the gaging station on Ocoee River at McCays, 

Tenn.

Both banks are open cultivated lands, which will probably overflow. The bed is sandy 

and will probably change much.

Discharge measurements are made by means of a boat or by wading.

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; elevation, 5.00 feet 

above datum of assumed gage.
TENNESSEE RIVER DRAINAGE BASIN. 141

A description of this station and gage-height and discharge data are contained in WaterSijipply Paper of the United States Geological Survey No. 128, pages 148-149.

Discharge measurements of Fightingtoum Creek at McCays, Tenn., in 1905.

Date.

October 6......

Hydrographer.

O. P. Hall. ............... ... .........

.....do..............................

Width.

Feet. 

42

40

Area of 

section.

Square 

feet.

138

114

Mean

velocity.

Feet per 

second.

0.89

.52

Gage 

height.

Feet. 

2.00

1.61

Discharge.

Secondfeet. 

123

59

ELK RIVER NEAR ELKMOXT, ALA.

iThis 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 Railroad.

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 but 

one channel, broken by two piers at ordinary stages.

, Discharge measurements are made from the downstream side of the bridge. This bridge 

is of iron, with stone abutments and cylindrical iron piers, having a span of 82 feet at the 

rijght 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 the bridge at the right bank, downstream side.

A standard chain gage is attached to the upstream lattice iron fencing of the bridge 

about 125 feet from the right end; length of chain, 36.45 feet. The gage is read once each 

day by J. D. Tennison. Bench marks were established as follows: (1) A point marked 

with white paint on the top of the downstream pier at the right bank; elevation, 30.96 

f0et. (2) A chisel mark on the intermediate post at the end of the gage box, which is at 

tide upstream end of the second floor beam from the right-bank end of the main span; elevation, 35.00 feet. (3) A copper plug set in the upstream corner of the right abutment; 

elevation, 29.33 feet. (4) A horizontal cut in the head of a lag screw driven into the downstream side of a large white oak tree, 6 feet upstream from the right end of the bridge and 

50 feet back from the river; elevation, 25.00 feet. Elevations refer to the datum of the

A descrip Ion of this station, gage-height and discharge data, and rating tables are contained in Water-Supply Paper of the United States Geological Survey No. 128, pp. 150-152.

Discharge measurements of Elk River near Elkmont, Ala., in 1905.

Date.

April 12.......

September 30 . .

Hydrographer.

W. E. Hall ..........................

.....do..............................

W. E. Hall ..........................

Width.

Feet. 

235

232

201

202

Area of 

section.

Square 

feet.

620

590

360

414

Mean 

velocity.

Feet per 

second.

2.20

1.96

.88

1.11

Gage 

height.

Feet. 

2.71

2.51

1.51

1.81

Discharge.

Secondfeet.

1,382

1,157

315

461
142 STREAM MEASUREMENTS IN 1905, PART V.

 

Daily gage heigM, in feet, of Elk River near Elkmont, Ala., for 1905.

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.

3.5

3.2

3.0

2.9

2.75

2.6

2.75

2.65

2.65

2.55

3.2

11.1

11.5

6.1

5.5

4.6

3.7

3.5

3.4

3.6

3.4

3.2

3.1

2.8

2.6

2.5

2.5

2.4

2.6

3.2

3.0

Feb.

2.9

3.1

2.8

2.9

3.15

8.3

5.9

8.0

8.2

14.8

10-2

7.7

7.1

6.6

5 Q

4.7

4.5

4.3

4.0

15.6

13.1

11.1

8.0

6.0

5/4

4.7

4.2

Mar.

4.0

3.8

3.6

3.4

3.1

3.2

3.1

3.0

8.9

13.1

10.6

7.4

5.4

4.6

4.2

3.8

3.6

3.5

c Q

6.2

5.9

5.2

4.6

4.0

3.8

3.6

3.5

3.3

3.2

Apr.

3.1

3.1

3.3

3.4

3.1

2.9

2.85

2.8

2.7

2.7

2.65

2 fi

2.55

9 A

2.35

2.3

2 OK

9 9

2.7

2.8

2.7

2.6

2.55

3.0

3.3

3.2

4.3

May.

4 n

3.7

3.3

9 Q

2.8

3.4

ag

3.3

3.2

3.1

2.9

2.8

2.7

2

K

3.3

3.4

3.5

3.4

3.1

3.0

7.2

12.6

7.0

5.5

4.2

3.9

3.5

3.3

June.

3.2

3.1

2.85

2.7

2.6

2.5

2.4

3.1

3.2

3.0

2.9

2.7

2.6

9 45

2.3

3.0

9 fi

9 fi

9 7

8.2

8.5

5.8

5.2

4.5

3.9

4.«

10 4

9.5

July.

13.2

11.6

6.9

4.7

4.4

4.0

3.6

4.1

3.7

3.5

3.7

4.3

3.8

3.7

3.1

3.0

2.8

2.7

2.5

2.4

2.3

2.2

2.4

2.3

2.2

2.2

2.2

 2.0

2.0

2.0

2.1

Aug.

2.1

2.05

2.0

2.0

2.0

2.0

2.3

2.2

2.0

2.3

4.5

3.0

2.7

2.4

3.2

2.5

2.35

2.3

3.0

2.3

2.1

2.0

1.9

1.9

2.2

2.4

2.2

2.1

2.0

1.8

1.7

Sept.

1.8

3.5

5.2

3.0

2.5

2.0

2.0

2.0

1.9

2.0

2.7

2.2

1.8

1.7

1.7

1.7

1.65

1.6

1.55

2.4

2 7

2.0

1.9

1.7

1.6

1.6

1.6

1.6

1.55

1.7

Oct.

1.7

1.8

2.5

2.25

1.9

1.8

1.7

1.6

1.5

1.7

6.5

5.2

3.0

2.4

2.6

2.6

2.4

2.2

2 2

3.3

4.3

3.2

2.7

2.5

2.7

5.3

5.0

3.4

3.1

2.9

2.7

Nov.

2.6

2.5

2.4

2.35

2.25

2.2

2.15

2.1

2.1

2.0

2.0

1.9

1.9

1.85

1.8

1 Q

1.8

1.75

1.8

1.8

1.95

1.85

1.8

1.8

1.75

1.75

1.8

1.8

1.8

2.0

Dec.

2.1

1.9

3.2

3.4

2.8

2.7

2.6

3.2

3.7

3.5

3.4

3.2

3.2

3.1

8.4

8.7

6.2

5.2

4.5

4.2

6.6

8.2

12.4

8.4

7.2

6.0

5.4

5.4

4.9

4.2

4.0

NOTE. As far as it goes (1.2 to 3 feet) the 1904 rating table applies to the 1905gage heights. But 

owing to the fact that there are so many gage heights beyond the range of the table, no estimates are 

made for 1905.
TENNESSEE RIVEE, DRAINAGE BASIN. 143

DUCK RIVER AT COLUMBIA, TE1STN.

This is an old Weather Bureau station which has not been maintained continuously. 

Twjo discharge measurements were made in 1901 by M. R. Hall. During 1904 discharge 

measurements were made, and the gage heights have been regularly recorded since October 21, 1904. The station is located at the highway bridge two blocks north of the public 

sqi are at Columbia, Tenn., three-fourths of a mile below a milldam.

r ?he 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. 

Bo)th banks are high and fringed with trees. The right bank overflows under the short 

spa|n of the bridge during floods. The bed of the stream is composed of rock and gravel, 

fre^ from vegetation, and constant. There is but one channel, all water passing under 

the} left span at ordinary stages and under both spans at high stages.

Discharge measurements are made from the downstream side of the two-span bridge. 

Th|e spans are 199 and 97 feet long, respectively. Low-water measurements are made 

frotn 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.

(tiage readings were made from the United States Weather Bureau gage, a vertical timber 38 feet long bolted to the downstream pier at the right bank. June 17,1905, a standard 

ch^in gage was fastened to the intermediate post and diagonal braces on the downstream 

sidh of the bridge 120 feet from the left end; length of chain, 53.71 feet. The gage is 

read twice each day by W. O. Cherry. Bench marks were established as follows: (1) A 

chi|sel mark on the right side of the intermediate post to which the gage is attached, 119 

feejt from the left end of the bridge; elevation, 53.71 feet. (2) A copper plug set in the 

downstream end of the left-bank abutment; elevation, 46.07 feet. (3) A cross and the 

letters "B. M." cut into solid rock 25 feet to the left of and 12 feet downstream from the 

lefi; end of the bridge; elevation, 52.06 feet. Elevations refer to the datum of the gage.

A description of this station and gage-height and discharge data are contained in WaterSupply Paper of the United States Geological Survey No. 128, pages 153-154.

i

Discharge measurements of Duck River at Columbia, Tenn., in 1905.

Ap 

Ju 

Ju 

Ju

Sej

No

Date.

ril 14. ......

ie!6........

ie!7........

2620........

Jtember 29 «.

Hydrographer.

W. E. Hall..........................

.....do..............................

.....do..............................

.....do ..............................

W. E. Hall..........................

Width.

Feet. 

115 

134 

136 

121 

86 

115

Area of 

section.

Square 

feet.

772 

823 

863 

772 

95 

718

Mean 

velocity.

Feet per 

second.

0.69 

.91 

1.21 

.78 

1.42 

,33

Gage 

height.

Feet. 

1.21 

1.63 

1.97 

1.34 

.60 

.77

Discharge.

Secondfeet.

533 

756 

1,043 

599 

135 

237

"Measured one-fourth mile above bridge.
144 STREAM MEASUREMENTS IN 1905, PART V.

Daily gage height, in feet, of Duck River at Columbia, Term., for 1905.

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.

2.8

2.5

2.15

1.7

1.5

2.0

2.5

2.15

2.2

1.75

2.4

12.0

14.0

8.4

4.8

3.4

3.0

2.5

2.4

2.25

2.35

2.0

1.85

1.7

1.55

1.3

1.2

1.2

1.0

.9

1.45

Feb.

0.45

.65

.7

3.4

8.1

7.2

8.9

17.2

12.8

7.6

5.1

4.6

4.4

3.7

3.1

2.7

2.5

3.0

5.3

13.7

11.5

7.5

5.4

4.4

3.6

3.1

2.8

Mar.

2.5

2.1

1.8

1.8

1.65

1.6

3.2

17.8

20.7

12.8

7.5

5.2

4.0

3.3

2.9

2.65

2.15

2.3

4.2

5.2

4.2

3.3

3.0

2.7

2.4

2.1

1.95

1.7

1.6

Apr.

1.55

1.4

1.3

1 4^

1.65

2.35

.85

.55

.55

.45

.35

1.3

1.2

1.15

1.1

1.05

1.0

1.0

.95

.9

.8

.9

1.0

1.0

1.0

1.5

1.7

1.5

2.15

May.

1.9

1.75

1.45

1.45

1.35

i 3

i 3

1.25

.2

.2

.1

.15

1.1

1.2

2.05

2.35

2.1

1.6

1 di

1.4

23.3

27.7

13.9

6.5

4.4

3.2

2.7

June.

2.25

1.9

1.75

1.45

1.3

1 9^

1.15

1.05

1.0

.95

1.0

1.0

.85

.85

1/45

2.75

2.0

2.2

1.6

1.3

1.8

4.0

11.4

10.4

4.7

3.5

3.8

3.7

7.9

7.5

July.

10.2

6.6

4.2

2 9

2.15

1.95

2.2

2.35

2.7

1.95

3.2

3.4

2.4

1.8

1.5

3.4

1.1

1.0

.9

.95

.8

.85

.7

.75

.75

.7."7

.65

.65

.75

.65

Aug.

0.6

.6

.5

.55

.55

.55

.65

.6

.6

1.35

4.2

3.0

1.85

1.9

3.6

3.4

1.95

1.25

1.1

.95

.9

.85

.85

.9

1.9

1.35

1.05

.8

.55

.75

Sept.

0.8

2.05

4.6

1.9

1.4

1.1

.95

.85

.7

.6

1.2

1.05

.7

.6

.6

.8

.75

.6

.55

.8

.8

.65

.65

.55

.6

.55

.55

.55

.55

.5

Oct.

0.45

.45

.9

.8

.85

.6

.6

.55

.55

2.0

3.2

2.4

1.7

1.25

1.3

1.3

1.15

1.15

2.4

4.0

4.0

2.5

1.95

1.65

1.85

4.6

4.4

2.95

2.25

1.9

1.7

Nov.

1.45

1.35

1.25

1.15

1.05

1.05

.95

1.0

1.0

.9

.75

.75

.7

.8

.6

.65

.65

.65

.7

.75

.75

.95

.9

.8

.85

.7

.75

.75

.8

1.05

Dec.

1.2

1.35

3.8

5.2

2.95

2.4

1.95

1.75

2.95

3.4

2.6

2.2

1.95

2.0

9.2

11.4

7.0

4.8

3.9

3.2

5.2

6.9

9.0

9.4

6.4

4.7

3.6

3.0

2.8

2.8

2 4

MISCELLANEOUS MEASUREMENTS IN TENNESSEE RIVER DRAINAGE

BASIN.

The following is a list of miscellaneous discharge measurements made in Tennessee 

River drainage basin during 1905:

Holston River (North Fork) near Mendota, Va. This stream is a tributary of Holston 

River, which is one of the largest of the streams which form Tennessee River. A measurement was made June 17, 1905, from the Virginia and Southwestern Railway bridge, 

1 mile east of Mendota, Va. The bench mark is the apex of the downstream side of the 

cast-iron beam at third tension rod from left end of bridge, downstream side; elevation, 

26.00 feet above the datum of the assumed gage.

Width, 115 feet; area, 315 square feet; mean velocity,0.90 foot per second; gage height, 

1.82 feet; discharge, 283 second-feet.

Pigeon River at Clyde, N. C. This stream enters French Broad River from the left. A 

measurement was made April 16, 1905, from a single-span iron highway bridge at Clyde, 

N. C., about 1 mile above Morgan's mill.

Width, 128 feet; area, 297 square feet; mean velocity, 1.10 feet per second; gage height, 

1.50 feet; discharge, 327 second-feet.
! STKEAM MEASUREMENTS IN 1905, PART V. 145

i

! LOWER EASTERN MISSISSIPPI RIVER DRAINAGE BASIN.

i

[The streams flowing into Mississippi River from the east below the mouth of the Ohio 

aife in the main comparatively small. In the lower portion they are practically a netwbrk of bayous. The following pages contain the results of data collected in the lower 

eastern Mississippi River drainage by the United States Geological Survey during 1905:

; YAZOO RIVER DRAINAGE BASIN. 

DESCRIPTION OF BASIK.

Yazoo River rises in the northwestern part of Mississippi. It flows southward just west of 

th(e central 'portion of the State and enters Mississippi River just above Vicksburg. The 

Upited States Geological Survey maintained a station on this river at Yazoo City during 

1£J05 under the direction of M. R. Hall.

YAZOO RIVER AT YAZOO CITY, MISS.

iRiver-height observations have been made on Yazoo River at Yazoo City, Miss., for a 

nijimber of years, by the Engineer Corps of the Army.

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 Mississippi 

River both above and below the station, it is influenced by the stage of that stream to such 

an extent that high-water measurements are of no value. The bed is of sand and mud, and 

is subject to 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.

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 one on the 

left bank of about 1,200 feet. The bridge is one-half mile northwest of 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 original gage was replaced in 1901 by a new gage rod in three sections placed as follows : The lowest, marked from 3 to +4.5 feet, is attached to the protecting work of the 

above-mentioned highway 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. Daily gage heights 

are furnished by the Weather Bureau, the observer being P. C. Battaille.

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; elevation, 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 a stone under ground, surmounted by an 

iron pipe and cap, in the north corner of the county court-house yard; elevation, 44.10 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 a stone under ground, surmounted by an iron pipe and cap, in the north 

corner of the public school yard, near Washington and Main streets; elevation, 29.20 feet 

above the zero of the gage and 101.3 feet above mean sea level.

The highest known water occurred in 1882, reaching a gage height of 36.5 feet; the lowest 

occurred November 16-21 and 26-30, 1904, with a gage height of 3.0 feet. The danger 

line is at 25 feet.

Information in regard to this station is contained in the following Water-Supply Papers 

of the United States Geological Survey:

Description: 65, p 287; 83, p 236; 98, pp 294-295; 128, p 158. 

Discharge: 65, p 288; 83, p 236; 98, p 295; 128, p 159. 

Discharge, monthly: 83, p 238; 98, p 297; 128, p 160. 

Gage heights: 65, p 288; 83, p 237; 98, p 295; 128, p 159,. 

Rating tables: 83, p 237; 98, p 296; 128, p 160.

IER 169 06 10
146 STREAM MEASUREMENTS IN 1905, PART V.

Discharge measurement ofYazoo River at Yazoo City, Miss., in 1905.

Date. Hydrographer.

W. E. Hall..........................

Width.

Feet. 

241

Area of 

section.

Square 

feet. 

4,110

Mean 

velocity.

Feet per 

second. 

1.97

height.

Feet. 

8.15

Discharge.

Secondfeet. 

8,109

Daily gage height, in feet, ofYazoo River at Yazoo City, Miss., for 1905.

Day.

1.. ............

2..............

3..............

4..............

5..............

6..............

7..............

8..............

9..............

10..............

11.............. 

12..............

13..............

14. .............

15..............

16..............

17..............

18..............

19..............

20..............

21..............

22. ............. 

23........... .

24..............

25..............

26..............

27..............

28.............. 

29..............

30..............

31..............

Jan.

10.3

11.0

11.6

12.4

12.9

13.0

13.2

13.3

13.6

14.0 

15.5

15.5

15.6

15.8

16.0

16.2

16.3

16.5

16.5

16.5

16.5 

16.5

16.6

16.6

16.7

16.7

16.7 

16.9

17.3

17.3

Feb:

17.3

17.3

17.4

17.5

18.3-

19.9

19.5

19.5 

19.5

20.0

19.8

19.7

19.5

19.5

20.0

21.0

20.9 

20.9

20.9

20.9

20.9

20.9

20.7

.......

Mar.

20.5

.20.4

20.3

20.2

20.0

20.0

20.0

20.0

21.0

20.9

20.9

20.8

20.8

20.8

20.8

21.5 

21.4

21.4

21.4

21.4

91 ^

21.2 

21.5

21.4

21.3

Apr.

21.1

20.9

91 *\

91 ft

91 ft

9ft Q

20.8

20.7

20.5

21.0

91 ft

91 ft

91 ft

9ft ft

20.4

20.2

1Q ft

19.4

19.0

18.4

1ft 9

19 4

19 0

18.8 

18.5

May.

19.0

18.5

]8. 1

1ft ft

1 7 K

179

17.5

1 7 K

17C

1C ft

18.3 

18.5

1ft 7

1ft S

1Q ft

1Q 9

1Q 9

1Q 9

1Q ^?

1Q ^

1Q **

19.9

19 9

19 9

20.0

on o

20.4 

20.5

20.6

20.6

June.

19.9

20.3

20.9

91 ft

20.9

20.6

20.0 

19 8

1Q 4

1ft ft

17.0

1 C Q

14.5

9.5 

8.3

7 <;

7 1

7.4

9 0

8.3 

9.4

9.7

July.

10.0

10.3

10.5

11.7

11.7

12.1

12.5

12.7

19 4

19 9

U Q

11.4

10 4

9 7

Q 9

8.7

7.5 

7.3

7.0

6.7

6.4

6.4

6.0

5.7

5.4

5.0

Aug.

4.0

5.0

4.8

4.8

4.8

4.3

3.8

3.4

3.0

2.8

2.7 

3.2

2.8

2.9

3.0

3.1

3.2

3.4

3.4

3.6

3.9

3.9 

3.4

3

1

3

0

3.4

Q ft

3.0 

3.2

3.4

3.5

Sept.

3.5

3.4

3.2

3.4

2.9

2.8

2.6

1.0

.8

.0

.0 

.0

.6

.0

.0

__ O

.0

.0

.0 

.0

.0

.0

- .1

0

- .4 

.0

1.0

Oct.

1.6

1.7

1.8

1.8

1.0

.6

.0

- .6

- .6

- .6

- .4 

- .3

.0

.1

1.5

1.7

2

.6

- .9

-1.2 

-1.3

1.4

.6

.0

- .1 

.0

.6

Nov".

0.7

.7

.7

.8

1.7

2.4

2.3

2.0

1.3

1.4

1.4 

1.0

.8

.8

1.1

1.2

1.3

1.3

1.1

1.0

1.0

.8 

.6

.4

- .4

- .8 

-1.0

Dec.

......

......

......
INDEX.

A.

Acknowledgments and cooperation. .......

Acre-foot, definition of .....................

.Alderson, W.Va.

Greenbrier River at:

description. ........................

discharge ...........................

discharge, monthly .................

gage heights ........................

rating table ........................

Allegheny River at 

Kittanning, Pa.:

description .........................

discharge ...........................

discharge, monthly .................

gage heights ........................

rating table. .......................

Redhouse,N.Y.:

description. ........................

discharge ...........................

discharge, monthly. ................

gage heights ........................

rating table ........................

Allegheny River basin:

description of. ..........................

Asheville, N. C.

French Broad River (at Smith Bridge)

near:

description. ........................

discharge. ..........................

discharge, monthly .................

gage heights. . ......................

rating table. .......................

Austins Mills, Tenn.

Holston River at:

description. ........................

discharge. ..........................

discharge, monthly .................

gage height s ........................

rating table........................

Avery Creek at 

Davidsons River, N.C.:

discharge ...........................

B.

Beaver River basin:

description of. ..........................

Biltmore, N. C.

Swannanoa River at:

description. ........................

discharge ...........................

Blacklick, Pa.

description. ........................

discharge ...........................

discharge, monthly .................

gage heights ........................

rating table ........................

Page.

18

10

57

58

59

58

59

28

28

30

29

30

25

26

27

26

27

24-25

90-91

91

92

91

92

117

117

119

118

118

104

104

47

95

95

32

32

34

33

34

Blacklick Creek at 

Blacklick, Pa.:

description......................... 32

discharge........................... 32

discharge, monthly................. 34

gage heights........................ 33

rating table........................ 34

Blufl City, Tenn.

Holston River-(South Fork) at:

description......................... 115

discharge........................... 115

discharge, monthly................. 117

gage heights........................ 116

rating table........................ 116

Bryson, N. C.

Tuckasegee River at:

description......................... 128

discharge..............:............ 128

discharge, monthly................. 130

gage heights........................ 129

rating table........................ 129

C.

Cable station, figure showing............. 13

Calhoun, N. C.

Little River at:

description......................... 104

discharge........................... 105

Casselman River at 

Confluence, Pa.:

description.......................

discharge.........................

discharge, monthly...............

gage heights......................

rating table......................

Cataract, Ind. 

Eel River at:

description......................... 85

gage heights........................ 86

Chadakoin River at 

Jamestown, N. Y.:

description......................... 31

gage heights....................'... 31

Chattanooga, Tenn. 

Tennessee River at:

description......................... 99

discharge........................... 99

discharge, monthly................. 101

gage heights........................ 100

rating table........................ 100

Cheat River near 

Morgantown, W. Va.:

description......................... 39

discharge................^......... 39

gage heights......................... 40

Clyde, N. C.

Pigeon River at:

description......................... 144

discharge........................... 144

147
148 INDEX.

Columbia, Tenn.

Duck River at:

description......................... 143

discharge........................... 143

gage heights........................ 144

Columbus, Ohio.

Olentangy River near:

description......................... 64

discharge........................... 64

discharge, monthly................. 66

gage heights........................ 65

rating table........................ 66

Seioto River near:

description......................... 60

discharge........................... 60

discharge, monthly................. 63

gage heights...........'............. 61

rating table........................ 62

Computation, methods of.................. 14-16

rules for................................ 10-11

Confluence, Pa.

Casselman River at:

description......................... 43

discharge........................... 43

discharge, monthly................. 45

gage heights........................ 44

rating table........................ 44

Laurel Hill Creek at:

description......................... 45

discharge........................... 46

discharge, monthly................. 47

gage heights........................ 46

rating table........................ 47

Youghiogheny River near:

description......................... 40

discharge........................... 41

discharge, monthly................. 42

gage heights........................ 41

rating table........................ 42

Cooperation and acknowledgments........ 18

Current meters, classes of.................. 14

methods of using....................... 14-16

D. 

Danville, Ky.

Dicks River near:

description......................... 71

gage heights........................ 72

Davidsons River, N. C.

Avery Creek at:

description......................... 104

discharge........................... 104

Davidsons River near:

description....................... 101-102

discharge........................... 102

discharge, monthly................. 103

gage heights........................ 102

rating table........................ 103

Davidsons River near 

Davidsons River, N.C.:

description....................... 101-102

discharge........................... 102

discharge, monthly................. 103

gage heights........................ 102

rating table........................ 103

Dayton, Ohio.

Miami River at: 

description.. 

discharge....

Page.

Delphi, Ind.

Tippecanoe River near:

description......................... 80

discharge........................... 80

discharge, monthly................ 82

gage heights........................ 81

rating table........................ 82

Dicks River near 

Danville, Ky.:

description......................... 71

gage heights........................ 72

Doe River at 

Elizabethton, Tenn.:

description....................... 121-122

discharge........................... 122

Drainage basins, list of.................... 8-9

Duck River at 

Columbia Tenn.:

description......................... 143

discharge........................... 143

..................... 144

E.

East Branch of White River. See White

River (East Branch). 

Eel River at 

Cataract, Ind.:

description......................... 85

Elizabethton, Tenn. 

Doe River at.

description....................... 121-122

discharge........................... 122

Watauga River near.

description......................... 119

discharge,.......................... 120

discharge monthly................. 121

gage heights........................ 120

rating table........................ 121

Elk River near 

Elkmont, Ala.'

description......................... 141

discharge........................... 141

gage heights........................ 142

Elkmont Ala.

Elk River near.

description... ..................... 141

discharge........................... 141

gage heights........................ 142

Equivalents, table of....................... 11-12

F.

Fightingtown Creek at 

McCays, Tenn.:

description....................... 140-141

discharge........................... 141

Floats, use of, in measuring discharge..... 14

Frankfort, Ky.

Kentucky River at:

description......................... 70

...................... 71
INDEX. 149

French Broad River at and near Page.

Asheville (at Smith Bridge), N. C.:

description......................... 90-91

discharge............................ 91

discharge, monthly................. 92

gage heights........................ 91

rating table........................ 92

Horseshoe, N. C.:

description......................... 89

discharge........................... 89

gage heights........................ 90

Oldtown, Tenn.:

description......................... 93

discharge........................... 93

discharge, monthly................. 95

gage heights........................ 94

rating table........................ 94

G.

Gaging stations, equipment of............. 13-14

Gallons per minute, definition of........... 9

Greenbrier River at 

Alderson, W. Va.:

description......................... 57

discharge........................... 58

discharge, monthly................. 59

gage heights........................ 58

rating table........................ 59

Greeneville, Tenn. 

Nolichucky, Tenn.:

description......................... 112

discharge........................... 113

discharge, monthly................. 114

gage heights........................ 113

rating table........................ 114

H. 

Hiwassee River at 

Murphy, N. C.:

description......................... 130

discharge........................... 131

discharge, monthly................. 132

gage heights........................ 131

rating table........................ 132

Reliance, Tenn.:

description....................... 132-133

discharge........................... 133

discharge, monthly................. 135

gage heights........................ 134

rating table........................ 134

Hocking River near 

Logan, Ohio:

discharge........................... 24

Holston River at 

Austins Mills, Tenn.:

description......................... 117

discharge........................... 117

discharge, monthly................. 119

gage heights........................ 118

rating table........................ 118

Holston River (North Fork) near 

Mendota, Va.:

description......................... 144

discharge........................... 144

Holston River (South Fork) at 

Bluff City, Tenn.:

description............ ............ 115

discharge.............. ........... 115

discharge, monthly................. 117

gage heights........................ 116

rating table........................ 116

Horseshoe, N. C.

French Broad River at 

description-........................ 89

discharge........................... 89

gage heights........................ 90

Hydrographers, list of..................... 18

Hydrographic surveys, annual appropriations for........................ 7

" organization and scope of.............. 7-9

I.

Ice-covered streams, method of measuring

flow of ^......................... 16

Indianapolis, Ind.

White River (West Branch) at:

description......................... 83

discharge........................... 83

discharge, monthly................. 85

gage heights........................ 84

rating table........................ 84

J. 

Jamestown, N. Y.

Chadakoin River at: 

description.......

Judson, N. C.

Little Tennessee River at:

description......................... 122

discharge........................... 123

discharge, monthly................. 124

gage heights........................ 123

rating table........................ 124

Kanawha River basin:

description of.......................... 54

Kentucky River at 

Frankfort, Ky.:

description......................... 70

gage heights........................ 71

Kentucky River basin:

description of.......................... 70

Kiskiminitas River at 

Salina, Pa.:

description......................... 31

Kittanning, Pa.

Allegheny River at:

description......................... 28

discharge, 

discharge, tmonthly. 

gage heights........

rating tabie........

Knoxville, Tenn.

Tennessee Riv smear: 

description.........

discharge...........

discharge, monthly, 

gage heights........

rating table........

28

30

29

30

97
150 INDEX.

L. Page.

Laurel Hill Creek at 

Confluence, Pa.:

description......................... 45

discharge........................... 46

discharge, monthly................. 47

gage heights........................ 46

rating table........................ 47

Licking River at 

Pleasant Valley, Ohio:

description......................... 52

discharge........................... 52

gage heights........................ 53

Little Miami River basin:

description of........................... 67

Little River at 

Calhoun, N. C.:

description......................... 104

discharge........................... 105

Little Tennessee River at 

Judson, N. C.:

description......................... 122

discharge........................... 123

discharge, monthly................. 124

gage heights........................ 123

rating table........................ 124

McGhee, Tenn.:

description......................... 125

discharge........................... 125

discharge, monthly................. 127

gage heights........................ 126

rating table........................ 127

Lock No. 4, Pa.

Monongahela River at:

description......................... 35

discharge........................... 35

flood flow.......................... 36-39

rating table........

Logan, Ohio.

Hocking River near:

discharge...........

Logansport, Ind. 

Wabash River at:

description.........

discharge...........

discharge, monthly.

gage heights........

rating table........

36

24

M.

McCays, Tenn.

Fightingtown Creek at:

description......;................ 140-141

discharge........................... 141

Ocoee River at:

description....................... 138-139

discharge........................... 139

discharge, monthly................. 140

gage heights........................ 139

rating table........................ 140

McGhee, Tenn.

Little Tennessee River at:

description......................... 125

discharge........................... 125

discharge, monthly................. 127

gage heights........................ 126

rating table........................ 127

Mad River near 

Springfield, Ohio: 

description... 

discharge.....

Mahoning River at 

Youngstown, Ohio:

description.....................

discharge........................

discharge, monthly.............

gage heights....................

rating table....................

Mendota, Va.

Holston River (North Fork) near:

description.....................

Methods of computing run-off..............

of measuring stream flow..............

Miami River at 

Dayton, Ohio:

description.........................

discharge...........................

gage heights........................

Miami River basin:

description of...........................

Mills River (North Fork) at 

Pinkbed, N. C.:

description.........................

discharge...........................

discharge, monthly.................

gage heights........................

rating table........................

Mills River (South Fork) near 

Sitton, N. C.:

description.........................

discharge...........................

discharge, monthly.................

gage heights........................

rating table........................

Miner's inch, definition of..................

Mississippi River basin:

description of lower eastern............

Monongahela River at 

Lock No. 4, Pa.:

description.........................

discharge...........................

flood flow...........................

rating table........................

Monongahela River basin:

description of...........................

Morgantown, W. Va. 

Cheat River near:

description.........................

discharge...........................

gage heights........................

Multiple-point method of measuring dis- 

 charge, description of..........

Murphy, N. C.

Hiwassee River at:

description.........................

discharge...........................

discharge, monthly.................

rating table....

Muskingum River at 

Zanesville, Ohio: 

description.....

discharge.......

gage heights....

67

67

68

48

48

50

49

50

144

144

16-17

12-16

69

69

70

68-69

105

105

107

106

106

107

108

109

108

109

145

35

35 

36-39

36

34-35

39

39

40

15

130

131

132

131

132

50-51 

51 

51
INDEX. 151

Muskingum River basin: 

description of......... 50

N.

New Haven, Ky.

Salt River (Rolling Fork) at:

description......................... 72

discharge........................... 72

gage heights........................ 73

New River at 

Radford, Va.:

description......................... 54

discharge........................... 55

discharge, monthly................. 56

gage heights........................ 55

rating table........................ 56

Newport Tenn. 

Pigeon River at:

description......................... 110

discharge........................... 110

discharge, monthly................. 112

gage heights........................ Ill

rating table........................ Ill

Nolichucky River near 

Greeneville, Tenn.:

description......................... 112

discharge........................... 113

discharge, monthly................. 114

gage heights........................ 113

rating table........................ 114

North Fork Mills River. See Mills River 

(North Fork).

Nottely River at 

Ranger, N. C.:

description....................... 136-137

discharge........................... 137

discharge, monthly................. 138

gage heights........................ 137

rating table........................ 138

O.

Ocoee River at 

McCays, Tenn.:

description....................... 138-139

discharge........................... 139

discharge, monthly.......'.......... 140

gage heights........................ 139

rating table........................ 140

Ohio River at 

Wheeling, W. Va.:

description.......................... 20-21

discharge........................... 21

discharge, monthly................. 24

gage heights........................ 22

rating table........................ 23

Ohio River basin:

description of........................... 18-20

Oldtown, Tenn.

French Broad River at:

description......................... 93

discharge........................... ' 93

discharge, monthly................. 95

gage heights........................ 94

rating table........................ 94

Olentangy River nearColumbus, Ohio:

description......................... 64

discharge........................... 64

discharge, monthly................. 66

gage heights........................ 65

rating table........................ 66

P.

Pigeon River at and nearClyde, N. C.:

description......................... 144

discharge........................... 144

Newport, Tenn.:

description......................... 110

discharge........................... 110

discharge, monthly................. 112

gage heights......................... Ill

rating table........................ Ill

Waynesville, N. C.:

description......................... 109

discharge-........................... 110

Pinkbed, N. C.

Mills River (North Fork) at:

description......................... 105

discharge........................... 105

discharge, monthly................. 107

gage heights........................ 106

rating tabie........................ 106

Pleasant Valley, Ohio. 

Licking River at:

description......................... 52

discharge........................... 52

gage heights........................ 53

R.

Radford, Va.

New River at:

description.........

discharge...........

discharge, monthly.

rating table......................

Ranger, N. G.

Nottely River at:

description............ 1.......... 136-137

discharge........................... 137

discharge, monthly................. 138

gage heights........................ 137

rating table........................ 138

Rating curves, methods of construction of. 16-17

Rating tables, methods of construction of . 16,17

Redhouse, N. Y.

Allegheny River at:

description......................... 25

discharge........................... 26

discharge, monthly................. 27

gage heights........................ 26

rating table........................ 27

Reliance, Tenn.

Hiawassee River at:

description....................... 132-133

discharge P .......................... 133

- discharge^ monthly................. 135

gage heights........................ 134

rating table........................ 134

Rolling Fork of Salt River. See Salt River 

(Rolling Fork).

Rules for computation, fundamental and

special......................... 10-11

Run-off, office methods of computing...... 16-17

Run-off in inches, definition of............. IP

S. 

Salina, Pa.

Kiskiminitas River at:

description......................... 31
152 II^DEX.

Salt River (Rolling Fork) at Page. 

New Haven, Ky.:

description......................... 72

discharge........................... 72

gage heights........................ 73

Salt River basin:

description of........................... 72

Scioto River near 

Columbus, Ohio:

description......................... 60

discharge........................... 60

discharge, monthly................. 63

gage heights........................ 61

rating table........................ 62

Scioto River basin:

description of........................... 59-60

Second-feet per square mile, definition of... 9 

Second-foot, definition of.................. 9

Shoals, Ind.

White River (East Branch) at:

description......................... 86

discharge........................... 87

discharge, monthly................. 88

gage heights........................ 87

rating table........................ 88

Single-point method of measuring discharge, description of.......... 15

Sitton, N. C.

Mills River (South Fork) near:

description of....................... 107

discharge........................... 108

discharge, monthly. -............... 109

gage heights........................ 108

rating table........................ 109

Slope method of measuring discharge, use

and value of.................... 12

South Fork Holston River. See Holston

River (South Fork). 

South Fork Mills River. See Mills River

(South Fork). 

Springfield, Ohio. 

Mad River near:

description......................... 67

discharge........................... 67

gage heights........................ 68

Stream flow, field methods of measuring... 12-16 

Swannanoa River at 

Biltmore, N. C.:

description......................... 95

discharge........................... 95

T. 

Tables, explanation of...................... 10-11

Tennessee River at and near 

Chattanooga, Tenn.:

description......................... 99

discharge........................... 99

discharge, monthly................. 101

gage heights........................ 100

rating table........................ 100

Knoxville, Tenn.:

description......................... 96

discharge........................... 97

discharge, monthly................. 98

gage heights........................ 97

rating table........................ 98

Tennessee River basin:

description of........................... 89

miscellaneous measurements in........ 144

Terre Haute, Ind. 

Wabash River at:

description.........

discharge...........

discharge, monthly.

gage heights........

rating table........

Tippecanoe River near 

Delphi, Ind.:

description.........

discharge...........

discharge, monthly.

rating table......................

Tomotla, N. C. 

Valley River at:

description......................... 135

discharge........................... 135

gage heights........................ 136

Tuckasegee River at 

Bryson, N. C.:

description......................... 128

discharge........................... 128

discharge, monthly................. 130

gage heights........................ 129

rating table........................ 129

V.

Valley River at 

Tomotla, N. C.:

description......................... 135

discharge........................... 135

gage heights........................ '136

Velocity method of measuring discharge,

description of................... 13-16

Vertical integration method of measuring

discharge, description of....... 15

Vertical velocity-curve method of measuring discharge, description of.... 15

Wabash River at 

Logansport, Ind.: 

description....

W.

discharge, monthly, 

gage heights........

rating table........

Wabash River at 

Terre Haute, Ind.:

description.........

discharge...........

discharge, monthly.

rating table........

Wabash River basin:

description of ..........

Watauga River near 

Elizabethton, Tenn.: 

description.........

discharge...........

discharge, monthly.

rating table........................

Waynesville, N. C. 

Pigeon River near:

description.........................

discharge...........................

Weir method of measuring discharge, requirements of..................

West Branch of White River. See White 

River (West Branch).

77

77

79

78

79

73-74

119

120

121

120

121

109

110

12-13
INDEX. 153

Wheeling, W.Va. 

Ohio River at:

description......................... 20-21

.......... 21

.......... 24

.......... 22

.......... 23

discharge, monthly.

rating table..............

White River (East Branch) at 

Shoals, Ind.:

description...............

discharge.................

discharge, monthly.......

87

rating table........................ 88

White River (West Branch) at 

Indianapolis, Ind.:

description......................... 83

discharge ................>.......... 83

discharge, monthly................. 85

' gage heights........................ 84

rating table........................ 84

Y.

Yazoo City, Miss. 

Yazoo River at: ,

description....................... 145-146

discharge........................... 146

gage heights........................ 146

Yazoo River at 

Yazoo City, Miss.:

description....................... 145-146

discharge........................... 146

gage, heights........................ 146

Yazoo River basin: <

description of........................... 145

Youghiogheny River near 

Confluence, Pa.:

description......................... 40

discharge........................... 41

discharge, monthly...... .......: ... 42

gage heights........................ 41

rating table........................ 42

Youngstown, Ohio. 

Mahoning River at:

description......................... 48

discharge........................... 48

discharge, monthly................. 50

gage heights........................ 49

rating table........................ 50

Z. 

Zanesville, Ohio.

Muskingum River at:

description......................... 50-51

discharge........................... 51

gage heights........................ 51
CLASSIFICATION OF THE PUBLICATIONS OF THE UNITED STATES GEOLOGICAL

SURVEY.

[Water-Supply Paper No. 169.]

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 afe sold at cost of publication; the others are distributed free. A circular giving cpuaplete lists may be had 

on application.

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. A certain number are delivered to Senators and Representatives in Congress, 

for distribution.

3. Other copies are deposited with the Superintendent of Documents, Washington, 

D. C., from whom they may be had at practically cost.

4. Copies of all Government publications are furnished to the principal public 

libraries in the large cities throughout the United States, where they may be consulted by those interested.

The Professional Papers, Bulletins, and Water-Supply Papers treat of a variety of 

subjects, and the total number issued is large. They have therefore been classified 

into the following series: A, Economic geology; B, Descriptive geology; C, Systematic 

geology and paleontology; D, Petrography and mineralogy; E, Chemistry and 

physics; F, Geography; G, Miscellaneous; H, Forestry; I, Irrigation; J, Water 

storage; K, Pumping water; L, Quality of water; M, General hydrographic investigations; N, Water power; O, Underground waters; P, Hydrographic progress reports.

Series P. The hydrographic progress reports contain the results of stream measurements. A 

report is issued for every calendar year, containing the results of data collected during that year. 

These reports were first published as a part of the Director's annual report or as a bulletin; they are 

now published as water-supply and irrigation papers. The following is a list, by years, of the publications containing the progress reports of stream measurements. A detailed index of these reports 

(1888-1903) is published as Water-Supply Paper No. 119.

1888. Tenth Annual Report, Part II.

1889. Eleventh Annual Report, Part II.

1890. Twelfth Annual Report, Part II.

1891. Thirteenth Annual Report, Part III.

1892. Fourteenth Annual Report, Part II.

1893. Bulletin No. 131.

1894. Bulletin No. 131; Sixteenth Annual Report, Part II.

1895. Bulletin No. 140.

1896. Water-Supply Paper No. 11; Eighteenth Annual Report, Part iV.

1897. Water-Supply Papers Nos. 15 and 16; Nineteenth Annual Report, Part IV.

1898. Water-Supply Papers Nos. 27 and 28; Twentieth Annual Report, Part IV.

1899. Water-Supply Papers Nos. 35,36,37,38, and 39; Twenty-first Annual Report, Part IV.

1900. Water-Supply Papers Nos. 47,48,49,50,51, and 52; Twenty-second Annual Report, Part IV.

1901. East of Mississippi River, Water-Supply Papers Nos. 65 and 75. 

West of Mississippi River, Water-Supply Papers Nos. 66 and 75.

1902. East of Mississippi River, Water-Supply Papers Nos. 82 and 83. 

West of Mississippi River, Water-Supply Papers Nos. 84 and 86.
IT SERIES LIST.

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.

1905. East of Mississippi River, Water-Supply Papers Nos. 165, 166, 167,168,169,170, and 171.

West of Mississippi River, Water-Supply Papers Nos. 171,172, 173,174,175,176,177, and 178.

The Geological Survey and the Reclamation Service have suboffices 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., 876 Federal Building; Belle Fourche, S. Dak.; Cody, Wyo.; 

Denver, Colo., Chamber of Commerce Building; Salt Lake, Utah; Los Angeles, Gal., 1108 Union Trust 

Building; Phoenix, Ariz.; Carlsbad, N. Mex.; El Paso, Tex.; Billings, Mont.; Huntley, Mont.; Hazen, 

Nev.; Boise, Idaho; North Yakima, Wash.; Portland, Oreg., 351 Washington street.

Correspondence should be addressed to

THE DIRECTOR,

UNITED STATES GEOLOGICAL SURVEY,

WASHINGTON, D. C. 

MAY, 1906.

o