; Irrigation Paper No. 208 Series P, Hydrographic Progress Reports, 57 

i DEPARTMENT OF THE INTERIOR

ITED STATES GEOLOGICAL SURVEY

I CHARLES D. WALCOTT, DIRECTOR

IFACE WATER SUPPLY

j OF

ATLANTIC STATES, 1906

tUEHANNA, GUNPOWDER, PATAPSCO, POTOMAC, 

JAMES, ROANOKE, AND YADKIN 

RIVER DRAINAGES)

N. C. GROVER

DISTRICT HYDROGRAPHER

WASHINGTON

GOVERNMENT PRINTING OFFICE

190T
"Water-Supply and Irrigation Paper No. 203 Series P, Hydrographic Progress Reports, 57 

DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

CHARLES D. WALCOTT, DIRECTOR

SURFACE WATER SUPPLY

OF

MIDDLE ATLANTIC STATES, 1906

(SUSQUEHANNA, GUNPOWDER, PATAPSCO, POTOMAC,

JAMES, ROANOKE, AND YADKIN

RIVER DRAINAGES)

N. C. GROVER

DISTRICT HYDROGRAPHER ^aler Resources

Survey,

WASHINGTON

GOVERNMENT PRINTING OFFICE

1907
CONTENTS.

Page.

Introduction.................................... ......................... 1

Scope of work........................................................ 1

Definitions .......................................................... 3

Explanation and use of tables......................................... 4

Convenient equivalents .............................................. 6

Field methods of measuring stream flow ............................... 7

Office methods of computing run-off................................... 13

Cooperation and acknowledgments.................................... 16

Middle Atlantic States drainages.......................................... 16

Susquehanna River drainage basin.................................... 16

Description of basin.............................................. 16

Susquehanna River at Binghamton, N. Y.......................... 17

Susquehanna River at Wilkesbarre, Pa............................ 19

Susquehanna River at Danville, Pa............................... 21

Susquehanna River at Harrisburg, Pa.............................. 23

Susquehanna River near McCall Ferry, Pa......................... 26

Chenango River at Binghamton, N. Y............................. 27

Chemung River at Chemung, X. Y................................ 29

West Branch of Susquehanna River at Williamsport, Pa............ 31

Juniata River at Newport, Pa..................................... 34

Broad Creek at Mill Green, Md.................................... 36

Deer Creek near Churchville, Md.................................. 37

Gunpowder River drainage basin...................................... 39

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

Gunpowder Falls at Glencoe, Md.................................. 40

Little Gunpowder Falls near Belair, Md ........................... 42

Patapsco River drainage basin........................................ 44

Description of basin.............................................. 44

Patapsco River at Woodstock, Md................................. 45

Potomac River drainage basin........................................ 46

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

North Branch of Potomac River at Piedmont, W. Va............... 48

Potomac River at Point of Rocks, Md.............................. 49

South Branch of Potomac River near Springfield, W. Va............ 51

Savage River at Bloomington, Md................................. 53

Georges Creek at Western port, Md................................. 55

Wills Creek at Cumberland, Md................................... 57

Opequon Creek near Martinsburg, W. Va .......................... 58

Shenandoah River at Millville, W. Va............................. 60

South Fork of Shenandoah River near Front Royal, Va............. 62

South River at Basic City, Va .................................... 63

Lewis Creek near Staunton, Va.................................... 65

Cooks Creek at Mount Crawford, Va............................... 67

in
IV CONTENTS.

Middle Atlantic States drainages Continued.

Potomac River drainage basin Continued. Page.

Elk Rim at Elkton, Va..........._.......-........_....__.__....._ 68

Hawksbill Creek near Luray, Va.................................. 70

North Fork of Shenandoah River near Riverton, Va................ 72

Passage Creek at Buckton, Va..................................... 73

Monocacy River near Frederick, Md............................... 74

James River drainage basin ........................................... 76

Description of basin ............................................... 76

James River at Buchanan, Va..................................... 78

James River at Holcomb Rock, Va................................. 80

James River at Cartersville, Va................................. .. 80

Roanoke River drainage basin........................................ 82

Description of basin............................................... 82

Roanoke River at Roanoke, Va.................................... 83

Roanoke River at Randolph, Va.................................. 85

Dan River at Madison, N. C...................................... 86

Dan River at South Boston, Va................................... 87

Cape Fear River drainage basin....................................... 88

Miscellaneous measurement....................................... 88

Yadkin or Pedee River drainage basin................................. 89

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

Yadkin River near Salisbury, N. C................................ 90

Yadkin River at North Wilkesboro, N. C ........................*. 92

Miscellaneous measurements ...................................... 94

................................................................. 95

ILLUSTRATIONS.

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

maintained during 1906 ....................................... 2

II. A, Current-meter rating station at Los Angeles, Cal.; B, Price current

meters ....................................................... 10

III. Power-plant construction: A, on Susquehanna River, near McCall

Ferry, Pa.; B, on Shenandoah River, near Millville, W. Va...... 16

IV. Great Falls of Potomac River.................................... 48

FIG. 1. Cable station, showing section of river, car, gage, etc .............. 11

2. Discharge, area, and mean-velocity curves for Potomac River at

Point of Rocks, Md ........................................... 14
SURFACE WATER SUPPLY OF THE MIDDLE ATLANTIC STATES,

1906.°

X. C. GROVER,

District Jiydrographer.b

INTRODUCTION.

SCOPE OF WORK.

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

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

the arid States the limit of agricultural development is determined by 

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

country the increase in the population of cities and towns makes necessary additional water supplies for domestic and industrial uses, in 

procuring which both the quantity and the quality of the water that 

may be obtained must be considered. The location of manufacturing 

plants may depend largely on the water-power facilities and on the 

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

transmission of power have led to the utilization of water powers for 

the operation of manufacturing establishments, railroads, and municipal lighting plants, many of which are at some distance from the 

places at which the power is developed.

The intelligent establishment and maintenance of enterprises or 

industries that depend on the use of water demands a thorough 

knowledge of the flow of the streams and an understanding of the conditions affecting that flow. This knowledge should be based on data 

showing both the total flow and the distribution of the flow throughout the year, in order that normal fluctuations may be provided for. 

As the flow of a stream is variable from year to year, estimates of 

future flow can be made only from a study of observations covering 

several years. The rapid increase in the development of the water

o-This report contains information similar to that published for previous years under the title "Report 

of Progress of Stream Measurements."

b The data presented in this report have been collected by local hydrographers, mostly under the direction of N. C. Grover. They have tieen prepared for publication under the direction of John C. Hoyt, and 

assistance has "been given both in the field and in the office by R. H. Bolster, Robert Follansbee, F. F. 

Henshaw, H. D. Padgett, and J. E. Stewart.
2 SURFACE WATER SUPPLY, 1906.

resources of the United States has caused a great demand by engineers 

for information in regard to the flow of streams, as it is now generally 

realized that the failure of many large power, irrigation, and other 

projects has been due to the fact that the plans were made without 

sufficient trustworthy information in respect to the water supply.

Owing to the broad scope of these hydrographic investigations and 

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

of greatest value, it is in general impossible for private individuals to 

collect the necessary data, and as many of the streams traverse more 

than one State this work does not properly fall within the province of 

the State authorities. The United States Geological Survey has, 

therefore, by means of specific appropriations by Congress, for several 

years systematically made records of stream flow, with the view of 

ultimately determining all the important features governing the flow 

of the principal streams of the country. In carrying out this plan 

stations are established on the streams and maintained for a period 

long enough to show their regimen or general behavior. When a 

record that is sufficient for this purpose has been obtained for any 

stream, the work on that stream is discontinued. The order in 

which the streams are measured is determined by the degree of their 

importance.

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

distributed along the various rivers throughout the United States, as 

shown on PI. I. In addition to these records data in regard to precipitation, evaporation, water power, and river profiles were obtained 

in many sections of the country.

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

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

resources of a group of adjacent areas. In these papers are embodied 

not only the data collected in the field, but also the results of computations based on these data and other information that has a direct 

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

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

Water-Supply and Irrigation Papers on surface water supply, 1906.

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

drainage.)

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

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

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

(Santee, Savannah, Ogeechee, and Altamaha rivers, and eastern Gulf of Mexico 

drainages.)

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

1906.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 203 PL. I

127° 125° 123" 121° 119" '117° 115° 113° 111° 109° i 107° 105° 103° 101° 99° 97° 95° 93° 91 87° 85° 83° 81° 79° 77° 73° 71° 69° 67°

47

43

400. 500 miles 100 200 300

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

115° 113° 111° 109° 107° 105° 103° 101° 99.

MAP OF UNITED STATES SHOWING LOCATION OF PRINCIPAL RIVER STATIONS MAINTAINED DURING 1906.
INTRODUCTION. 3

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

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

1906.

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

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

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

1906.

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

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

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

drainages in California and Colorado River drainage below Yuma.)

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

The records at most of the stations discussed in these reports extend 

over a series of j^ears. An index of the reports containing such records 

up to and including 1903 has been published in Water-Suppty Paper 

No. 119. The following table gives, by years and primary drainage 

basins, the numbers of the papers on surface water supply published 

from 1901 to 1906:

Numbers of Water-Supply Papers containing results of stream measurements, 1901-190G.a

1901. 1902. : 1903. 1904. ! 1905. 1900.

Atlantic coast of New England drainage..................

Hudson, Passaic, Raritan, and Delaware river drainages.

f 65 

\ 75 

05 

75 

05

Xo.

> 82

The Great Basin and Pacific Ocean drainages in California, and

Colorado River drainage, below Yuma. 

North Pacific Coast drainage.

A'o.

97

97

97 

98

98

98

97 

98 

99 

100

99

99

99

100

100

Xo. No.

124 165

125

} 12°

106

167

127 108

128

129

1 128 

J 130

\ 130 

1 131

131

132

133

133

100 134

169

170

}m 

}m

173

174

175

176

177

!00 135 ' 178

202

203

204

205

200

207

208

209

210

211

212

213

214

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

DEFINITIONS.

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

associated with a certain class of work. These terms TCL&J be divided 

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

square mile, and (2) those which represent the actual quantity of water,
4 SURFACE WATER SUPPLY, 1906.

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

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

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

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

regards time and area.

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

be covered if all the water flowing from it in a given period were conserved and uniformly distributed on the surface. It is used for comparing run-off with rainfall, which is usually expressed in depth in 

inches.

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

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

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

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

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

EXPLANATION AND USE OF TABLES.

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

following data:

1. Description of station.

2. List of discharge measurements.

3. Gage-height table.

4. Rating table.

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

6. Tables showing discharge and horsepower and the number of 

days during the year when the same are available.

The descriptions of stations give such general information about the 

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

station, and they also give, as far as possible, a complete history of all 

the changes that have occurred since the establishment of the station 

that would be factors in using the data collected.

The discharge-measurement table gives the results of the discharge 

measurements made during the year, including the date, name of the
INTRODUCTION. 0

hydrographer, width and area of cross section, gage height, and discharge in second-feet.

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

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

taken each day. The gage height given in the table represents the 

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

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

The discharge measurements and gage heights are the base data 

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

development it is expected that engineers will use these original data 

in making their calculations, as the computations made by the 

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

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

are available.

The rating table gives the discharge in second-feet corresponding to 

various stages of the river as given by the gage heights. It is published to enable engineers to determine the daily discharge in case 

this information is desired.

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

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

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

been short periods when the water was higher and the corresponding 

discharge larger than given in this column. Likewise in the column 

of "Minimum" the quantity given is the mean flow for the day when 

the mean gage height was lowest. The column headed "Mean" is 

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

computations for the remaining columns, which are defined on 

page 4, are based.

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

only a general idea of the conditions of flow at the station, and it is not 

expected that they will be used for other than preliminary estimates.

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

flow is of primary importance. Therefore for the principal stations 

tables have been prepared showing the horsepower that can be developed at various rates of flow, and the length of time that these rates 

of flow and the corresponding horsepower are available. These 

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

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

reader can determine the horsepower for any fall.

In the computations sufficient significant figures have been used so 

that the percentage of error in the tables will not in general exceed 1 

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

only three significant figures. In making the various computations 

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

been generally used.
6 SURFACE WATEK SUPPLY, 1906.

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

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

This accuracy depends on the general local conditions at the gaging 

stations and the amount of data collected. Every effort possible is 

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

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

better to publish rough values with explanatory notes rather than no 

data.

In the accuracy notes the following terms have been used, indicating the probable accuracy, in per cent, of the mean monthly flow. As 

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

individual day may be much larger.

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

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

CONVENIENT EQUIVALENTS.

Following is a table of convenient equivalents for use in hydraulic 

computations:

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

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

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

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

minute; equals 646,272 gallons for one day.

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

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

1 second-foot for one year equals 31.536,000 cubic feet.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

1,000,000 cubic feet equal 22.95 acre-feet.
INTRODUCTION. 7

1 acre-foot equals 325,850 gallons.

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

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

1 foot equals 0.3048 meter.

1 mile equals 1.60935 kilometers.

1 mile equals 5,280 feet.

1 acre equals 0.4047 hectare.

1 acre equals 43,560 square feet.

1 acre equals 209 feet square, nearly.

1 square mile equals 2.59 square kilometers.

1 cubic foot equals 0.0283 cubic meter.

1 cubic foot equals 7.48 gallons.

1 cubic foot of water weighs 62.5 pounds.

1 cubic meter per minute equals 0.5886 second-foot.

1 horsepower equals 550 foot-pounds per second.

1 horsepower equals 76.0 kilogram-meters per second.

1 horsepower equals 746 watts.

1 horsepower equals 1 second-foot falling 8.80 feet.

1J horsepower equal about 1 kilowatt.

To calculate water power quickly: -'-'- - =net horsepower on water 

wheel, realizing 80 per cent of theoretical power.

FIELD METHODS OF MEASURING STREAM FLOW.

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

publication are given in detail in Water-Supply Papers No. 94 (Hydrographic Manual, IT. S. Geol. Survey) and No. 95 (Accuracy of Stream 

Measurements). In order that those who use this report may read'ly 

become acquainted with the general methods employed, the following 

brief descriptions are given:

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

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

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

those with constantly shifting beds. In determining the daily flow 

special methods are necessary for each class. The data on which the 

determinations are based and the methods of collecting them are, 

however, in general the same.

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

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

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

area of the cross section. The method chosen for any case depends 

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

funds available, and the length of time that the record is to be 

continued.

Slope method. Much information has been collected relative to the 

coefficients to be used in the Chezy formula, v = cv^Rs. 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
8 SDEFACE WATER SUPPLY, 1906.

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 measurements of 

flow. The conditions necessary to insure good results may be divided 

into two classes: (1) Those relating to the physical characteristics of 

the dam itself, and (2) those relating to the diversion and use of 

water around and through the dam.

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

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

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 & h%, or some similar standard weir formula, are known (see 

Water-Supply Papers Nos. 180 and 200°); (/) either no flashboards 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, the dam is built for purposes of power 

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

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

the dam. To insure accuracy in such determinations of flow, the 

amount of water diverted should be reasonably constant. Furthermore, it should be so diverted that it can be measured, either by a 

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

standard make, or which have been rated as meters under working 

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

which they work, and their angular velocities may be accurately 

observed.

The combination of physical conditions and uses of the water 

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

critical stage of considerable duration, the use of a head 011 a broadcrested dam of less than 6 inches. Moreover, when all other conditions are good, the cooperation of the owners or operators of the plant 

is still essential if reliable results are to be obtained.

a Water-Supply Paper No. 200 replaces No. 150, the edition of which has been exhausted.
INTRODUCTION. 9

A gaging station at a weir or dam lias 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 quantit}r of water flowing past a certain section of a stream at a given time is termed a discharge measurement. This quantit}r is the product of two factors 

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

velocity is a function of surface slope, wetted perimeter, roughness of 

bed; and the channel conditions at, above, and below the gaging section. 

The area depends on the contour of the bed and the fluctuations of 

the water surface. The two principal ways of measuring the velocit}^ 

of a stream are by floats and current meters.

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

that the data may have the required degree of accuracy. Their essential requirements are practical!}7 the same, whether the velocity is 

determined by meters or floats. The}T are located, as far as possible, 

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

bed of the stream is reasonably free from large projections of a permanent character, and where the banks are high and subject to overflow only at flood stages. The station must be so far removed from 

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

Certain permanent or semipermanent structures, usually referred 

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

These are a gage for determining the fluctuations of the water surface, bench marks to which the datum of the gage is referred, permanent marks on a bridge or a tagged line indicating the points of measurement, and, where the current is swift, some appliance (generally 

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

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

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

and the cost of the equipment is small.

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

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

bottom makes one of the most satisfactory surface floats, as it is 

affected but little by wind. In case of flood measurements good 

results can be obtained by observing the velocity of floating cakes of 

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

must be used to reduce the observed velocit}" to the mean velocit}". 

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.
10 SURFACE WATER SUPPLY, 1906.

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 screwpropeller wheel, as the Haskell. Each meter has been developed for 

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

meter, shown in PL II, B, which has been largely developed and 

extensively used by the United States Geological Survey, an attempt 

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

practically all conditions.

Current-meter measurements may be made from a bridge, cable, 

boat, or by wading, and gaging stations may be classified in accordance with such use. Fig. 1 shows a typical cable station.

In making the measurement an arbitrary number of points are laid 

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

which the velocity and depth are observed are known as measuring 

points, and are usually fixed at regular intervals, varying from 2 to 20 

feet, depending on the size and condition of the stream. Perpendiculars dropped from the measuring points divide the gaging section into 

strips. For each strip or pair of strips the mean velocity, area, and 

discharge are determined independently, so that conditions existing
U. S. GEOLOGICAL SURVEY NO. 203 PL. II

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

Ijy 

3 PBH

i'. PRICE CURRENT METERS.
INTRODUCTION. 11

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

not apply.

Three classes of methods of measuring velocity with current meters 

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

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

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

mid-depth.

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

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

make a complete measurement by this method, its use is limited to the 

determination of coefficients for purposes of comparison and to measurements under ice.

In the second multiple-point method the meter is held successively 

at 0.2 and 0.8 of the depth, and the mean of the velocities at these two 

points is taken as the mean velocity for that vertical. On the assumption that the vertical velocity-curve is a common parabola with horizontal axis, the mean of the velocities at 0.22 and 0.79 of the depth 

will give (closely) the mean velocity in the vertical. Actual observations under a wide range of conditions show that this second multiplepoint method gives the mean velocity very closely for open-water conditions, and moreover the indications are that it holds nearly as well 

for ice-covered rivers.

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

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
12 SUKFACE WATER SUPPLY, 1906.

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

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

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

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

for which the coefficient for reducing to mean velocity has been 

determined.

Extensive experiments by vertical velocity-curves show that the 

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

depth. In general practice the thread of mean velocity is considered 

to be at 0.6 depth, at which point the meter is held in 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 on the stage, velocity, and channel conditions. The higher 

the stage the larger the coefficient. This method is specially adapted 

for flood measurements, or when the velocity is so great that the 

meter can not be kept at 0.6 depth.

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

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

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

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

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

check on the point methods.

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

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

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

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

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

sounding line or rod. For streams with permanent beds standard 

cross sections are usually taken during low water. These sections 

serve to check the soundings which are taken at the time of the measurements, and from them any change which may have taken place in 

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

obtaining the area for use in computations of high-water measurements, as accurate soundings are hard to obtain at high stages.

In computing the discharge measurements from the observed velocities and depths at various points of measurement, the measuring section is divided into elementary strips, as shown in fig. 1, and the 

mean velocity, area, and discharge are determined separately for either
INTRODUCTION. 13

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

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

by dividing the total discharge by the total area.

The determination of the flow of an ice-covered stream is difficult, 

owing to diversity and instability of conditions during the winter 

period and also to lack of definite information in regard to the laws 

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

frequent discharge measurements during the frozen periods by the 

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

accurate record of the conditions, such as the gage height to the surface 

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

character of the ice, etc.

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

made by constructing a rating curve (really a series of curves) similar 

to that used for open channels, but considering, in addition to gage 

heights and discharge, the varying thickness of ice. For information 

in regard to flow under ice cover see Water-Supply Paper No. 187.

OFFICE METHODS OF COMPUTING RUN-OFF.

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

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

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

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

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

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

method used in measuring flow.

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

standard weir formula. The coefficients to be used in its application 

depend on the type of dam and other conditions near its crest. After 

inserting in the weir formula the measured length, of crest and the 

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, 

w^hich include the record of stage of the river at the time of measurement, the area of the cross section, the mean velocit}^ of the current, 

and the quantitj^ of water flowing. A thorough knowledge of the 

conditions at and in the vicinity of the station is also necessary.

The construction of the rating table depends on the following laws 

of flow for open, permanent channels: (1) The discharge will remain 

constant so long as conditions at or near the gaging station remain 

constant; (2) the discharge will be the same whenever the stream is 

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

stream be neglected; (3) the discharge is a function of and increases 

gradual^ with the stage. 

IRR 203 07 2
14

13

12

II

to

<b 10 

«

 5 .

 u

IN /SO? NO. I

 1903 NO. a TO 7 

" 1904 NO. 8

 1905 NO. . 

" 1906 NO. 14

w

Ve>ocity n

0

secc n

4-.0

10,000 30,000 30,000 40,000 50,000 60.000 70,000 80.000 90,0

Discharge in second-fee

FIG. 2. Discharge, area, and mean-velocity curves for Potomac 
INTRODUCTION. 15

The plotting of results of the various discharge measurements, using 

gage heights as ordinates, and discharge, mean velocity, and area as 

abscissas, will define curves which show the discharge, mean velocity, 

and area corresponding to any gage height. For the development of 

these curves there should be, therefore, a sufficient number of discharge measurements to cover the range of the stage of the stream. 

Fig. 2 shows a typical rating curve with its corresponding meanvelocity 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 on the surface 

slope, the roughness of the bed, and the cross section of the stream. 

Of these, the slope is the principal factor. In accordance with the 

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

line, convex or concave toward either axis, or a combination of the 

three. From a careful study of the conditions at any gaging station 

the form which the vertical velocity-curve will take can be predicted, 

and it may be extended with reasonable certainty to stages beyond 

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

with the area curve in locating errors in discharge measurements and 

in constructing the rating table.

The discharge curve is defined primarily by the measurements of 

discharge, which are studied and weighted in accordance with the 

local conditions existing at the time of each measurement. The curve 

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

curve under normal conditions is concave toward the horizontal axis 

and is generally parabolic in form.

In the preparation of the rating table the discharge for each tenth 

or half tenth 011 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, the discharge 

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

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

beds which shift slowly or are materially changed only during floods
16 SURFACE WATER SUPPLY, 1906.

rating tables can be prepared for periods between such changes and 

satisfacton7 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 of 

the United States Geological Survey, Part IV, page 323, and in the 

Engineering News of April 21, 1904. This method, or a graphical 

application of it, is also much used in determining the flow at stations 

where the bed shifts but slowly.

COOPERATION AND ACKNOWLEDGMENTS.

Assistance has been rendered or records furnished by the following, 

to whom special acknowledgment is due: The Maryland Geological 

Survey; E. Mather, president of the board of water commissioners, 

Harrisburg, Pa.; M. C. Nagle, chief engineer of the board of water 

commissioners, Harrisburg, Pa.; Gary T. Hutchinson, chief engineer 

of McCall Ferry Power Company; Dr. C. A. Schenck, director of the 

Biltmore School of Forestry.

MIDDLE ATLANTIC STATES DRAINAGES. 

SUSQUEHANNA RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN.

Susquehanna River rises in Otsego Lake, in northern Otsego 

County, N. Y., at an elevation of 1,193 feet above tide, and flows in a 

general southerly direction into Chesapeake Bay. Its course is in 

many places extremely tortuous, crossing the State boundary between 

New York and Pennsylvania three times. The entire length of the 

river is ab'out 500 miles, and it drains an area of 27,400 square miles, 

of which 21,060 square miles lie in Pennsylvania, 6,080 in New York, 

and 260 in Maryland.

The topography of the basin varies widely in character. In New 

York the stream and its tributaries flow through a rolling and in 

places rather broken country, bounded on the north by a mountainous area. In this part of the course its bed is of gravel or sand, 

with occasional rock ledges, and its banks are moderately high and 

not extensively subject to overflow. In Pennsylvania the river 

enters a mountain region, its banks are high, and it winds and twists 

among the parallel ranges in a bed composed generally of drift materials, gravel, sand, and bowlders. In the lower part of its course, 

from Marietta to Havre de Grace, it occupies a broad, deep valley,
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 203 PL. Ill

POWER-PLANT CONSTRUCTION. 

A, On Susquehanna River, near McCall Ferry, Pa.; B, On Shenandoah River, near Millville, W. Va.
SUSQUEHANNA RIVER DRAINAGE BASIN. 17

varying in width from a few hundred feet to more than a mile, and is 

for the most part bounded on either shore by rocky bluffs and tablelands elevated from 100 to 500 feet above its waters.

Above the mouth of the West Branch the fall of the stream is uniform and gradual; below that point the fall becomes more irregular, 

and there are at many places rapids where the stream flows over a 

rocky bottom. The elevation of the river at the mouth of the West 

Branch is 400 feet above mean sea level at Havre de Grace, the distance between the two points being 125 miles. The slope is, however, 

extremely variable.

The fall in the lower part of the river offers exceptional opportunities for power developments, the value of which is greatly enhanced by their proximity to an unlimited market in the adjacent 

large cities. The hydrographic investigations of the Geological Survey along Susquehanna River have been of great assistance to engineers in investigating these powers. PL III, A, shows the construction at McCall Ferry, where the McCall Ferry Power Company is 

developing a large power plant. In estimating for this development 

the records of the Geological Survey played an important part. ^

In early days a complete system of canals was built along the river 

from the New York State line to the bay, but these have been abandoned with the establishment of railroads. The head of navigation is 

at the fall line, near the mouth of the stream, but various stretches are 

navigable for flatboats.

All available hydrographic data for Susquehanna River basin prior 

to 1905 have been collected and published in Water-Supply and Irrigation Papers Nos. 108 and 109. No. 108 treats principally of the 

quality of the water, and No. 109 gives in detail information relative 

to fluctuations in stage and quantity of water flowing.

SUSQUEHAXNA RIVER AT BIXGHAMTON, N. Y.

This station was established July 31, 1901. It is located at the 

Washington Street Bridge, about 800 feet upstream from the junction 

of Chenango and Susquehanna rivers. The conditions at this station 

and the bench marks are described in Water-Supply Paper No. 167, 

page 17, where are given also references to publications that contain 

data for previous years.

Discharge measurements of Susquehanna River.at Binghamton, N. Y., in 1906.

Date.

July 24.........

ITydrographer.

C. C. Covert .................................

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

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

Width.

Feet. 

207

298

305

Area of 

section.

Sq.ft. 

1,200

1,100

1,210

Gage 

height.

Feet. 

2.33

1.98

2.25

Discharge.

Scc.-ft. 

1,670

732

1,070
18 SURFACE WATER SUPPLY, 1906.

Daily gage height, in feet, of Susquehanna River at Binghamton, N. Y., for 1906.

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.

3.62

3.28

2.95

3.08

402

445

3.55

3.1

2.88

2.72

2.88

2.8

3.0

3.2

3.08

2.95

2.92

3.05

2.85

2.98

4.75

7.55

9.6

8.1

5.95

4.8

4.32

3.4

Feb.

as

2.72

2.72

2.62

2.82

2.68

2.55

2.62

2.68

2.98

2.42

2.45

2.48

2.45

2.52

2.52

2.38

2.35

2.45

4.0

5.8

5.32

5.78

5. 18

3.6

Mar.

ai

a os

3.0

6.9

9.3

6.35

4.6

3.75

3.6

3.5

3.18

3.08

2.92

2.88

2.67

2.79

2.72

2.67

2.47

2.67

2.85

2.85

2.42

2.39

2.42

3.59

9.72

9.42

Apr.

8.12

6.42

5.45

5.27

7.59

6.72

5.82

5.42

7.12

9.35

8.49

7.19

6.47

8.92

9.64

9.14

6.54

5.58

5.01

4.61

436

444

426

a 88

3.56

3.36

3.16

May.

2.91

2 91

3.46

5.01

3.78

3.58

3 44

3.28

3.21

3.28

3 14

3.01

2.98

9 95

2.9

3.03

2.85

2.7

2.5

2.47

2.43

2.85

4.43

7.7

5.9

June.

4.0

3.33

3.17

Q A

3.85

3.45

3.13

3.64

4 22

486

3.86

3.06

2.96

2.69

2.56

July.

a 12

2.99

9 7Q

2.74

2.36

2.42

2.64

2.54

2.29

2.08

2.13

2.28

2.31

2731

2.28

2.23

2. 15

2.33

2 21

2.21

Aug.

2.08

2.08

9 1

2.08

2.0

9 7ft

2.38

2.15

9 ft^

1 98

1 9

1.85

1.9

2.0

2.3

2.45

2.28

Sept.

2 2

0 1 C

2

1

2.02

1 9

1 9

1.85

1.88

1 9

1.75

1.8

1.85

i no

1.92

1.92

1.95

1 9

Oct.

1.98

9 ft9

2.02

2 0

2 0

1 95

2.0

1 98

2 0

1 98

1.98

1 QO

2.0

2.0

2.0

1 98

425

3.8

3.6

2.62

2

C

2.7

2.6

Nov.

2 75

2 Q5

2 45

9 *¥>

9 98

9 9^

2.22

2 2

2 22

9 '-;9

2 4

9 49

2 4

2 42

2

0

6.1

c 1 9

4 88

4 2

O K£

3.45

3.28

q o

o 99

Q 1

Dec.

2 9

2 92

2 QC

9 AS

9 ft

0 C

3. 92

3 48

3. 52

0 ft

0 fiC

3 42

0 C

K Q

5.9

A 7C

3.45

3 4

o 1

9 7^

2.7

q AP;

2.65

2.6

45

NOTE. River seldom freezes over at the gage. There is considerable anchor ice during Janu 

February and parts of March and December.

Rating table for Susquehanna River at Binghamton, N. Y.,for 1901 to 1906.

Gage ' Disheight. charge.

Feet. \ Sec.-ft.

1.75 1 210

1.80 1 315

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

525

740

960

1,180

1.400

1,625

1,855

2,085

2,315

2,545

2,785

Gage Disheight. j charge.

Feet.

3.00

Sec.-fl.

3,025

3. 10 Si 265

3.20

3.30

3.40

3.50

3.60

3,505

3,755

4,005

4,255

4,505

3.70 4,755

3.80

3.90

4.00

4.10

4.20

5,005

5,255

5,510

5,770

6,030

Gage 

height.

Feet.

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

Discharge.

Sec.-ft.

6,300

6,570

6,845

7,125

7,405

7,690

7,980

8,280

8,880

9,495

10,120

10, 760

11,400

Gage 

height

Feet.

6.20

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

9.00

10.00

Discharge.

Sec.-ft. 

12,040 

12,680 

13,320 

13.960 

14,600 

15,260 

15,920 

16,590 

17,270 

17,950 

21,500 

25,100

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

measurements made during 1901-1906. It is well defined between gage heights 2 feet and 5 feet. The 

upper part of the curve is based on one measurement at 16.3 feet.
SUSQUEHANNA RIVEE DRAINAGE BASIN. 19

Monthly discharge of Susquehanna River at Binghamton, N. Y.,for 190(i. 

[Drainage area, 2,400 square miles.]

Month.

Discharge in second-feet.

Maximum. 1 Minimum. Mean.

Run-off.

Sec.-ft. per ! Depth in

January... 

February_. 

March.."... 

April.. 

May.......

J une.......

July.......

August....

September. 

October....

November. 

December..

23,700

10,800

24,000

23,800

16.900

7,840

4,660

3,380

1,180

6,160

11,700

11.800

2, £60 5,720

1,510

1,COO

3,740

6,790

2,880 11,500

1,620 4,5(0

1,720 ! 4,070

850 , 1,710

420 1,220

210 705

567 1,580

1,180

1,810

3,470

4,380

The year. 24,000 210 4,120

2. 38 2. 74

1. 56 1. 62

2. 83 3. 26

4.79

1.90

5.34

2.19

1. 70 1. 90

.712 1 .82

.503

.294

.658

.59

.33

.76

1.45 1.62

1. 82 2. 10

1.72 23.27

NOTE. Values for January, February, March, and December are probably slightly in excess of the 

true values owing to ancho'r ice. Values for January to March and September and December are 

good. Values for April to August, and October, and November are excellent.

The following table gives the horsepower (80 per cent efficiency) 

per foot of fall that may be developed at different rates of discharge 

and shows the number of days on which the flow and the corresponding horsepower were respectively less than the amounts given 

in the columns for "discharge" and "horsepower:"

Discharge and horsepower table for Susquehanna River at Binghamton, N. Y.,from 1901

to 1906.

Discharge in 

secondfeet.

Horsepower 

(80 per 

cent efficiency) 

per foot

fall.

330

385

30

35

Number of days of deficient flow.

ISOl.o ' 1902.

440 40 1 ......

45 6

10 !........

9Q 9

770 70 36 i 6

880

990

1,100

1,320

1,540

1,760

1,980

80 60 10

SO 63

100

120

140

160

180

74

89

101

111

117

14

31

52

77

96

133

190?. 1904.

6 '........

7 ........

13 '.....

19

1905. 1906.

2

......... 2

8

23 2

27 11

33

45

54

71

28

31

36

55

90 i 74

104 1 91

119 107

1

7

15

33

66

89

117

14

23

41

54

64

73

85

100

125

138

a August 1 to December 31.

NOTE. The minimum flow in the period August 1, 1901, to December 31, 1906, was 210 second-feet, 

giving 19 horsepower per foot of fall on one day in September, 1906.

SUSQUEHANXA RIVER AT WILKESBARRE, PA.

This station was established March 30, 1899. It is located at the 

Market Street Bridge, Wilkesbarre, Pa. Gage heights are furnished by the United States Weather Bureau. The conditions at 

this station and the bench marks are described in Water-Supply
20 SURFACE WATER SUPPLY, 1906.

Paper No. 167, page 19 7 where are given also references to publications that contain data for previous years.

The following discharge measurement was made July 2, 1906: 

Area, 4,800 square feet; gage height, 5.51 feet; discharge, 9,400 second-feet.

Daily gage height, in feet, of Susquehanna River at Wilkesbarre, Pa., for 1906.

Day.

I.............. 

2 

3:........---.. 

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

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

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

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

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

10.....-....---.

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

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

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

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

18-...-.-.-.--.- 

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

20..........-.--

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

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

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

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

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

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

Jan.

8.0 

7.0 

6.2 

6.0 

6.1

6.6

6.3

5.8 

6.3

5.9

6.2 

5.9

5.8

5.4

5.4

4.9 

5.0 

5.1

T 9

6.2

11.9

14.8

12.6

10.3

8.3 

7.5 

6.8 

6.4

Feb.

6.0 

5.9 

5.6 

6.7 

6.1

4.7

4.8 

5.1

5.0

5.1 

4.9

5.2

5.1

4.7

4.1

4^3 

4.4

4.3

5.3

5.6

10.4

8.8

9.3

8.8

8.3

Mar.

7.6 

6.4 

5.2 

11.4 

13.0 

11.6

8.7

7.4

6.9

6.4

6.0

5.8

5.3

5.0

5.0

4.8 

4.6 

4.4

4.2

J.2

4.0

4.0

4.1

4.3

9.8 

17.4 

15.3 

15.0

Apr.

17.7 

11.8 

12 7 

11 '.0 

11.1

12.8

12.6

11.0 

11.6

14.8

15.6 

14.3

12.5

12.4

15.1

15.2

13.4 

11.4 

9.8

8.8

7.6

8.5

8.7

7.4

6.8 

6.3 

5.9

May.

5.6 

5.4 

5.4 

5.4 

7.0

7.4

6.7

6.4

6.0 

5.9

5.6

5.6 

5.6

5.3

^ 9

5.2

*\ 9

5:1

6.0 

5.6

4.8

t.4

4.2

4.0

4.0

5.1 

14.0 

12. G 

10.1

June.

8.6 

8.5 

6.8 

6.2 

5.7

5.4

7.8

6.9 

6.2

6.5

6.6 

6.4

4.9

5.3

7.2 

9.9 

10.2

10.0

8.6

I'l

5.8

5.0

4.7 

4.4 

5.9

July.

5.7 

5.5 

7.5 

8.5 

7.1

6.1

5.0

4.7 

4.5

4.4

4.5 

4.8

4.1

3.9

4.0 

4.1 

4.2

4.2

4.0

3.8

4.0

3.6

3.5 

3.4 

3.2 

3.5

Aug.

3.4 

3.2 

3.3 

3.3 

3.8

3.4

4.1

4.2 

5.0

4.5

3.9 

4 3

4.0

3.7

3.3

3.2

3.1 

3.0

2.8

2.8 9 g

3.7

3 7

3.9

4.1 

4.0 

4.3

Sept.

4.1 

3.7 

3.5 

4.0 

3.3

3.1

3 1

2.8

3.0 

2.9

2.8

2.7

9 7

2.7

2.7

2.6

2.6

2.6

2^5 

2.6

o a

2.6

2.5

2.6

2.9

2.8 

2.8 

2.8

Oct.

2.4 

2.8 

2.7 

2.7 

3.1

0 ±

0 1

3.1 

3.1

3.3

3*2

3.3 3.3'

3.2

3.1 

3.0 

3.2

5.5

8.6

6.6

5.1 

5.1 

5.2 

5.2

Nov.

5.3 

5.3 

5.4 

5.2 

5.0

4.6

4.2 

4.0

3.9 4.0

4.4

4.7

4.4 

5.7

8.5

9.4

9 0

8.3

6.7

6.3

5.8 

5.6 

5.5

Dec.

5.4 

5.2 

5.0 

5.0

4.8

4.8

6.2

9 9

8.8

6.3

6.3 

8.0

Q 9

8.6

7.7

9.3

9.2 

8.0 

6.6

5.9

b*2

5.9

6.9

7.1 

8.2 

7.5 

6.2

Rating table for Susquehanna River at Wilkesbarre, Pa., for 1905-6.

Gage 

height.

Feet. 

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.

Sec.-ft. 

1,050

1,180

1,320

1,470

1,630

1,810

2,000

2,200

2,410

2.620

2,840

3,070

3,300

Gage 

height.

Feet. 

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

Discharge.

Sec.-ft. 

3,540

3, 780

4,030

4,280

4,540

4,800

5,070

5,340

5,620

5,910

6,210

6,520

6,830

Gage 

height.

Feet.

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

7.20

7.40

Discharge.

Sec. -ft.

1, 150

7,800

8, 490

9,210

9,950

10, 710

11,470

12,240

13, 020

13,810

14,610

15,430

16, 270

Gage 

height.

Feet. 

7.60

7.80

8.00

9.00

10.00

11.00

12.00

13.00

14.00

15.00

16.00

17.00

18.00

Discharge.

Sec.-ft. 

17,130

18,030

18, 910

23,700

28, 760

33,960

39, 510

45, 400

51, -700

58, 400

65.500 73; ooo

80,900

NOTE. The above table is applicable only for open-channel conditions. It is based on 26 discharge 

measurements made during 1899-1906. It is well defined between gage heights 2.2 feet and 21 feet. 

Below gage height 6 feet the table is the same as for 1904.
SUSQUEHANNA RIVER DRAINAGE BASIN.

Monthly discharge of Susquehanna Rirer at Wilkesbarre, Pa., for 1906. 

[Drainage area. 9,810 square miles.]

21

Discharge in second-feet. Run-off.

Month. 

Maximum.

January. ............ ..... ................. .".000

February...... . ....... ... 30.800

March ................... ................... 70. 100

Mav............... . ....................... 51.700

June '^9 SOO

July......................................... 21,200

October. . .................................... 21. 700

November. ...... . . ................. . ... 25,700

December .................................... 28. 200

Minimum. Mean.

0,830 15,400

4, 280 18, 700

4.280 12,100

2. 410 6, 490

1,630 3,000

1,180 1,870

1.050 , 5,130

4,030 10,100

6.520 15.000

Sec. -ft. per 

sq. mile.

1.57

1.09

1.91

3.81

1.23

.662

.373

.191

.523

1. 03

1.53

Depth in 

inches.

1.81

1.14

2.20

4.25

1.42

.76

.43

.21

.60

1.15

1.76

The year. 1.050 12,500

NOTE. Owing to ice there may have been considerable backwater during the last week in December. 

The discharge was computed for open-channel conditions. Values for 1906 are excellent, with the 

exception of those for September and December, which are good.

SUSQUEHANXA KIVEK AT DANVILLE, PA.

This station was established March 25, 1899. It is located at Mill 

Street Bridge, 600 feet south of the pubKc square, Danville, Pa., 

near the Pennsylvania Railroad station, South Danville. The conditions at this station and the bench marks are described in WaterSupply Paper No. 167, page 23, where are given also references to 

publications that contain data for previous years.

The following discharge measurement was made June 30, 1906:

Width, 870 feet; area, 3,560 square feet; gage height, 4.23 feet; discharge, 9,360 

second-feet.

Daily gage height, in feet, of Susquehanna River at Danville, Pa., for 1906.

Day.

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

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

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

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

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

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

'9..............

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

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

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

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

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

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

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

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

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

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

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

29

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

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

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

Jan.

6.7

6.1 

5.5 

5.0

c 9

c q

5.8

5.4

4.5

4.0

4.2 

4.3

4.5

4.5 

4.3

7 *}

9.3 

11. G

Feb.

4.9 

4.5

4.2

.......

7.9

7. 5 

7.4

Mar.

5.4 

5.5 

9.25 

10.7

9.75

8.8

7.8 

6.8

6.2 

6.0

5.3

5.3

5.0 

4.1

4.5

4.5

4.3 

4.3

3.8

3.9

3.7

3.8

Apr.

12.5 

10.6

9.25

11.4

11.0 

9.3

9.2 

11.8

12 7

11.8

10.5 

12.3

13.2

12.7

11.5 

9.75

8.7

6.8 

6.9

May.

4.8 

4.6 

4.9 

4.6

4.6

5.8

5.0

5.0

4.8

4.6

4.6

4.5 

4.3

4.3

4.4

4.3 

4.5

4.8

4.7

4.6

4.2

3.9 

3.8

June.

7.4

6.0 

6.4 

6.3 

5.5

4.7

5.2

6.3 

6.0

5.5 

5.1

5.4

5.1

5.2 

4.8

4.4

4.3

5.4 

8.75 

9.4

8.8

8.6

6.9

6.0

5.4

July.

4.8 

4.6 

5.3 

6.3

5.5

5.0

4.5

4.2

4.0 

4.0

3.8

3.9

4.1

3.9

Aug.

3.1

3.0 

3.0 

3.0 

3.3

3.4

3.2

3.6 

3.7

3.9 

4.1

3.7

3.4

3.7 

3.5

3.2

3.0

2.9

2.8 

9 7

2.6

2.7

2.7

3.3 

3.3

Sept.

3.9

3.5 

3.7 

3. 3 

3.1

3.0

2.9

2.8 

2.8

2.8

2.7

9 ft

2.5 

2.5

2.1

2.4

2.4 

2.3 

2.3

2.3

2.4

2.4

2.4 

2.3

Oct.

2.5

2.5 

2.6 

2.5 

2.9

3.1

3.1

3.0 

2.9

2.8 

* 9

3.0

3.0

2.9 

2.9

2.9

2.9

2.9

2.8 

2.8

3.3

6.6

6.5

5.9

5.2

Nov.

4.6

4.6 

4.6 

4.6 

4.4

4.3

4.1

3.9 

3.8

3.7 

3.7

3.6

3.5

3.5

3.8

3.9

4.0

4.0 

4.1 

5.4

7.5

7.5

7.3

7.0 

6.5

Dec.

4.3 

4.1 

4.3 

4.0

4.6

5.7

6.5 

7.1

7.6 

6.0

5.3

5.3

5.2 

5.1

5.1

5.7

7.6

6.8 

5.6

5.5

5.2

5.0

4.7 

4.3
22 STTEFACE WATEE SUPPLY, 1906.

Daily gage height, in feet, of Susquehanna River at Danville, Pa., for 1906 Continued.

Day.

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

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

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

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

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

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

Jan.

11.0

'9.1 

7.5

6.7

5.9

5.6

Feb.

7.8

7.5 

6.6

Mar.

3.8

3.7 

6.65

13.5

12.8

12.5

Apr. May. June.

6.6 3.6 4.9

6.3 3.7 4.5 

5.9 4.1 1.4

5.1 10.1 4.1

....... 8.7 .......

July.

. ... 

.......

Aug.

3.5

3.6 

3.8

3.6

3.5

3.8

Sept.

2.3

2.4

 > 5

2.5

Oct.

4.8

4.6 

4.5

4.3

4.4

4.5

Nov.

5.7

5.4 

5.1

4.7

4.5

Dec.

4.1

3.7 

3.6

3.4

3.7

4.8

NOTE. River frozen February 5-21; backwater, February 23.

Rating table for Susquehanna River at Danville. Pa., for 1906.

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

Dis- j 1 Gage Dis- Gaee Dis- Gage Discharge. | height. charge. height. charge. ; height, charge.

Sec.-fl. : , Feet. Sec.-ft. Feet.

1,640 ! 3.40

1,840 3 50

2,060

2,300

2,560

2.840

3.140

3, 460

3. 780

4,120

3. 0

3.70

5, (300 4. 70

6, 000 4. 80

6,400

6,800

3. 80 7, 220

3.90

4.00

4.10

4.20

4.30

4, 480 4. 40

4, 840 4. 50

5, 220 4. GO

7,660

8,100

8,560

9,040

9,520

10,000

10. 500

11,000

4.90

Sec.-ft.

11,500

12, 020

Feet. ' Sec.-ft.

1. 00 24. 500

7.20

12,540 i 7.40

5. 00 , 13, 060

5. 20 14, 150

5.40

5.60

5.80

6.00

6.20

6.40

7. CO

7.80

15, 250 8. 00

16. 350 ; 9. 00

17, 450 ! 10. 00

18, 550 11. 00

19, 110 ; 12. 00

20, 900

(>. 60 ' 22, 100

6.80 23. 300

13 00

It 00

25, 720

26, 960

28, 260

29, 580

30,940

38,200

46,220

54, 920

64, 320

74. 420

15.120

NOTE. The above table is applicable only for open-channel conditions. It is based on 23 discharge 

measurements made during 1899-1906. It is well defined between gage heights 1.5 feet and 19 feet.

Monthly discharge of Susquehanna River at Danville, Pa., for 1906. 

[Drainage area, 11,100 square miles.]

Month.

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

Discharge in second-feet.

Maximum.

60,500 

29, (WO 

79,700 

87,300 

47,100 

41,300 

20,300 

8.560 

7,660 

22,100 

27,600 

28,300

87,300

Minimum.

8,100 

5,500 

6,800 

13,600 

6,400 

8,560 

3,000 

2,840 

1,640 

2,560 

6,000 

5,600

1,640

Mean.

18,800 

13,000 

22,800 

44,800 

14,000 

18,200 

8,100 

5,330 

3,200 

7,000 

12,300 

14,000

15,100

Run-off.

Sec.-ft. per 

sq. mile.

1.69 

1.17 

2.05 

4.04 

1.26 

1.64 

.730 

.480 

.288 

.631 

1.11 

1.26

1.36

Depth in 

inches.

1.95 

1.22 

2.36 

4.51 

1.45 

1.83 

.84 

.55 

.32 

.73 

1.24 

1.45

18.45

NOTE. The mean and minimum flows for February and July were determined by comparison with 

the flow at Wilkesbarre. Values for 1906 are excellent,"with the exception of February and July, which. 

are good.

The following table gives the horsepower (80 per cent efficiency) 

per foot of fall that may be developed at different rates of discharge 

and shows the number of days on which the flow and the corresponding horsepower were, respectively, less than the amounts given in the 

columns for " discharge " and " horsepower/'
SUSQUEHANNA RIVER DEAINAGE BASIN. 23

Discharge and horsepower table for Susquehanna River at Danville, Pa., from 1899 to 1906.

Discharge in 

second-

'

880

990

1,100

1,320

1,540

1,760

1,980

2,200

2,750

3,300

3,850

4,400

4,950

5,500

6,600

7,700

Horse-

(80 per 

cent efficiency)

per foot

fall.

80

90

100

120

140

160

180

200

250

300

350

400

450

500

600

700

Number of days of deficient flow.

1899.0 1900. ' 1901.

i 

1902. ! 1903.

1

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

30

........ 30

31 55

42 75

59

71

83

89

104

120

127 ! 147

137 154

142 163

158 173

169 179

1904.6

i 

1905. i 1906. 1

i

14

29

44

71

91

173 182 113

193 186 151

207 194 171

6-6 8

12 15 39

16 25 . 67

32 39 83

48 50 95

53 58 111

91 i 75 139

111 98 156

......... 1

........ 1

........ 6

........ 21

3 30

10 50

23 61

37 ' 70

60 81

96 105

121 , 138

o March 25 to December 31, 1899.

6 No records at Danville for 1904. These results are obtained by using the Wilkesbarre records, 

increased in proportion to the drainage areas of the two stations.

NOTE. During the period covered by the above table the minimum flow was 830 second-feet, giving 

75 horsepower per foot of fall, on three consecutive days in September, 1900.

SUSQUEHANNA RIVER AT HARRISBURG, PA.

Regular daily observations of the stage of Susquehanna River at 

Harrisburg were started in 1890 by E. Mather, president of the Harrisburg water board. During the first half of 1906 the gage heights 

were furnished by Mr. Mather and during the last half by the United 

States Weather Bureau, which now maintains this station. The conditions at this station and the bench marks are described in WaterSupply Paper No. 167, page 26, where are given also references to 

publications that contain data for previous years.

The following discharge measurement was made June 29, 1906:

Width, 2,500 feet; area, 10,100 square feet; gage height, 2.44 feet; discharge, 

17,100 second-feet.

Daily gage height, infect, of Susquehanna River at Harrisburg, Pa., for 1906.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

5.2 

4.95

4.4

4.4

4.85

5.15 

5.1

4.9 

4.1 

3.65

3.0 

3 0

3.0

3.1

3.2

Feb.

3.9 

3.4

3.3

2.8

2.7

2.2

1.8

1.9 

2.0 

2.0

2.05

9 1

1.9

2.15

2.5

Mar.

3.65 

3.5

3.0

3.7

7.5

7.0 

6.1

5.8 

4.8 

4.2

4.0 

3.6

3.5

3.5

3.2

Apr.

10.75 

10.6

9 1

7 9

7.2 

8^3

8.25 

7.4 

7.2

8.95

9.5

8,2

8.85

May.

3.35

3.2

3.05

3.05

3.1

3.15 

3.6

3.4 

3.2 

3.0

3.0

9 R-%

2.8

2.7

2.6

June.

5.45 

4.6

4.0

3.6

3.2

3.1

2.85

2.9 

3.5 

3.8

3.3

2.9

2.95

2.8

2.7

July.

2.2 

2.75

2.45

9 f\

3.4

3.3 

2.85

2.55 

2.3 

2.2

2.05

1.9

1.75

1.9

Aug.

1.7

1.6

1.7

1.8

2. 2

i. 2

2.1 

2.2 

2.3

2.3

3.7

3.2

2.8

Sept.

2.3 

2.2

2.0

2.1

2.5

2.2 

2.1

1.9 

1.7 

1.6

1.5

1.4

1.4

1.3

Oct.

1.0 

1.0

1.0

1.0

1.8

2.2 

1.9

1.8 

1.6 

1.6

1.4 

1.4

1.5

1.5

1.4

Nov.

2.8 

2.8

2.8

2.7

2.7

2.5 

2.4

2.3 

2.2 

2.1

2.0 

2.0

1.9

1.9

2.0

Dec.

2.2 

2.1

2.3

2.2

2.3 

4. C

4.6

3.9

3.5

3.6 

3.5 

3.5
24 SURFACE WATER SUPPLY, 1906.

Daily gage height, in feet, of Susquehanna Ricer at Harrisburg, Pa., for 1906 Continued.

Day.

1 Q

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

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

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

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

25

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

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

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

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

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

NOTE. 

I

Jan. Feb.

3. 35 2. 5

3 iK > 9,

3. 3 2. 0

) 2. 7

3. 55 2. 55 

4. 5 3 Q

9 .'i 3 7.1

8. 75 4. 3

0. 35 4. 0 

5 3

4. . ...

4. 4

Mar.

3.1

2.9

9 7

2. 7

2.6

2.4 

2.3

3.1

S.05 

10.2

Apr.

11

g

<s

0

4

4

4 

3

.,

q

0

8

35 

9

8

0

85 

0

May.

2. 55

2. b 

2.45

9 '->

2.05

2.25 

3.8 

7.2 

6.6

June.

2.4

0.8

5.4 

4.9

2. 7 

2^45 

2.35

July.

1 «

1.8 

1.8 

1.7 

2.4

9 9

2.1 

2.0 

1 Q

1 .8 

8

1. 7 

1.7 

1.7 

1.7

Aug.

2.5

2.1 

1.9 

1.7 

1.0

2.1

2.3 

2.0 

2.0 

2.4

2. 2

9 9

2.8 

3.2 

2.8 

2.4

Sept.

1 2

1.1 

1.1 

1.0 

1.1

1.0

1.0 1.0 ' 

.9

1.0 

1.0

1.0 

1.0 

1.0

Oct.

1 3

1.3 

1.3

2.'0

4.4 

5.1 

4.4 

4.0

3.0

o q

3.0 

2.9 

2.9

2.8

Nov. , Dec.

9

2.

9

2. 

2.

3. 

4. 

4. 

4. 

4.

3.

3.

2. 

2.

0 3.3 

1 3.4 

1 3.9 

1 4.5 

2 4.1

2 3.8 

2 3.9 

2 '3.8 

2 3.3 

0 2.9

7 2.9 

3 2.5 

0 2.1 

9 2.2 

7 2.5 

3.0

Ice conditions existed during portions of January, February, and March. 

lating table for Susquehanna Rircr at Harrisburg, Pa., for 1905 and 1906.

Gage 

height.

Feet. 

0. 90 

1.00 

1.10 

1.20 

1.30 

1.40 

1.50 

1.60 

1.70 

1.80 

1.90 

2.00 

2.10

Discharge.

Sec.-/?. 

6, 030 

6,550 

7, 090 

7.650 

8,240 

8, 850 

9, 520 

10.200 

10,930 

11,700 

]2,500 

13, 300 

14,160

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

Discharge.

Sec.-ft. 

15,050 

15,980 

16, 950 

17,960 

19, 010 

20, 100 

21,210 

22, 340 

23, 480 

24, 620 

25, 760 

26,910 

28, 130

Gage 

height.

Feet. 

3.50 

3.60 

3.70 

3.80 

3.90 

4.00 

4.20 

4.40 

4.60 

4.80 

5.00 

5.20 

5.40

Discharge.

Sec.-ft. 

29, 430 < 30, 800 

32,200 

33.600 

35,000 

36,400 

39, 200 

42, 200 

45. 400 

48,600 

51,900 

55,100 

58,400

Gage 

height.

Feet. 

5.60 

5.80 

0.00 

6.20 

6.40 

6.60 

6.80 

7.00 

8.00 

9.00 

10.00 

11.00 

12.00

Discharge.

Sec.-ft. 

61,700 

65,000 

68, 400 

71,900 

75, 500 

79,200 

82,900 

86,600 

105,600 

125,100 

145,600 

167, 500 

190, 500

NOTE. The above table is applicable only for open-channel conditions. It is based on 45 discharge 

measurements made during 1897-1906. It is well denned throughout. Below 7 feet the table is the same 

as for 1904.

Monthly discharge of Susquehanna River at Harrisburg, Pa., for 1906. 

[Drainage area, 24,000 square miles.]

Discharge in second-feet.

Month. 

Maximum.

January ..................................... 128, 000

July ......................................... 28, 100

August ...................................... 32, 200

October. ..................................... 53, 500

The year ............................... 172, 000

Minimum.

23,500 

11, 700 

16,000 

30,800 

13,700 

16,500 

10,900 

10,200 

6,030 

6,550 

12, 500 

14,200

6,060

Run-off.

"»" Ssq.mUPe? r

45,800 

21,000 

42, 700 

95, 300 

25, 600 

32, 200 

14, 800 

16, 200 

9,470 

17.400 

20,800 

20. 100

1.91 

.875 

1.78 

3.97 

1.07 

1.34 

.617 

. 675 

.395 

.725 

.807 

1.09

60,600 1.28

Depth in 

inches.

2.20 

.91 

2.05 

443 

1.23 

1.50 

.71 

.78 

.44 

.84 

.97 

1.26

17.32

NOTE. The computation of discharge for January, February, and March is based on open-channel 

conditions; the effect of ice was immaterial. Values for 1906 are excellent.
SUSQUEHANNA RIVER DRAINAGE BASIN". 25

The following table gives the horsepower (80 per cent efficiency) 

per foot of fall that may be developed at different rates of discharge 

and shows the number of days on which the flow and the corresponding horsepower were respectively less than the amounts given in the 

columns for "discharge" and "horsepower."

Discharge and horsepower table for Susquehanna Hirer at Harrisburg, Pa., from 1891 to

19ltC).

HorscDis- power 

charge (80 petin cent emsecond- i ciency) 

feet. per foot 

fall.

2,750 

3,300 

3,850 

4,400 

4,950 

5,500 

6,600 7,700" 

8,800 

9,900 

11,000 

12, 100 

13,200 

14,300 

15,400 

16,500 

17,600 

18,700 

19,800 

20,900 

22,000

Discharge 

in 

secondfeet.

2,750 

3,300 

3,850 

4,400 

4,950 

5,500 

6,600 

7,700 

8,800 

9,900 

11,000 

12,100 

13,200 

14,300 

15,400 

16,500 

17,600 

18,700 

19,800 

20,900 

22,000

250 

300 

350 

400 

450 

500 

000 

700 

800 

900 

1,000 

1,100 

1,200 

1,300 

1,400 

1,500 

1,600 

1,700 

1,800 

1,900 

2,000

Horsepower 

(80 per 

cent efficiency) 

per foot 

fall.

250 

300 

350 

400 

450 

500 

600 

700 

800 

900 

1,000 

1,100 

1,200 

1,300 

1,400 

1,500 

1,600 

1,700 

1,800 

1,900 

2,000

Number of days of deficient flow.

1891. 1892.

10 

14 

18 

45 

54 

72 

78 

90 

102 

122 

127

9 

14 

16 

37 

49 

59 

76 

88 

100 

106 

124 

132 

144 

150 

163 

166 

174 

187

1893. 1894.

11 

16 

22 

24 

31 

34 

40 

55 

75 

92 

96 

134 

142 

158 

160 

178 

181 

194 

203

2 

10 

11 

14 

18 

31 

47 

59 

72 

78 

82 

84 

93 

96 

108 

116 

127 

135 

144 

153

1895.

4 

20 

50 

62 

89 

104 

133 

139 

158 

169 

172 

178 

183 

188 

188 

192 

195 

201 

203 

213 

218

1896. 1897. 1898.

9 

18 

22 

28 

31 

39 

42 

48 

70 

93 

108 

114 

125 

128 

141 

146 

158 

163 

179 

183

3 

21 

32 

53 

66 

80 

94 

104 

117 

119 

133 

138 

142 

144 

160 

162 

180 

185

7 

15 

33 

37 

43 

50 

57 

61 

6885 ;

89 

105 

109 

120 

122 

137 

139

Number of days of deficient flow.

1898.

3 

17 

28 

48 

62 

83 

100 

119 

139 

147 

153 

157 

164 

167 

175 

181 

196 

201 

210 

215

1900.

23 

38 

44 

53

84 

118 

134 

148 

154 

157 

164 

187 

180 

190 

198 

205 

214 

217 

220 

224

1901. 1902.

1

7 

15 

28 

55 

86 

97 

121 

125 

141 

150 

161 

171 

182 

186

13 

19 

28 

36 

54 

65 

73 

83 

96 

111 

123 

126 

138 

146 

151

1903. 1904. 1905.

3 

5 

16 

21 

36 

42 

52 

72 

84 

101 

106 

109 

122 

128 

141

5

26 

53 

82 

116 

142 

163 

174 

179 

185 

188 

200 

203 

206 

209

15

32 

60 

86 

100 

124 

143 

100 

170 

180 

187

1906.

i 15 

19 

24 ; 33

48 

58 68 ' 

100 ' 

122 

135 

147 

162 

167 

182 

195

NOTE. From 1891 to 1906 the minimum flow was 2,330 second-feet, giving 212 horsepower, on two 

consecutive days in September, 1900. For days on which no gage readings were made at this station 

the table is based on discharges at McCall Ferry, with appropriate reduction. No correction has been 

made for ice except in 1904. In general the results would probably be affected only slightly by ice 

conditions.
26 SURFACE WATER SUPPLY, 1906.

SUSQTJEHANNA RIVER NEAR M CALL FERRY, PA.

This station was established May 17, 1902, by Boyd Ehle, who furnishes the gage heights. It is located at a narrow and rocky part of 

Susquehanna River, about 20 miles above its mouth and 1 mile above 

the village of McCall Ferry.

The measurements at this station have been referred to two permanent gages, designated as Nos. 2 and 5, which give elevations 

directly above sea level. No. 2 is about three-fourths mile below the 

village of McCall Ferry, in the tailrace of the proposed power house. 

It was read daily from June, 1902, through February, 1906, when 

operations at the dam began to cause backwater at the gage. Gage 

No. 5 is about 2 miles below McCall Ferry, at the foot of Cullys Falls, 

and is so located as to be entirely out of the influence of the dam. 

Regular readings on this gage w^ere not made until March 1, 1906, 

since which time it has been used exclusively. The conditions at this 

station and the bench marks are described in Water-Supply Paper 

No. 167, page 29, where are given also references to publications that 

contain data for previous years.

Daily gage height, in feet, of Susquehanna River near McCall Ferry, Pa., for 1906.

Day.

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

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

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

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

9

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

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

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

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

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

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

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

19

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

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

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

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

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

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

29

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

31............. 91 

Jan.

107. 17

105. 97

106. 15

106. 75

108. 28

108. 28

107. 89

107. 17

105.29

105. 29

104. 55

104. 94

104.94

105. 11

105. 11

105. 46

105. 62

105. 62

105. 37

105.29

105.20

105.29

105. 62

110. 77

114.73

112. 84

110. 65

109. 45

107. 89

Feb.

106. 24

105. 88

105. 02

104. 41

104.33

ioa90

102. 98

102. 57

102. 41

102. 81

102. 98

102. 81

102. 73

103. 14 loase

104.07

103. 64 loasg

10a47 loasg

103. 64

104.94

105. 62

106. 34

105. 97

107. 76

106. 64

........

Mar.

105.8

105.8

105.6

110.7

111.1

112.0

111.0

109.6

108.8

107.5

106.0

105.9

105.8

105.5

105.9

105.1

104.8

104.8

104.8

104.1

104.3

1041

103.9

103.8

103.6 ioa7

104.7

107.5

116.6

Apr.

117.8

115.9

nag

112.0

111.4

112.0

113.4

112.5 iiao

113.3

115.9

115.8

114.2

114.0

119.0

117.0

115.3

113.4

111.6

110.0

109.0

108.1

107.6

107.4

107.3

107.3

106.9

106.2

106.0

May.

105.4

105.3

105.2

105.0

105.1

105.9

105.7

105.1

104.8

104.6

104.6

104.5

104.4

104.3

104.2

104.1

104.1

104. 1

104.2

104. 1

ioa7 loas

103.1

102.9

103.1

103.4

108.0

110.7

June.

107.7

106.6

106.0

105.6

105.1

104.9

104.7

104.8

105.9

105.9

105.0

104.5

104.8

104.6

104.5

105.1

104.4

105.5

108.3

110.0

109.5 ioae

107.2

106.2

105.6

105.1

104.5 ioa9 ioa4

July.

103.1

102.8

103.1

103.0

103.8

104.8

104.2

103.9

103.5

103.5 ioa4 ioao

102.9

102.8

102.9 ioa2 ioao

102.9

102.7

103.5 ioa4

103.5

103.4 loas

ioa2

103.0

103.0

103.2

103.1

103.0

Aug.

102.9

103.1

103.3

104.9

103.7

103.7 ioas ioae ioae

103.6

103.8

104.6

105.2

104.9

104.5 ioas ioas ioao

102.9

102.8 ioa7 ioag

103.2

102.9

103.8

103.6

103.9

104.5

104.7

Sept.

103.8

103.7

103.6

103.2

103.2

104.0

103.6

103.2

102.8

102.5

ioao

103.4

102.0

102.1

102.0

102.4

102.4

102.4

102.0

101.9

101.9

101.5

101.5

101.2

101.5

101.1

101.2

101.3

101.4

101.4

Oct.

101.3

101.8

101.5

101.0

102.5

104.2

103.2 ioao

102.4

102.2

102.0

101.8

101.8

101.8

102.1

101.7

101.7

101.6

101.4

102.0

104.6

105.4

106.8

107.4

106.4

105.6

105.2

104.8

104.4

104.0

104.0

Nov.

104.2

104.1

104.0

104.0 ioa9

103.5

103.2

103.3

103.3

103.0

102.6

102.5

102.5

102.5

102.5

102.6

102.6

102.6

103.0

105.0

106.0

106.0

106.0

105.6

105.2

104.8

104.4

104.0

Dec.

104.0

104.0

103.5

103.5 ioas

ioa2

106.8

107.0

105.7

105.2

105.2

105.0

105.0

105.0

105.8

106.5

106.7

106.0

106.2

105.9

104.9

104.4

103.6

103.5

103.4

103.6

103.8

104.0

NOTE. All above gage heights refer to Cullys Falls gage.
SUSQUEHANNA EIVER DRAINAGE BASIN. 27

Rating table for Susquehanna River near McCall Ferry, Pa., for 1906.

Gage 

height.

Feet.

101.00

101. 10

101.20

Dis- 1 

charge.

Sec.-ft.

5,300

5,740

6,190

101.30 , 6; 650

101 40

101.50

7,120

7,600

101.60 8,090

101.70 8,600

101. 80 | 9, 120

101.90 , 9,650

102.00 10,200

102 10 10,760

102.20 11,330

102.30 11,910

102. 40 12, 500

102.50 13,110

Gage 

height.

Discharge.

Feet. ' Sec.-ft.

102.80 14,990

102.90 15, 640

103. 00 16, 300

103. 10 16, 960

103.20 17,640

103. 30

103.40

103.50

103.60

103. 70

103. 80

103. 90

104 00

18,320

19,000

19,700

20,400

21, 120

21,840

22,560

23,300

104. 20 24, 800

104.40 26.320

104.60 27,860

102.60 13,720 10480 ; 29; 420

102.70 14,350 105.00 31,000

Gage 

height.

Feet.

105. 20

Dis- Gage , Discharge. : height, charge.

Sec.-ft. Feet. Sec.-ft.

32,600 111.50 94,300

105.40 34,240

105.60

105.80

106.00

106.20

106.40

 106. 60

106.80

107.00

107.50

108.00

108.50

109.00

109.50

110.00

110.50

i 111.00

35,920

37,640

39, 400

41,160

42,940

44, 740

46,560

48, 400

53,000

57,600

62,300

67,100

71,960

77,000

82,500

88,300

112.00 100,500

112.50 106,980

113.00 , 113,700

113.50 120,660

114.00 , 127,800

114.50 135,000

115.00 142,300

115.50 , 149,600

116.00 . 157,000

116.50 164,500

117.00 172,000

117.50 179,600

118.00 187,300

119.00 202,900

120.00 218,800

NOTE. The above table is applicable only for open-channel conditions. It is based on 27 discharg 

measurements made during 1902-1904. It is well defined above gage height 10.12 feet.

Monthly discharge of Susquehanna River near McCall Ferry, Pa., for 1906. 

[Drainage area, 26,800 square miles.]

Discharge in second-feet. Run-off.

Month.

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

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

Maximum.

138,000 

55,400 

166, 000 

203,000 

84,800 

77,000 

31,000 

32,600 

23,300 

52, 100 

39, 400 

48,400

203,000

Minimum. Mean.

27, 400 49, 700 

12, 500 26, 800 

20,400 1 51,000 

39,400 j 107,000 

15,600 29,900 

19,000 39,200 

14, 400 18, 600 

15,000 21,600 

5, 740 12, 800 

5,300 19,000 

13, 100 22, 600 

17,600 29,100

5,300 35,600

Sec.-ft. per 

sq. mile.

1.85 

1.00 

1.90 

3.99 

1.12 

1.46 

.694 

.806 

.478 

.709 

.843 

1.09

1.33

Depth in 

inches.

2. 13 

1.04 

2.19 

4.45 

1.29 

1.63 

.80 

.93 

.53 

.82 

.94 

1.26

18.01

NOTE. Values for entire year are excellent.

CHENANGO RIVER AT BINGHAMTON, N. Y.

This station, which was established July 31, 1901, is located at the 

Court Street Bridge, Binghamton. The conditions at this station and 

the bench marks are described in Water-Supply Paper No. 167, page 

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

for previous years.

Discharge measurements of Ghenango River at Binghamton, N. Y., in 1906.

Date. Hydrographer.

C. C. Covert ................................

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

Width.

Feet. 

225

300

Area of 

section.

Sq.ft. 

464

681

Gage 

height.

Feet. 

5.30

5.95

Discharge.

Sec.-ft.
28 SURFACE WATER SUPPLY, 1906.

Daily gage height, in feet, of Chenango River at Binghamton, N. Y.,for 1906.

Day.

0

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

7.65

7.32

6.92

8.1

7.78

7.15

7.0

6.52

6.3

6.4

6.5

6.5

6.6

6.5

6.45

6.62

6.6

C. 5

6.4

6.68

8 9

11.5

11.65

9.35

8 3

7.75

6.88

6.95

Feb.

6.88

6.6

5.82

6.22

6.12

6.0

6.02

5.92

5.95

5.98

5.88

5.82

5.82

5.8

5.75

5.8

9.02

0 OQ

8.89

7 99

6.37

 Mar.

5.99

6.22

6.19

11.02

12.47

9.09

7.62

5.72

6.92

6.72

6.47

6.39

6.27

6 19

6.04

5.94

5.91

5.71

5.98

6.06

5.96

C HI

5.81

c 70

13.41

10.51

13.08

Apr.

11.36

9.74

8.81

10.23

11.07

9.9

9.07

8.73

10.37

12.9

11.83

10.45

Q 7 ^

12.07

13.03

11.3

9 6

8.73

8.17

7.73

7.6

7.4

7 03

6.79

fi CQ

6.52

6.26

May.

6.32

0.22

8.22

7.64

7.52

7.26

6.96

6.76

6.94

6.76

6.56

6.49

6.99

7.06

6.46

6.38

6.68

6.63

6.33

6.21

6.05

5.95

5

QO

5.88

6.33

8.85

11.78 

10.98

8.93

7.83

June.

7.25

6.88

6.58

6.25

7.13

7.20

6.84

6.34

6.72

7.07

7.27

6.57

6.12

6.22

7.17

7.97

7 94

7.27

6.87

6.54

6 40

6.24

6.12

6.02

5.93 

6.06

6.11

July.

7.23

7.36

6.76

6.33

6.21

6.01

5.93

5.89

7.31

7.03

6.53

6.26

6.09

5.96

6.01

5.93

5.88

5.9

5.8

5.68

E KO

C C

5.48

5.48

K AZ

5.5

5.55

Aug.

5.58

5.5

6.2

5.9

6.2

6.02

5.82

5.45

5.62

5.72

C KQ

5.42

5.38

5.3

5.3

5.82

6.18

C Q

c rro

5 4

5

r:

6.15 

6.15

5.82

5.7

Sept.

5.5

5.4

5.4

5.42

5.42

5.4

5.3

5.28

5.15

5.2

5.2

5.0

5.12

5.25

5.22

5.08

4.95

5.0

5.3

5 A

5.32

5.38

5.48

5.38

5.3

5.28

z, 9

Oct.

5.28

5.28

5.28

5.28

5.3

5.28

5.25

5.72

5.65

5.58

5.6

5.75

5.6

5.6

5.5

5.48

5.42

5.32

5.3

8.7

8.3

6.85

6.58

6.52

A KC

6.48

6.52

Nov.

6.68

6. 55

6.38

6.25

6.18

6 12

6.02

5.9

5.88

5.82

5.8

6.28

6.22

6.22

6.1

6.08

6.0

6.18

9.12

9.2

8.5

8.38

8.25

7.42

7.05

6.7

6.6

Dec.

6.5

6.55

6.48

5.92

5.8

6.78

10.05

7.48

6.98

7.25

7.48

7.12

6.85

6.88

6.9

10.4

9.6

8.35

7.05

6.7

6.9

7.1

6.8

6.25

6.0

6.05

6.2

6.25 

6.3

6.3

8.5

NOTE. River seldom freezes over at the gage, but there was considerable needle ice during January 

and February and part of December.

Rating table for Chenango River at Binghamton, N. Y.,for 1906.

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

Discharge.

Sec.-ft.

115

175

240

315

396

480

570

665

765

875

990

1,110

1,235

Gage 

height.

Feet.

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

Discharge.

Sec.-ft.

1,360

1.490

1,625

1,760

1,900

2,040

2,180

2,325

2,470

2,615

2,765

Gage 

height.

Feet.

7.50

7.60

7.70

7.80

7.90

8.00

Discharge.

Sec.-ft.

3,220

3,375

3,535

3,695

3,855

4,020

8.20 4,355

8.40

8.60

8.80

9.00

2,915 i 9.20

4,695

Gage 

height.

Feet.

9.60

9.80

10.00

10.20

10.40

10.60

10.80

11.00

5,040 ,; 12.00

5,390

5,740

6,090

Discharge.

Sec.-ft.

6,790

7,140

7,500

7,860

8,220

8,590

8,970

9,350

11,250

13. 00 13. 250

14.00 ' 15,300

3,065 9.40 6,440

NOTE. The above table is applicable only for open-channel conditions. It is based on discharge measurements made during 1901-1906. It is well defined between gage heights 5.3 feet and 10 feet, and is based 

on one high-water measurement above 10 feet.
SUSQUEHANNA RIVER DRAINAGE BASIN.

Monthly discharge of Chenango Rirer at Binghamton, X. Y., for 1906. 

[Drainage area, 1,530 square miles.]

29

Discharge in second-feet.

Month. 

Maximum. Minimum. Mean.

January..-.- ................................. 14,200 1,490

lebruarv. ................ ................... 5,780 820

April......................................... 13,300 1,440

Mav.. ............... . ..................... 10,800 967

June.. ...................................... 3,970 1.030

July.... ..................................... 3,000 525

August....................................... 1,360 396

September ................................... 570 145

October. . .................................... 5, 220 355

November................................... 0,090 875

The vear............................... 14,200 145

3,550 

1,930 

3,520 

6, 220 

2,910 

2,040 

1,300 

789 

380 

1,260 

2,180 

2,700

2,400

Run-off.

Sec.-ft. per 

sq. mile.

2.32 

1.26 

2.30 

4.07 

1.90 

1.33 

.850 

.516 

.248 

.824 

1.42 

1.76

1.57

Depthin 

inches.

2.68 

1.31 

2.65 

4.54 

2.19 

1.48 

.98 

.59 

.28 

.95 

1.58 

2.03

21. 26

NOTE. Values for January, February, and December are probably slightly in excess of the true 

value owing to needle ice. Values for entire year are excellent except January, February, and December, which are good.

CHEMUNG RIVER AT CHEMUNG, N. Y.

This station was established September 7, 1903. It is located at 

the suspension highway bridge, midway between Chemung, N. Y., and 

Willawana, Pa., near the State line. The conditions at this station 

and the bench marks are described in Water-Supply Paper No. 167, 

page 35, where are given also references to publications that contain 

data for previous years.

Discharge measurements of Chemung Rirer at Chemung, X. I", in 1905-6.

Date.

1905.

Ma rch 22 .......

Jul V 20.........

1906.

March 30... ....

July 27.........

Ilydrographer. Width.

Feet.

.....do.....-.--.--.-............-.-...--.-... 389

.....do....................................... 389

.....do............... ... ................... 393

Covert and Weeks. .......................... 225

R. E. Horton. ......... ..................... 395

C. C. Covert ........... ..................... 200

.....do..-.---.-....--.....-.-.-.---..---.-... 203

Area of 

section.

Sq.ft.

, 3.090

4.460

1,040

9 550

4,340

935

Gage 

height.

Feet. 

9 46

2.64

2.29

Discharge.

Sec.-ft.

714

9,850

97 50Q

416

a Ice conditions; gage height to bottom of ice, 2.42 feet; average thickness of ice, .53 feet: considerable needle ice.

IRK 203 07 3
80 SURFACE WATER SUPPLY, 1906.

Daily gage height, in feet, of Chemung River at Chemung, N. Y.,for 1906.

Day. ' Jan. Feb.

2.............. 3.93 3.16

3.............. 3.54 3.24

5.............. 4.44 3.24

6.............. 4.0 2.94

S... ........... 2.97 2.84

10. ............. 2. 74 2. 84

12.............. 3.02 2.88

13 ........... 2. 92 2. (>6

15. ............. 2.8C 2.7

21.............. 2.78 2.79

23.............. 7.02 3.35 

24. ............. 8. 08 2. 94

29.............. 3.64 .......

31.............. 3.33 .......

Mar.

2.56

2.57

5.2

3.96

3.4

3.3

3.14

2 97

2.9

2.85

2.7

2.6

2.32

2.38

2.44 

2.58

11.94

7.25

7.06

11.09

Apr.

6.54

5.93

7.3

7.92

6.8

5.92

5.68

8.32

8.4

7.14

6.33

6.73

5.36

4.24

4.25

3.81

3.37

3.29

May.

3.15

3.09

3.28

3.99

3.75

3.8

3.35

3.25

3.63

3.55

3.26

3.24

3.22

3 Q . £

3.2

3.29

4.94

4.54

3.44

3.28

3.18 

3.06

3.25

6.72

8.68

6.9

5.42

4.72

June.

4.15

3.48

3.35

5.25

5.06

4.12

3.74

3.58

3.65

3.47

3.15

2.85

6.53

7.11

6.12

4. P2

3.9 

3.81

q o

2 93

3.5

3.48

July.

3.42

5.2

4.15

3.57

3.28

o no

2.85

2.83

2.74

2.68

2.66

2.55

2.4

2.35

2.44

2.6

2.47

2.34 

2.32

2.28

2.36

2.59

2.31

Aug.

2 24

2.2

3 29

3.05

2 96

3.68

3.85

4.15

3.52

2.82

9 c;8

2.39

2.61

3.36

2.66

2.6

2.69

2.44

2.2

Sept.

2 19

2.14

2.14

2 12

1.81

1.78

1.74

1.02

1 52

1.54

1 ^4

1.63 

1.84

1.8

1.54

1.53

Oct.

1.55

1.73

1.89

1.74

1 8

2.87

2.38

2.12

2.31

2.36

2.4

2.41

2.22

2. 17

2.14

c 4

5.32

4 Q

4.28 

3.8

Q QA

3.09

3.16

3.1

3.08

Nov.

2 77

2.66

o 74

2.92

2.97

2 Oft

o n

3.04

5 84

5.63

5.6

4.88 

4.34

3.78

o 7ft

3.58

3.26

Dec.

0 OO

2.87

2.6

0 or

3.32

(i.26

4.56

3.55

3.26

3.72

3.54 

5.48

4.6

3.96

2 4S

3.37

3.36

3.45

4.97

4.32

^ 82

NOTE. Ice conditions as follows: Shore ice only in January; river frozen over February 2 and probably remained frozen until the latter part of the month; considerable anchor ice during the greater 

part of December; river frozen over December 25; ice went out December 31.

Rating table for Chemung Hirer at Chemung, X. Y.,for 1905 and 1906.

Gage 

height.

Discharge.

Feet. Sec.-ft. 

1.50; 85

1.60 j 115

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

145 180'

220

270

325

385

450

515

585

660

740

825

915

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

4.40

Discharge.

Sec.-ft. 

1,010

Gage ! Disheight. charge.

Feet. Sec.-ft. 

4. 50 3, 200

1.110 4.60 : 3,400

1,220 4.70 3,610

1,335 4.80

1,455 4.90

1, 580 5. 00

1,710

1,850

2,000

2,160

2,320

2,480 '

2,650 <

2, 830 '

3,010

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

3,820

4,030

4.240

4,680

5,130

5,590

6,060

6,550

7,070

7,590

8,130

8,670

Gage 

height.

Feet. 

7.00

7.20

7.40

7.60

7.80

8.00

9.00

10.00

11.00

12.00

13.00

14.00

Discharge.

Sec.-ft. 

9,220

9,790

10, 3SO

11,010

11,650

12, 300

15,800

19, 700

24, 000

28, 700

33, 500

39, 300

NOTE. The above table is applicable only for open-channel conditions. It is based on discharge measurements made during 1903-1906. It is well defined above gage height 1.9 feet.
SUSQUEHANNA RIVER DRAINAGE BASIN.

Monthly discharge of Chemung River at Chemung, N. Y..for 1905-6. 

[Drainage area, 2,440 square miles.]

31

Discharge in second-feet. Hun-off.

Month.

1905.

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

1906.

Mav.........................................

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

December ft ..................................

Maximum.

5,920

6.420

1.430

22.000

4.280

2.400

1.010

2.350

9. 3(iO

12,600

28,400

13,600

14.600

9, 530

4. 680

2,560

379

6,890

7,230

Minimum.

615

8,130

1,580

385

298

337

220

204

200

314

630

6<>0

385

1.230 

1,070 1

861

437

373

82

676

482

*<"* S^;fmnPe? r

2,050 0.840

92 GOO 9 26

3,280 1.34

728 . 298

2.960 1.21

1.040 .426

622 . 255

390 . 160

491 . 201

579 . 237

2,900 1.19

2,300 .943

2,000 .820

3,670 1.50

(i,040 2.48

2,680 1.10

2.780 1.14

905 . 371

975 , .400

204 . 084

1.9GO .803

2, 090 . 857

Depth in 

inches.

0.47

1.50

.34

1.35

.49

.29

.18

.23

.26

1.37

1.09

.85

1.73

2.77

1.27

1.27

.43

.46

.09

.53

.90

.99

The year. 82 2,230 .913 12.38

a A comparison of these figures with those for the discharge of Susquehanna River _at McCall Ferry 

indicates that the mean discharge at the station for the period in 1905 not included in the table was 

approximately as follows: January 16-31, about 1,700 second-feet; February, about 900 second-feet; 

March 1-18, about 2,500 second-feet.

ft Estimates for frozen period of 1906 are based on discharge of Susquehanna River at Binghamton.

NOTE. Values for 1905 and 1906 are excellent, except those for February, 1906, which are fair. 

WEST BRANCH OF SUSQUEHAXXA RIVER AT WILLIAMSPORT, PA.

This station at Williamsport was established March 1, 1895, by 

George D. Snyder, who was at that time city engineer, and daily gage 

heights have been recorded since that date. It is located at the 

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

marks are described in Water Supply Paper No. 167, page 37, where 

are given also references to publications that contain data for previous 

years.

The following discharge measurement was made June 30, 1906:

Width, 744 feet; area, 3,620 square feet; gage height, 1.27 feet; discharge, 2,360 

second-feet.
32 SURFACE WATER SUPPLY, 1906.

Daily gage height, in feet, of West Branch of Ritsqiiehanna River at Wiuiamsport, Pa., for

I'll Hi.

Day. Jan. Feb.

2.............. 5.2 3.4

3............... 4.5 2. .3

4.............. 4.3 2.3

6. ............. 6. 3 2. 0

9.............. 3.7 2.0

10..............! 3.7 2.2 

11.............. 3.4 2.1

13.............. 3.3 1.8 

14... ..... ... 3.2 1.9

15...-.--..--.-- 3.1 2.3

20.............. 3.4 1.6

22.............. 3.8 1.7 

23.............. 5.6 1.9

28.............. 6.1 1.2

29...... ....... 5.2 .......

30... .......... 4.8 .......

Mar. Apr. May. June. July.

1.2 9.6 2.7 4.5 1.0

1.3 s.2 2.7 3.9 1.1

4.4 7.6 2.8 3.4 1.1

5.3 7.0 2.9 2.9 1.1

4.0 8.5 3.1 2.7 1.1

2.7 (1.4 2.4 2.3 .8

2.8 7.7 2.4 2.1 .7

2.5 10.8 2.5 2.1 .6 

2.4 , 10. 1 2.5 2.1 .4

2.2 8.5 2.4 1.9 .5 

2.1 ' 7.3 2.3 1.7 .5

2.1 7.2 2.2 1.5 .6

1.9 7.4 2.1 2.0 .4

1.0 5.2 2.4 3.0 2.3

1.5 4.5 2.0 2.9 1.9 

1.7 4.3 1.8 2.2 1.7

4.3 3.4 7.7 1.3 1.2

8.9 3.2 8.3 1.2 1.2

7.7 3.1 7.3 1.2 1.6

Aug. ' Sept. Oct. Nov. Dei-.

14 1 ^ DQ 99 99

11 1 ^ 0 9 ^ 01

1.9 2.7 1.0 2.1 1.9

1.8 2.5 1.2 2.1 1.8

1.7 2.1 1.4 1.9 2.5

1.7 1.2 1.4 1.9 4.8

2.7 1.1 1.5 1.7 4.2 

3.9 .H 1.3 1.0 3.9

4.0 1.0 1.4 1.7 , 3.9

 ? C Q 1O 17 '3 S2

2.4 1.0 , 1.2 1.6 3.5

1.4 .8 2.1 3.1 3.0

1.9 .9 ; 5.2 3.7 3.4 

2.4 1.0 4.3 3.9 3.3

19 10 9 9 32 16

1.7 .9 2.6 3.1 1.8

2.0 .8 2.4 2.5 2.4

1.8 .8 2.3 2.5 2.7

table for West Branch of Susqnehanna River at Williamsport. Pa., for 190,5

Gage Disheight. charge.

Feet. Sec.-ft.

0.40 1,120

0.50 1,280

0. 60 1, 440

0.70 1,610

0.80

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1,780

1,960

2,140

2,320

2,510

2,700

2,890

3,080

3.270

Gage

height.

Dis- Gage

charge.

Feet. Sec.-ft.

height.

Feet.

1. 70 a, 460 3. 00

1. 80 3, 6f>0 3. 20

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2. 90

3,860

4,070

4,300

4,530

4,770

3.40

3.60

3.80

4.00

4.20

5,010 4.40

5,250 I 4.60

5, 500 ' 4. 80

5, 760 5. 00

6, 020 5. 20

6,300 5.40

Dis- Gage Discharge. height, charge.

Sec.-ft. Feet. ' Sec.-ft.

6, 580

7,170

7,780

8,400

5.60 16,250

5. 80 17, 150

6.00 18,060

6.20

9,030 6.40

9,090

10,400

11,150

0.60

6.80

7.00

11,940 8.00

12,750 9.00

13,600 ,; 10.00

14.470 i! 11.00

15, 350 12.00

18,980

19, 940

20,900

21,900

22,900

28,000

33, 460

39. 180

45, 400

52,400

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

measurements made during 1901-1906. It is well denned between gage heights 1.4 feet and 16 feet.
SUSQUEHANNA EIVER DRAINAGE BASIN. 33

Monthly discharge of West Branch of flitsqnehanna Rirn" at Williamsport, Pa., for 1906. 

[Drainage area, .",640 square miles.]

Month. 

February

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

Discharge in second-feet.

Maximum. Minimum. Mean.

48,000 

8.710 

32,900 

44.100 

2Q 600

14.500 

8.090 

16.700 

5.760 

16. 700 

9.360 

14. .500

5.760 

2,510 

2,510 

6.870 

3.460 

2,510 

1.120 

2.320 

1.610 

1 780 

3.270 

3.270

14,100 

4,270 

7,600 

22,000 

7,630 

5,320 

2.700 

4.900 

2,530 

4,540 

5,120 

7,020

48.000 1.120 7.310

Run-off.

Sec.-ft. per 

sq. mile.

2.50 

.757 

1.35 

3.90 

1.35 

.943 

.479 

.869 

.449 

.805 

.908 

1.24

Depth in 

inches.

2.88 

.79 

1.56 

4.35 

1.56 

1.05 

.55 

1.00 

.50 

.93 

1.01 

1.43

1.30 ( 17.61

NOTE. Values are rated as follows: January, March to Juno, November, and December are excellent; 

remainder of the year good.

The following table gives the horsepower (80 per cent efficiency) per 

foot of fall that ma}' be developed at different rates of discharge, and 

shows the number of days on which the flow and the corresponding 

horsepower were respective!}' less than the amounts given in the columns for " discharge'' and " horsepower."

Discharge and horsepower iable for West Branch of Susqvehanna River at Wiiliamsport,

Pa., from 1895 to 1906.

Discharge in 

secondfeet.

440 

495 

550 

660 

770 

880 

990 

1.100 

1,320 

1,540 

1,760 

1,980 

2,.2"00 

2,750 3,3bo

3,850 

4,400

Horsepower 

(80 peicent efficiency) 

per foot 

fall.

40 

45 

.50 

60 

70 

80 

90 

100 

120 

140 

160 

180 

200 

250 

300 

350 

400

Number of days of deficient flow.

1895. «

17 

28 

43 

76 

96 

96 

112 

118 

124 

136 

142 

160 

186 

195 

207

1896. 1897. 1898. 1890. 1900. 1901. 1902. 1903. 1904. 1905.

9

2 

2

17

30 

36 

43 

59 

86 

101 

127

-(

8

18 

18 

39 

47 

56 

71 

84 

108 

125 

138 

162

""19" 

30 

40 

53 

66 

90 

111 

131 

160

3

13 

24

47 

47

89 

96 

106 

114 

133 

150 

150 

170

17 

37

46

46

63 

76 

113 

131 

150 

159 

169 

194

4

18 

28 

50 

64 

100 

126 

138 

158

5

6

25 

30 

30 

43 

54 

89 

H9 

137 

158

1 

4 

5 

10 

23 

46 

77 

98 

125

15

32

32

67 

86 

103 

118 

132 

150 

168 

185 

194

""2"

7 

10 

24 

54 

87 

119

1906.

5 

7 

9 

27 

37 

67 

101 

130 

174

a March 1 to December 31, 1895.

NOTE. During period covered by the above table the minimum flow was 410 second-feet, giving 37 

horsepower per foot of fall for five days in 1905.
SURFACE WATER SUPPLY, 1906.

JUNIATA EIVER AT NEWPORT, PA.

This gaging station was established March 21, 1899, and discontinued July 14, 1906. Until the autumn of 1904 it was located on the 

covered wagon bridge 800 feet east of the publiff square at Newport, 

Pa. In the latter part of 1904 this bridge was removed and a steel 

structure erected on the same site. The conditions at this station 

and the bench marks are described in Water-Supply Paper No. 137, 

page 40, where are given also references to publications that contain 

data for previous years.

The following discharge measurement was made June 28, 1906:

Width, 534 feet; area, 1,190 square feet; gage height, 378 feet; discharge, 2,330 secondfeet.

Daily gage height, in feet, of Juniata River at Newport, Pa., for 1906.

Day. Jan.

1..... ....................................... 5.0

9 4 Q

3........... ................................. ' 5.0

4............................................I 7.5

5............................................' 7.5

6... ........................................ .1 7.4

7............................................ 6.7

9............................................ 5.4

10. ........................................... 4. 8

11 ....... ................................... J 4. 8

12............................................ 4.6

14............................................ 4.6

15. ........................................... 4. 8

16. ........................................... 5. 0

17............................................ 5.2

IS. ................ .......................... 5.2

19..-....---.-..- ............................ 5.1

20. ........................................... 5. 0

21 ............................................ 5. 0

22 ............................................ 5. 0

23............................................ 5.4

24. ........................................... 7. 0

25............................................ 7.1

26.......................... ......... ....... 6.8

27 ............... ............................ 6. 0

28. ........................................... 5. 6

29............................................ 5.4

30................... ......................... 5.0

Feb.

3 9

3 9

3 9

3.8

3.8

3.7

3.7

3.7

3.7

q Q

3.7

3.6

3 6

3.6

3.5

3.5

q 4

34

? 4

q A

q 4

0 A

3.6

3.7

3.7

Mar. Apr.

3. 8 9. 8

5. 9 7. 9

5 f\ 7 Q

4. 8 7. 7

4. 6 ' 8. 2

45 97

4. 5 9.4

4. 7 8. 3

4. 4 6. 1

4. 4 5. 6

4. 4 5. 3

4.3 5.0

4 Q ' K 1

4 % ^9

4. 3 4. 8

4. 2 4. 6

4. 2 4. 3

10. 0 4. 1

90 41

11.0 ........

May.

4.0

4.0

4.0

4.0

4.0

4.2

4.2

4.0

4.0

q Q

3 9

q o

q t\

3.6

3.6

3.5

q c

3.4

3.4

3 4

3.4

3.4

3.4

3.6

4.2

4.3

4.0

3.6

June.

 ? 4

q 4

3 A

q A

q q

3.3

3.3

q 0

4 qc:

6.0

3.6

3.4

3.4

3.4

4.0

6 9

5.3

4.7

4.6

4 4

42

4.2

4.0

3.8

3.8

3.7

July.

4.4

4 2

4 2

4.0

q o

3.8

q 7

q 7

q {{

q A

3.4

Rating table for Juniata River at Newport, Pa., for 1905-6.

Gage 

height.

Feet.

3.30

3.40

3.50

3.60

3.70

3.80

Discharge.

Sec. -ft.

1,580

1,790

2,000

2,210

2,430

2.650

Gage 

height.

Feet.

4.50

4.60

4.70

4.80

4.90

5.00

3.90 ! 2,880 1 5.10

4.00 ' 3,120 :; 5.20

Discharge.

Sec.-ft.

4.400

4,670

4,950

5,230

5,520

Gage 

height.

1 Feet.

5.70

5.80

5.90

6.00

6.20

5, 810 6. 40

6, 100 6. 60

6,400 6.80

4.10 3,360 ' 5.30 6', 700 7.00

4.20

4.30

4.40

3,610 : 5.40 7,000 7.20

3,870 : 5.50 7,310 7.40

4,130 5.60 7,620 ; 7.60

Discharge.

Sec.-ft.

7,930

8,250

8,570

8,890

9,540

10,200

10,880

11,560

12,260

12, 970

13,700

14, 440

Gage 

height.

Feet.

7.80

8.00

8.20

8.40

8.60

8.80

9.00

10.00

11.00

Discharge.

Sec.-ft.

15,200

15,960

16, 740

17,520

18,320

19,120

19,940

24,140

28, 540

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

measurements made during 1899-1906. It is well defined between gage heights 2.8 feet and 6.2 feet. 

The table has been extended beyond these limits, being based on one measurement at 8.2 feet. The 

table is the same as that for 1904 up to gage height 4 feet.
SUSQUEHANNA EIVER DKAINAGE BASIN. 35

Monthly discharge of Jnniata River at Newport, Pa., for 1906. 

[Drainage area, 3,480 square miles.]

Discharge in second-feet. Run-off.

Month.

January.. 

February. 

March....

April.....

May......

June.....

July 1-14.

Maximum.

14,100

2.880

28,500

24,100

3,870

11.900

4, 670

Minimum.

4,670

1,790

2, 430

3,360

1.790

1,580

1,790

Mean.

7,600

2.290

7,020

13,100

2,620

3,560

2,820

Sec.-ft. per 

sq. mile.

2.18

.658

2.02

3.76

.753

1.02

.810

Depth in 

inches.

2.51

.69

2.33

4.20

.87

1.14

.42

NOTE. Values for entire year arc excellent.

The following tables give the horsepower (80 per cent efficiency) 

per foot of fall that may be developed at different rates of discharge, 

and shows the number of days on which the flow and the corresponding horsepower were respectively less than the amounts given in the 

columns for " discharge" and " horsepower."

Discharge and horsepower table for Jumata River at Newport, Pa., from 1899-1906.

HorseDischarge in 

secondfeet.

power 

(80 per 

cent efficiency 

per foot

fall) .

275 25

330 30

385 , 35

440 40

495 45

550 ; 50

660 : 60

770 70

880

990

1,100

1,320

1,540

1,760

1.980

2,200

2,750

80

90

100

120

140

160

180

200

250

Number of days of deficient flow.

899.o

12 

12 

24 

24 

24 

36 

62 

62 

90 

90 

125 

136 

160 

175 

185 

209

1900.

39

67 

67 

108 

108 

128 

141 

172 

185 

199 

228

1901.

30 

30 

39 

50 

67 

90 

117 

163

1902.

4 

20 

20

25 

25 

38 

64 

86 

108 

126 

167

1903.

2 

11

42 

63 

111 

13S

1904.

2 

4

4

8 

8

18 

74 

89 

94 

94 

120 

136 

144 

145 

151 

178

1905. 1906.6

2

2 

5 

5 

5

10 

10 

1011 11 11

24 

29 

44 

76 

192

4 

25 

31

69 

o March 21 to December 31. b January 1 to July 14.

NOTE. From March 21, 1899, to July 14, 1906, the minimum flow was 230 second-feet, giving 21 horsepower per foot of fall, on 6 consecutive days in June, 1899, 1 day in July, 1899, November, 1903, and 

December, 1903.
36 SURFACE WATER SUPPLY, 1906.

BROAD CREEK AT MILL GREEN, MD.

This gaging station was established December 14, 1904. It is 

located in the village of Mill Green, on the steel highway bridge, and 

is best reached from Cardiff, Md. The conditions at this station and 

the bench marks are described in Water -Supply Paper No. 167, 

page 43.

Discharge measurements of Broad Creek at Mill Green, Md., in 1905-6.

Date. llydrognipher. Width. Area of 

section.

Gage 

height.

Discharge.

I nne 23........ Grover and Lyman.........................

Daily gage height, in feet, of Broad Creek at Mill Green, Md.,for 1906.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

2.38 

2.4

2.5 

3.08

2.45 

2. 42 

2.38

2.38

2.4

2 4

2.45

2.52 

2.55

2.35

2.38

2.32

2.42

2.45 

2.5 

2.48

2.45 

2.42 

2.52

2.45

2.45

2.48

Feb.

2.42 

2. 45

2.55

2 48

2.55 

2.48 

2.45 

2. 65

2.55

2.5

2.45

3.62

2.62 

2.45

2.38

2.45

2.42

2.45

2.42 

2.45 

2.52

2.48 

2.45 

2.48

Mar.

2.45 

2.45

3.2 

2. 55

2.48 

2.5

2.48 

2.48

2.48

2.45

9 4^

2.52

2.5 

2.58

2.48

2.52

2.52

2.5

2.54 

2.52 

2.48

2.56 

3.68 

2.72

2.59

2.64

Apr.

2.52 

2.49

2.51 

2.5

2.5 

2.5 

2.49 

3.7

2.97

2.67

2.62

2.61

3.98

2.72

2.67

2.59

2.6

2.6

2.58

2.61

2.64 

2.6 

2.59

2.56 

2. 55 

2.54

2.55

2. 55

May.

2.54 

2.54

2.53 

2.5 

2.5

2.49

2.5 

2.5 

2.49

2.46

2.45

2.46

2.42

2.4

2.4

2. 4

2.4

2.4

2.39

2.35

2.35

2.36 

2.35 

2.35

2.35 

2.35 

2.4

2.36

2.35

2.44

June.

2.36 

2.35

2.34 

2.31

2.3 

2.3 

2.3

2 31

2.3

2.3

2.3

2.38

2. 49

2.56

2.39

3.1

2.69

2.36 

2.35 

2.34

2.31 

2.3

2.25

July.

2.25 

2.25

2.25 

2.4

2.3

2.28 

2.25

2.25

2.2

2.2 

2.38

2.44

2. 2.5

2.34 

2.24 

2.22

2.21 

2.34

2.46

2.28

9 99

Aug.

2.22 

3.21

3.3 

2.3

9 9^J

2.23 

2.22 

2.24

2.23

2 2

2.2

2.2 

2.2

2.18

2.18

2.21

2.2 

3.55 

2.6

2.3 

2.26

2.32

Sept.

2.25 

2.22

2.2 

2.2

2.2 

2.18 

2.18

2.18

2.18

2.17

2.16

2.15

2.15

2.15

2.15

2.15 

2.15 

2.14

2.12 

2.12

2.12

Oct.

2. 12

2. 14 

2.52

2.21 

2.2 

2.2 

2.24

2.21

2 12

2.12

2.13

2.14

2.15

9 $5

3.42

2.35 

2.34

2.35 

2.35

9 3

2.3

9 OQ

Nov.

2.36

2.3 

2.3 

2 3

2.3 

2.29 

2.26

2.32

2 3

2.3

2.3

2 34

2 66

2.39

9 *3 rk

2.34 

2.3

2.28 

2.27

9 9^

Dec.

2.23

2.25 

2.24 

2 24

2.42 

2. 36 

2.25

9 9^

2.26

2 39

2.28

9 25

2.25

2.25

Q OQ

9 "*9

9 RS

9 *¥)

2.3 

2. 3 

2 29

2.26 

2.25

9 9^

o 29

3 2
SUSQUEHANNA EIVEE DKAINAGE BASIN. 37

Rating table for Broad Creek at Mill Green, Md.for 1904-1906.

Gage

height.

Feet. 

2.00

2. 10

2.20

2 30

2.40

2.50

2.60

Dis- Gage

charge. height.

Sec.-ft. Feet. 

6 2.70

8 2.80

11 2.90

15 3.00

20

26

32

3.10

3.20

3.30

Discharge.

Sec.-ft. 

39

47

00

64

74

84

94

Gage

height.

Feet. 

3.40

3.50

3.60

3.70

3.80

3.90

4.00

Discharge.

Gage 

height.

Sec.-

105

117

129

142

155

169

184

Feet.

4.10

4.20

4.30

4.40

4.50

4.60

4.70

Sec.-ft.

199

214

230

246

262

278

294

NOTE. The above table is applicable only for open-channel conditions. It is based on 6 discharj 

easurements made during 1905-6. It is well defined between gage heights 2.2 feet and 3.3 feet.

Monthly discharge of Broad Creek at Mill Green, Md.,for 1904-6. 

[Drainage area, 1<>.4 square miles.]

Discharge in second-feet.

Month. 

Maximum. Minimum.

1904.

1905.

April . ....... ...... ....................... 64

May......... . ... . . ..................... 84

June ... . -...- . ....... ............. 86

July. .......... . ........................... 246

The vear. .............................. 286

1906.

March ....................................... 139

April....... ................................. 181

May........... ............................. 28

July......... ..... ......................... 27

October. ..................................... 107

The year ............................... 181

29 

26 

16 

13 

11 

11 

13 

8 

9 

11

16 

19 

23 

25 

18 

13 

11 

10 

9 

9 

12 

12

Mean.

15.0

31. 7 

14.2 

54.2 

33.7 

23.6 

19.8 

29.3 

29.7 

16. 1 

16.0 

13.0 

26. 1

25. G

24. 3 

28.9 

33.0 

40.3 

21.8 

20.1 

15.0 

21.8 

9.9 

19.0 

16.4 

23.1

9 22.8

Run-off.

Sec.-ft. per 

sq. mile.

0.915

1.93 

.866 

3.30 

2.05 

1.44 

1.21 

1.79 

1.81 

.982 

.976 

.793 

1.59

1.56

1.48 

1.77 

2.01 

2.46 

1.33 

1.23 

.915 

1.33 

.605 

1. 16 

1.00 

1.41

1.39

Depth in 

inches.

' 0.61

2. 22 

.90 

3.80 

2.29 

1.66 

1.35 

2.06 

2.09 

1.10 

1. 13 

.88 

1.83

21.31

1.71 

1.84 

2.32 

2.74 

1.53 

1.37 

1.05 

1.53 

.67 

1.34 

1. 12 

1.63

18. 85

NOTE. Flow during ice periods was determined by comparison with flow at other eastern Maryland 

gaging stations. Values are rated as follows: December, 1904, approximate, owing to ice conditions 

December 14-26; January and February, 1905, fair, owing to ice conditions January 25 to February 23; 

all others, 1905 and 1906, excellent; daily discharge above 180 second-feet, fair.

DEER CREEK NEAR CHURCHVILLE, MD.

This station was established December 14, 1904. It is located at 

the highway bridge on the Deer Creek road about 3 miles north of 

Churchville, and is best reached by driving from Belair. The conditions at this station and the bench marks are described in WaterSupply Paper No. 167, page 44, where are given also references to 

publications that contain data for previous years.
38 SUBFACE WATEE SUPPLY, 1906.

Discharge measurements of Deer Creek near Churchville, Md., 1904-1906.

Date.

1904.

1905.

1906.

March 30.......

April 10........

Hydrographer. Width.

Feet. 

N. C. Grover . ............................... 70

G. F. llarley . .............................. J 89

.....do.........-.............................! 92

Area of Gage j Dissection, height. charge.

Sq.ft. Feet. Sec. -ft. 

86 1. 48 73

170 2. 05 208

150 1.81 119

219 2. 54 380

282 3. 11 69b

Daily gage height, in feet, of Deer Creek near Churchville, Md.,for 1906.

Day.

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

5

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

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

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

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

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

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

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

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

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

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

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

20..-......--...

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

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

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

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

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

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

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

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

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

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

Jan.

2.0

1.9

1.95

2.28

2.2

2.1

2.1

2.02

91^

2.32

2.25

2.25

Q q

2.18 

2.12

2.1

1.95

2.05

2.05

2.08

2.28

2.92

2.0

2.0

2.35

2.12

2.95

2.05

Feb.

9 0

1.9

1.8

2.0

2 08

1.92

2.5

2.08

2.32

2.15

2.15

2.02 

2.22

2. OS 

2.08

2.22

2.32

2 ! >

2.12

2.22

2.2

2.15

Mar.

2.9

2.25

2.12

2.0

2. 15

2.22

2.2 

2.1

2.12

2.15

2.18

2.18

2.1

2.12

2 2

2.92

2.5

9 57

Apr.

9 2

2.22

9 79

2.45

2.45

2.45

c n

2.8

2.75 

2.55

2.45

2.3

9 1

2.3

9 Q

2.28

2.25

May.

2.2

2.15

2.25

2.22

2.18

2.1

9 Q5

2.05

2.0 

2.0

2.0

9 n

9 n

2.0

2.0

2.0

2.0

2.3

June.

9 n

1.92

1.9

1 9

1.9

1.9

1.9

1 9

2.35

9 ^

1 98

1 9

1 9

1.9

1.95

9 Q

2.2

3.2

1 9

1.9

1.9

1.88

1.8

July.

1.75

1.78

3.1

1.95

1 9

1 9

1 82

i s

1.8

1 OO

1.8

2.3

1.85 

2.3

2.78

1 9

9 n

2.0

3.45

1 9

Aug.

1 9

1 9

1 92

1 7n

1.85

1.85

1.9

1 Q

1.8

1.8

1.8

1.8

1.72

1.75

1 9

1 9

2.0

1 9

1 9

1.85

Sept.

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.68

1.65 

1.6

1.6 

1.6

1.68

1.65

1.6

1.6

1.6

1.6

1.6

1.6

Oct.

1.6

1.6

1.85

1. 5

1 "

I

1.65 

1.65

1.82

1.9

1 Q

1.9

1.95

i QP;

1.9

1.9

1.9

Nov.

1 9

1.95

1.92

1 9

1 Q

1.8

1.75

1.75

1.75

1.75

1.75

1.75

1.75

1.75

1.75

1.75 

1.7

2.6 

1.88

1.8

1.75

1.75

1.72

1.7

1.7

1.7

1.7

Dec.

1.75

1.72

1.7

1.9

1.8

1.8

1 9

1.8

1.8

1.85

3.2 

2.45

1.9 

3.3

2.58

2.35

2.1

2.0

2.12

2.05

2.0

2.0

1 9

3.8

NOTE. There was considerable slush ice February 3-16, but the figures obtained from the rating 

table are probably not more than 10 per cent larger than the true values.

Rating table for Deer Creek near Churchville, Md.,

Gage Disheight, charge.

Feet. Sec.-ft.

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

Gage j Dis- j Gage

height, charge. height.

Feet. Sec.-ft.

72 2.70 445

87

105

2. 80 495

2. 90 550

126 : 3.00 605

150 3.10 ] 665

Feet.

3.90

4.00

4.10

4.20

4.30

178 3. 20 ! 725 ' 4. 40

209 3. 30 790

242 3. 40 855

277

315

2. 50 355

2. 60 ! 400

4 50

4.00

3.50 920 4.70

3. 60 990 4. 80

3.70 1,060 4.90

3. 80 1, 135 5.00

Discharge.

Sec.-ft.

1,210

1,290

1,370

1,450

1,535

1,620

1,710

1,800

1,890

1,985

2,080

2,180

for 1904-1906.

Gage

height.

Feet.

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

Discharge.

Sec.-ft.

2,280

2.380

2,485

2,590

2,700

2,810 i

2,920

3,030

3,140

3,260

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

measurements made during 1904-1906. It is well defined between gage heights 1.5 feet and 3.5 feet.
GUNPOWDER EIVEE DRAINAGE BASIN.

Monthly discharge of Deer Creek near Churchville, Md.,for 1904-1906. 

[Drainage area, 141 square miles.]

39

Discharge in second-feet. Run-off.

Month.

1904.

1905.

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

1906.

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

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

Maximum.

................. 522

................ 3,200

................ 695

................ 955

................ 635

............... 296

................ 335

................ 495

................ 2, 680

................ 920

................ 822

................ 323

................ 2,230

................ 3,200

................ 790

................ 377

................ 855

................ 2,180

................ 277

................ 725

................ 887

................ 1,580

................ 126

................ 758

................ 400

................ 1.140

................ 2,180

Minimum. ' Mean.

164 

178 

105 

96 

96 

96 

105 

105 

105 

115

150 

126 

178 

225 

178 

126 

115 

109 

87 

87 

105 

105

87

130

264 

162 

377 

254 

153 

144 

162 

249 

194 

168 

130 

265

Sec.-ft. per 

sq. niilo.

0. 922

1.87 

1.15 

2.67 

1.80 

1.09 

1.02 

1.15 

1.77 

1.38 

1.19 

.922 

1.88

210 ! 1. 49

273 

219 

301 

426 

211 

212 

251 

187 

99.2 

165 

132 

243

1.94 

1.55 

2.13 

3.02 

1.50 

1.50 

1.78 

1.33 

- .704 

1.17 

.936 

1.72

227 1. 60

Depth in 

inches.

0. 62

2.16 

1.20 

3.08 

2.01 

1.26 

1.14 

1.33 

2.04 

1.54 

1.37 

1.03 

2.17

20. 33

2. 24 i!t>i

2.46 

3.37 

1.73 

1.67 

2.05 

1.53 

.79 

1.35 

1.04 

1.98

21.82

NOTE The flow during the frozen period of 1904 to 1905 was determined by intercomparison of flow 

at eastern Maryland stations. Discharge computations for 1906 were not corrected for ice conditions. 

Values are rated as follows: December, 1904, approximate, owing to ice conditions December 14 to 27; 

January and February, 1905, fair, owing to ice conditions January 27 to February 22; March, 1905, to 

December, 1906, excellent; daily discharge above 2,000 second-feet, fair.

GUNPOWDER RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN.

The headwaters of Gunpowder River lie in York County, Pa., near 

the Maryland line. Thence the river flows southeastward through 

Baltimore County, Md., and empties into Chesapeake Bay about 10 

miles northeast of Baltimore. The river, though small, has steep 

slopes, and the powers have considerable value on account of their 

proximity to a large city. A portion of the water supply for Baltimore is taken from this river at Loch Raven, and the city has 

purchased all the power rights below this place. Little Gunpowder 

Falls, which is tributary below the fall line, has the same general 

characteristics as the larger river. Throughout its entire length it 

forms the boundary between Harford and Baltimore counties, Md. 

There are several small power developments.
40 SURFACE WATER SUPPLY, 1906.

GUNPOWDER FALLS AT GLENCOE, MD.

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

a steel highway bridge near the Pennsylvania Railroad station at 

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

described in Water-Supply Paper No. 167, page 46.

Discharge measurements of Gunpowder Falls at Glencoe, Md., in 1905 and 1906.

Date.

1905. 

June ^

November 3. . .

1906. 

March 31 ......

April 9 .....---

llydrographe, Width. £*»£ ^

-1 F. 

F

F. Hensh 

F. Ilensh

.do......

.do......

Daily gage height.

Feet. 

66 

66

74

I6 

76

Sq.ft. 

93 

89

211 

269 

314

Feet. 

1.53 

1.80

2.99 

3.80 

4.27

Discharge.

Sec.-ft. 

138 

138

439 

722 

978

in feet, of Gunpowder Falls at Glencoe, Md.,for 1906.

Day.

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

2

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

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

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

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

10..-- - - -----

12...-.--.--.---

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

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

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

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

18....... -------

19

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

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

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

yj.. ............

29

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

31.......---.--.

Jan.

2.1

2.25

3

QQ

2.78

2.6

2.32 

2.32

2.28 

3.88

3.58

2.55

2 4^

2.55

2.42 

2.32

2.25

2.2

2.45

2.1 

2.1

2.12 

2.15

Feb.

9 19

3.05 

3.65

3.4

3.18 

3.25

3.32 

3.65

3.62 

3.15

3.18

3.25

3.75

2 88

2.22

2.18 

2.05

2.15

2.18

2.98

2 42

2.4

2.5

2.6 

2.38

2.3

Mar.'

2.22

2.85 

3 25

3.12

2.8 

2.65

2.68 

2.58

2.48 

2.38

2.4

2.38

2.35

2.42

2.4 

2.35

2.45

2.45

2.4

2.28

2.25

2.45 

4.0

2 gg

3.05 

3.02

Apr.

2.7

2.52 

2.5

2.5

2.5 

2.4

2.4

3.68

4.42 

3.4

3.1

2.9

2.9

5.9

3.5

3.22 

3.12

3.0

9 9

2.9

2.95

2.98

2.82

2.72

2.72 

2.68

2.55

2.58

May.

2.52

9 f»

2.5

2.6

2.5

2.45

2.48

2.4

2.38

2.4

2.32

2.25

2.25

2.3

2.2

2.15

2.1

2.1

2.08

2.05

2.02

2.1

2.4

2.1 

2.05

June.

2.5

2.0 

9 n

1 9

1.9 

1.92

1.9 

2 2

2.4

2.25

1 98

1.95

1.88

1.88

1.85

2.0 

2.62

2.6

2.15

2.75

2.98

2.52

2.3

1.9 

1.9

1 9

1.8

1.78

July.

1.68

1.65

1.7

2.15

2.0 

1.9

1.85 

1.8

1.85 

2.22

1.95

1.8

1.75

1.72

2.28 

1.95

1.75

1.7

1.8

5.1

2.6

2.1

1.82

1.75

1.75

2 9

3.4

2.35 

2.08

Aug.

2.0

2.6 

2 58

2.28

2.15 

2.08

2.0 

2.0

1.92 

1.95

1.9

1.98

1.88

1.8

1.8

1.8 

1.8

2.95

1.85

1.78

5.0

2.22

2.0 

2.32

2.18 

1.95

Sept.

1.88

1.8

1.82

1.65

1.7 

1.72

1.7

1.6

1.52 

1.55

1.55

1.6

1.55

1.55

1.5 

1.52

1.55

1.52

1.62

1.52

1.42

1.5

1.5 

1.6

1.55

1.52

Oct.

1.52

1.48

1.58

2.68

1.82

1.68 

1.6

1.9 

1.75

1.6

1.6

i ^

1.5

1.58 

1.8

9 9^

3.25

2.85

2.42

2.5

2.1 

2.0

1 98

1 9

1.85 

2.0

Nov.

2.02

1.85

1.82

1 7S

1.78

1.8

1 79

1.72 

1.72

1.7

1.88

1.75

1.7

1.72

1.75

1.78

1.95

1.88

1.8

1.72

1.65 

1.68

1.6

Dec.

1.62

1 CO

1.62 i f;ft

2.02

1.62 

1.65

1.75

1.78

1.75

1.75

1.75

2.85

2 08

o nc

9 R

9 9ft

1.85

3.78

3.88

3

7C

0 Oo

2 02 

3.05

NOTE. Ice jam January n-12, and February 3-5 aiiu 13. River frozen over February 6-12. Ice

jam m December DwfiTnhpr 94-30 24-30.
GUNPOWDER RIVER DRAINAGE BASIN. 41

Rating tables for Gunpowder Falls at Glencoe, Md. 

DECEMBER 15, 1904, TO AUGUST 25, 190,>.«

Gage 

height.

Feet. 

4. (.0 

4.70 

4.80 

4.90 

5.00 

G.OO 

7.00 

8.00 

9.00

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

Dis- Gage 

charge. height.

Sec.-ft. Feet. 

100 2. 40

114

130

147

166

186

2.50

2 60

2 70

2,80

2.90

207 3. 00

230 3. 10

254

280

307

3.20

3.30

3.40

Discharge.

Sec.-ft. 

335

365

395

430

465

500

535

570

610

650

690

Gage 

height.

Feet. 

3.50

3.60

3,70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

Discharge.

Sec.-ft.

770

810

855

900

945

990

1,040

1,090

1,140

1,190

Discharge.

Sec.-ft. 

1,240 

1,295 

1,350 

1,405 

1,460 

2,070 

2,740 

3,440 

4,160

a This table is applicable only for open-channel conditions. It is based on 1 discharge measurement 

made during 1905 and on the form of the 1905-6 curve.

AUGUST 26, 1905, TO DECEMBER 31, 1906.6

Gage

height.

Feet.

1.40

1.50

1.10

1.70

1.80

1.90

2 00

2 10

2 20

2 .30

2 40

2.50

2.60

2.70

Discharge.

Sec.-ft.

11

90

104

119

135

152

170

190

212

235

260

286

314

344

Gage 

height.

Feet. 

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.

Sec.-ft. 

375 

407 

440 

475 

510 

545 

580 

620 

660 

700 

740 

780 

820 

865

Gage Dis- | Gage Disheight. charge, i 1 height, charge.

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

Se< .-ft.

910

955

1,000

1,050

1,100

1,150

1,200

1,255

1,310

1,365

1,420

1,475

1,530

1,590

Feet. 

5.60 

5 70 

5 80 

5.90 

6 00 

6.10 

6.20 

6.30 

6.40 

6. 50 

C.U)

Sec.-ft. 

1,650 

1,710 

1,770 

1,835 

1,900 

1,965 

2,030 

2,095 

2,160 

2,230 

2,300

6 This table is applicable only for open-channel conditions. It is based on 4 discharge measurements 

made during 1905 and 1906. It is fairly well defined between gage heights 1.8 feet and 5 feet.

NOTE. At times of measurements the error in discharge determinations may be less than 5 percent, 

at other times it may be as much as 25 per cent at low stages, and 10-1") percent at high stages for 

short periods.

Monthly discharge of Gnnpoicder Falls at Glencoe, Md.,for 1904-1906. 

[Drainage area, 160 square miles.]

Discharge in second-feet. Hun-olT.

Month.

Maximum. Minimum. Mean. Sec.-ft. per : Depth in 

sq. mile, i inches.

December 15-31 0.938

1905.

March....................................... 1,140 ............

April...................... .................. 810 203

May................................. ....... 242 114

June......................................... 602 114

July......................................... 670 111

September.................. ................. 820 107

311

150

463

298

172

192

240

361

218

211

310

2£6

1.94

.938

2.89

1.86

1.08

1.20

1.50

2.26

1.36

1.32

1 60

2.24

.98

3.33

2.08

1.24

1.34

1.73

2.61

1.52

1.52
42 SURFACE WATER SUPPLY, 1906.

Monthly discharge of Gunpowder Falls at Glencoe, Md..for 1904-1906 Continued.

Discharge in second-feet.

Month.

Maximum. Minimum. Mean.

Run-off.

Sec.-ft. per ' Depth in 

sq. mile. | inches.

January... 

February.. 

March.....

April......

May.......

June......

July.......

August....

September. 

October....

November. 

December..

1.

The vear.

344

433

1.360

1,310

149

527

235

457

1,840

174

170

190

260

174

132

111

111

80

86

104

101

80

255

268

330

461

239

205

227

237

104

179

132

203

1.59

1.68

2.06

2.88

1.49

1.28

1.42

1.48

.650

1.12

.825

1.27

1.48

1.83

1.75

2.38

3.21

1.72

1.43

1.64

1.71

.72 r.29

.92

1.46

20.06

NOTE. The discharge during the frozen periods was determined by intercomparison of data collected at eastern Maryland gaging stations.

Values for December, 1904, are approximate, owing to ice conditions. Values for January to August, 

1905, are fair. Values from September, 1905, to December, 1906, are good. Ice conditions, December, 1904, January 1-6, and January 15 to March 4, 1905. For 1906 ice conditions see footnote to gage 

heights.

LITTLE GUNPOWDER FALLS NEAR BELAIR, MD.

This station was established December 13, 1904. It is located at a 

steel highway bridge on the road from Belair to Kingsville, at a distance of about 5 miles from Belair, from which place it is best reached 

by driving. The conditions at this station and the bench marks are 

described in Water-Supply Paper No. 167, page 48, where are given 

also references to publications that contain data for previous years.

Discharge measurements of Little Gunpowder Falls near Belair, Md., in 1905-6.

Date.

1905. 

June 22.......

1906. 

March 16.....

March 31.....

Jlydrographer. Width.

Feet.

. G. F. Harlev .'.........-..................... 38

. F. F. Henshaw. . ........................... 39

Area of 

section.

Sq.ft. 

32

47

71

Gage 

height.

Feet. 

1.50

1.39

1.95

1.98

2.09

Discharge.

Sec.-ft. 

49.9

44.5

Ql

101

127

Daily gage height, infect, of Little Gunpowder Falls near Belair, Md.,for 1906.

Day. Jan.

1.52

1.55

1.6

2.55

1.82

1.72

1.6

1.68

1.62

1.85

1.9

2.1

Feb.

1.68

Mar.

1.78

1. 58 1. 62

1.75

1.85

1.65

1.9

1.92

2.0

2.3

2.02

1.85

1.82

1. 85 . 2. 1

1.88 I 2.48

1. 8 2. 2

2.18

2.52

1.88

Apr. May. June.

1.86 1.84

1.76 ' 1.88

1.76

1.82

1.75

1. 75 1. 84

1.8

1.78

1.78

1.81

1.76

3.18

1.75 : 2.9

1.7 2.04

1. 7 1. 94

1.7 1.86

1.68 1.88

1.88

1.83

1.94

2.0

1.89

1.86

1.85

1.79

1.84

1.81

1.79

1.78

2. 05 4. 18 I 1. 79

2.09

1.78

1.69

July. , Aug.

i

1.54

1.55

1.49

1. 66 2. 04

1.68

1.68

1.64

1.52

1.62 '' 1.58

1. 7 1. 53

1. 64 L 43

1.95

1.88

1.6

1.66

1.62

1.52

1.45

1.53

1.54

1.5

1.63 i 1.49

Sept. Oct.

1. 56 1. 56 1. 47

2.16

2.08

1.66

1.58

1.59

1.54

1. 6 1. 5

1.52

1.6

1.38

1.5

1.49

1.46

1.49

1.85

1.62

1.-52

1.46

1.4

1.48

1.5

1.5

1.46

1.53

1.5

1.49

1.42

1.45

1.44

1.92

2.32

1.66

1.59

1.52

1.48

1.68

1.5

1.43

1.58

1.49

1.45

Nov.

1.71

1.56

1.56

1.59

1.58

1.56

1.53

1.52

1.55

1.58

1.7

1.64

1.57

1.6

1.62

Dec.

1.56

1.54

1.58

1.49

1.54

1.92

1.71

1.66

1.59

1.64

1.82

1.6

1.65

1.65

1.56
GUNPOWDER RIVER DRAINAGE BASIN. 43

Daily gage height, infect, of Little Gunpowder Falls near Belair, Ma., for 1906 Cont'd.

Day.

18.............. in

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

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

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

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

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

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

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

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

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

Jan. F

1.68 1

1.65 1

1.65 1

1 92 '' 1

1.58 1

1.65 .. 

1.68 ..

78 19

. 75 1. 82

.68 1.88

. 65 ; 1. 88

.68 1.85

.75 1.8

.7 2. 62

.... 1. 92 

.... 1. 9

.... 1. 95

Apr.

o 09

2.02

1.95

1 95

1 94

1 92

1 89

1.86 

1.9

May.

1 ft

1.72

1.78

1.72

1.7

1.66

1 i\A

1 69

1.72

1.73

1 9

1.88 

1.74

2 49

1.68

2.42

1 79

1.72

2.0

1.71

1.62

1.56 

1.54

July.

1.64

1.46

1.52

1.68

1.4

1.52

1,48

2.19 

1.69

1.42

3.34

2.06

1.74

1 96

2 06

2.08

1.8

1.61

Sept.

1 40

1.46

1.42

1.62

1.46

1.3<> 

1.42

Oct.

1.46

1.46

1 99

2.5

2.39

1.84

1.65

1.72

1.64

1.55 

1.53

1.66

Nov.

1.58

1.88

1.76

1.72

1.65

1.67

1.61

1.5 

1.59

2.42

1.98

1.75

2.7

2.09

1.94

1.82

1.82

2.56

1.76

1.7

1.8 

1.71

2.71

NOTE. Probable backwater, December 25-26.

Eating table for Little Gunpowder Falls near Btlair, Md.,for 1904-1906.

Gage ' Disheight. charge.

Feet. Sec.-ft.

1. 20 19

1. 30 26

1. 40 34

1.50 43

1. 60 53

1. 70 64

1. 80 70

1. 90 89

Gage 

height.

Feet.

2.00

Dis- Gage 

charge. height.

Sec.-ft. Feet.

103

2. 10 119

2. 20 136

2.30

2. 40

2.50

2.60

2.70

155

175

2.80

2.90

3.00

3.10

3.20

195 3.30

210 3. 40

239 3. 50

Discharge.

Gage i Disheight. charge.

Sec.-ft. Feet. Sec.-ft.

263 : 3.60 480

288

314

340

367

394

3.70

3.80

3.90

4.00

4. 10

422 . 4. 20

450

510

540

570

600

630

660

NOTE. The above table is applicable only lor open-channel conditions. It is based on 6 discharge 

measurements made during 1904-1906. It is well defined between gage heights 1.4 feet and 2.2 feet. At 

times of measurements the error in discharge determinations may be less than 5 per cent, but at other 

times it may be 10 to 15 per cent, owing to shifting of channel.

Monthly discharge of Little Gunpowder Falls near Belair. Md.,for 1904-1906. 

[Drainage area, 43 square miles.]

Discharge in second-feet. Run-off.

Month.

Maximum. Minimum. Mean. Sec.-ft.per Depth in

December 13-31.

1904.

40.0 0.930

January... 

February.. 

March.....

April.......

May.......

June.......

July.......

August....

September. 

October....

November. 

December..

The year.

486

175

416

195

89

171

444

136

165

116

136

630

630

74

62

41

30

32

25

32

26

20

20

20

75 5

50.2

127

80.5

58.9

55.1

80.0

41.6

44.6

44.0

42.2

74.7

64.5

1. 76

1.17

2.95

1.87

1.37

1.28

1.86

.967

1.04

1.02

.981

1.74

1.50

2.03

1.22

3.40

2.09

1.58

1.43

2.14

1.11

1.16

1.18

1.09

2.01

20.44
44 SURFACE WATER SUPPLY, 1906.

Monthly discharge of Little Gunpowder Falls near Belair, Ma., for 1904-1906 Cont'd.

Discharge in second-feet. Run-off.

Month.

lyOO.

Julv....- -------- -..--.-.--.-.-.-.--

......... 205

......... 191

......... 221

......... 0.54

......... 193

......... 179 i

......... 179

......... 40.5

......... 195

199

........ 241

...... 654

4.5-

51

34

32

37

42

ltiralj - sq. mile.

91 1 2 12

79. 3 1. 84

82 4 1 92

83 5 1 94

inches.

1.92

2.44

 ? 01

1.84

1.82

NOTE. The discharge during the frozen period was determined by intercomparison of data collected 

rt eastern Maryland gaging stations.

Values for December, 1904, are approximate, owing to ice conditions. Values for 1905 and 1906 are 

fair, except those for March and April, 1900. which are good. Ice conditions December, 1904, January 1 

to 0 and January 26 to February 25, 1905. and December 25 and 26, 1900.

PATAPSCO RICHER DRAIXAGE BASIX.

DESCRIPTION OF BASIN.

Patapsco River is formed by the junction of North Branch and 

South or Piney Branch near Marriottsville, Md., and flows in a southeasterly direction into Chesapeake Bay, 13 miles south of Baltimore. 

Both branches rise in the central part of Maryland, and the whole 

basin, which has an area of about 350 square miles, lies within that 

State.

The drainage basin is hilly and largely under cultivation. It has no 

lakes or artificial reservoirs, and the flow of the stream is variable. 

The maximum estimated flow at the gaging station at Woodstock, 

Md., where the drainage area is 251 square miles, is about 12,000 

second-feet, while the minimum estimated flow has been about 50 

second-feet. The record from which these estimates have been taken 

extends over a period of nine and one-half years. The freshets do not, 

however, cause very large rises of the water because of the steep slope 

of the stream. The maximum recorded difference in gage height at 

Woodstock is 13 feet, while the usual range within a year is about 3 

or 4 feet.

The bed is generally rock. The banks are of rock and very little 

land is subject to overflow. The Baltimore and Ohio Railroad follows 

the stream closely throughout nearly its entire length.

The river carries a small volume of water, but as it has considerable 

slope a large number of water powers have been developed along its 

course. These, though small, are made valuable by their proximity 

to Baltimore.
PATAPSCO RIVER DRAINAGE BASIN. 45

PATAPSCO RIVER AT WOODSTOCK, MD.

This station was established August 6, 1896. It is located near the 

railroad station at Woodstock, 1.5 miles below the mouth of the 

North Branch. The conditions at this station and the bench marks 

are described in Water-Supply Paper No. 167, page 49, where are 

given also references to publications that contain data for previous 

years.

Daily gage height, in feet, of Patapsco Hirer at Woodstock. Md.,for 1906.

Day.

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

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

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

0..............

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

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

11

12::::::::::::::

1 ^

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

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

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

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

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

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

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

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

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

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

24

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

X... ...........

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

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

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

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

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

Jan.

4.2

4.1

4.2 

5 75

4.45

4.3

4.3 

4.2 

4.15

4.2

4.5

4.4

4.4

4.45 

4.3

4.3

4.2

4.2

4.2

4.2

4.15

4 1^

4.15

4.35

4.2

4.15

4.2

Feb.

4.2

4.2

4.05 

4.15

4.85

4.3 

4.85 

4.35

4.05

4.25

4.55

4.6

4.1 

4 05

4.05

4.1

4.15

4.6

4.2

4.15

4 25

4

OC

Mar.

4.15

4.2

5.7 

6.6

4.55

4.45

4.5 

4.4 

4.3

4.25

4.2

4.3

4.9

4.6 

4.45

4.35

4.35

4.45

4 3

4.35

4.4

4.3

4.35

5.15

4.75

4.85

Apr.

4.6

4.5

4.4 

4.35

4.35

4.3

4.3-j

4.55 

4.45

4.35"

4.45

4.35

9 45

5.3 

5.0

4.85

4.7

4 65

4.6

A K

4 55

4.5

4. 45

May.

4.35

4.4

4.45 

4.35

4.35

4.35

4.4 

4.3 

4.25

4.25

4.3

4.25

4.15

4.15

4.2 

4.15

4.05

4.05

4.1

4.0 

4.0

4 05

4.3

4.15

June.

4.05

4.0

3. 85 

3.9

o.9

3.85

3.85 

3.95 

3.9

4.3

41^

4.05

3.95

3 9

3.85 

4 05

4.45

4.45

4 95

4.25 

4 05

3 95

3 9

3.9

July.

4.0

3.9

3.95 

6.55

4.6

4.1

3.9

3.9 

4.05 

4.1

4.0

3.95

3.85

3.8

3.95 

4.0

4.1

4.0

3.85

4.2

4.15

3.9 

3.75

3 95

4.7

4.4

4 05

3.95

Aug.

d. 9

12.5

6.9 

4.75

4.3

4.35

4.15

4.2 

4.1 

4.05

4.2

4.55

4.05

3.95

4.05 

4.0

4.25

4.15

4.3

4.1

6.5

c oc

4.65

4.45

4.4

Sept.

4.25

4.3

4.25 

4.15

4.15

4.05

4.15

4.0 

4.0 

4.1

4.05

4.0

3.9

4.15

4.05 

4.0

3.95

3.9

4.1

4.05

4.2

3.95

3.85

o or;

3.9

3.95

Oct.

4.1

3.95

3.85 

4.15

5.05

4.5

4.3

4.15 

4.0

4.2

4.05

3.9

3.8

3.85

3.95

3.9 

4.25

4.05

4.45

5. R5

7.2

5.1

4.25

4.35

4.2

4.25

3.95

3.9

3.85

3.8

3.95

Nov.

3.9

3.95

3.8 

3.95

3.9

4.0

4.0

3.9 

3.85 

4.0

4.0

3.95

3.9

3.85

3.95

3.95 

4.0

4.15

4.9

4.6

4.45

4.25

4. 05

4.1

4.15 

4.1

4.05

4.1

4.15

4.05

Dec.

4.0

4.05

4.15 

4.1

3. 95

4.15

4.0

4.1 

4.15 

4.15

4.45

4.15

4.15

4.05

4.05

4.35

5.8

4.95

4.65

4.6

4.8

4.6

4.55

4.4

4.35 

4.2

4.35

4.25

4.2

4.25

5.4

Rating table for Patapsco Hirer at Woodstock, Md.,for 1904-1906.

Gage 

height.

Feet. 

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

Dis- Gage Discharge, height, charge.

Sec.-ft.

36

50

66

86

111

139

170

204

242

285

Feet. Sec.-ft. 

4. 20 332

4. 30 383

4. 40 438

Gage ' Disheight. charge.

Feet. ! Sec.-ft. 

5.20 1,026

5. 30 1, 115

5.40 1,206

4.50 497 l| 5.50 ' LSOO

4 60 561

4. 70 629

4. 80 701

4.90 . 777

5. 00 ; 857

5. 10 , 940

5.60 1.396

5.70 ' 1,493

5. 80 1. 591

5.90 1,689

6. 00 ' 1, 788

6. 50 2, 283

Gage Disheight. ' charge.

Feet. Sec.-ft. 

7. 00 2. 778

7.50 3,273

8.00 ' 3,772

8.50 4,278

9. 00 4, 788

10.00 5,818

11.00 , 6,858

12.00 i 7,908

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

measurements made during 1904 and 1905. It is well defined.

IRK 203 07 4
46 SURFACE WATER SUPPLY, 1906.

Monthly discharge of Patapsco River at Woodstock, Md.,for 1906. 

[Drainage area, 251 square miles.]

Month.

January... 

February.. 

March.....

April.......

May.......

June.......

July.......

August....

September. 

October....

November. 

December..

The year.

Discharge in second-feet.

Maximum.

1.540 

739 

2,380 

5, 250 

701 

817 

2,330 

8,440 

383 

2,980 

777 

1,590

8. 440

Minimum.

285 

264 

308 

383 

223 

187 

155 

204 

187 

170 

170 

223

Mean.

410 

388 

596 

692 

355 

303 

341 

1,020 

264 

446 

281 

452

155 463

Run-off.

Sec.-ft. per 

sq. mile.

1.63 

1.55 

2.37 

2.76 

1.41 

1.21 

1.36 

4.08 

1.05 

1.78 

1.12 

1.80

1.84

Depth in 

inches.

1.88 

1.61 

2.73 

3.08 

1.63 

1.35 

1.57 

4.70 

1.17 

2.05 

1.25 

2.08

25.10

NOTE. Values for entire year arc excellent.

The following table gives the horsepower (80 per cent efficiency) 

per foot of fall that may be developed at different rates of discharge 

and shows the number of days on which the flow and the corresponding horsepower were respectively less than the amounts given 

in the columns for " discharge" and "horsepower:"

Discharge and horsepower table for Patapsco Rirer at Woodstock, Md.,from 1896 to 1906.

Discharge 

in 

secondfeet.

55 

66 

88 

110 

132 

154 

176 

198 

220 

275

Horsepower 

(80 per 

cent efficiency) 

per foot 

fall.

5 

6 

8 

10 

12 

14 

16 

18 

20 

25

Number of days of deficient flow.

1896.a

1 

6 

22 

41 

96 

106 

120 

126 

133

1897.

i

7 

18 

38 

64 

88 

101 

116 

158

1898. 1899.6 19QO.C

1

8 

18 

53 

87 

121 

127 

151 

202

3 

5 

11 

27 

67 

89 

134 

175

10

1901/7 1902. 1903.

1

17 -----

24

34

48 

85 

108 

120 

134 

178

1 

6

47

93 

127 

179

1 

10 

51 

73

82 

110 

174

2" 

6 

44

1904.

2

12

77

112

161 

184 

222 

241 

257 

325

1905.

9 

26 

92 

114 

145 

220

1906.

6 

19 

40 

120

o August 16 to December 31. 

& February 1 to December 31. 

c January 1 to November 30. 

<i Omitting September.

NOTE. During the period covered by this table the minimum flow was 50 second-feet, giving 4.5 

horsepower per foot of fall on two days in July, 1900, eight days in August, 1900, and one day each in 

June and September, 1904.

POTOMAC RIVER DRAINAGE BASLN".

DESCRIPTION OF BASIN.

Potomac River is formed by the junction of its north and south 

branches, about 15 miles below Cumberland, Md., from which point 

it flows in a southeasterly direction into Chesapeake Bay. For its 

entire length it forms the southern boundary of the State of Maryland
POTOMAC RIVER DRAINAGE BASIN. 47

and the northern boundary of the States of West Virginia and Virginia. It drains a total area of about 14,500 square miles.

North Branch of Potomac River rises in the Allegheny Mountains 

near the west corner of Maryland, and South Branch in the Alleghenies 

in Virginia and West Virginia. These branches, with their tributaries and the tributaries of the main stream as far down as the Shenandoah, drain a series of narrow and generally fertile valleys lying 

betwreen the parallel ranges wThich make up the s}Tstem of the Alleghenies in this region. Their slopes are not, as a rule, very great, 

and their beds are of gravel and sand. The slopes of their drainage 

basins are, however, usually very steep, and after a rain the water 

collects quickly in the rivers. There are few lowlands to be overflowed, and no lakes whatever in the region. Consequently these 

streams, and with them Potomac River, are subject to very sudden 

and heavy freshets in wet seasons, while in dry seasons their discharge 

becomes small. The record of gage height at Point of Rocks, Md., 

covering a period of nearly twelve years, shows a maximum range of 

29 feet, and for several years the range has been more than 20 feet each 

year. The corresponding maximum and minimum discharges have 

been 219,000 and 900 second-feet, respectively.

The slopes of the tributary basin of Shenandoah River are in many 

instances steep, but the valley through which the Shenandoah flows 

is generally broader and more lands are subject to overflow. The 

slope of the river itself is usually greater than the slope of the tributaries above mentioned. As a result the fluctuations of this stream 

are not so great, having a maximum range of about 19 feet at Millville 

in twelve years, while the average annual fluctuation is 10 feet or less. 

The discharge in this period has ranged between 140,000 and 480 

second-feet.

From the junction of its north and south branches below Cumberland, Md., the Potomac cuts through the mountains at nearly right 

angle. Its valley is narrow, its slope in many places great. The 

bed is generally gravel and bowlders, with ledge rock at small depth, 

which often appears at the surface. The banks are usually high and 

are not subject to overflow. It crosses the fall line a few miles above 

Washington and reaches tide water at Georgetown.

The Baltimore and Ohio Railroad follows the river for its entire 

length, and the Shenandoah Valley and the Cumberland Valley railroads cross the stream. The Chesapeake and Ohio Canal follows it 

from Cumberland to Georgetown.

As a water-power stream the principal disadvantage of the Potomac 

is the great variability of its flow. Good rock foundations for dams 

can generally be found at small depth, the banks are, as a rule, favorable, and there are several sites where large falls could be rendered 

available. A very insignificant amount of power has been developed.
48 SURFACE WATER SUPPLY, 1906.

The Great Falls of the Potomac, located about 15 miles above 

Washington (as shown in PI. IV), offers one of the best undeveloped 

power sites along Potomac River.

The surface water resources of the Potomac River basin have been 

discussed in detail in Water-Supply Paper No. 192.

NORTH BRANCH OF POTOMAC RIVER AT PIEDMONT, W. VA.

This station was established June 27, 1899, and was discontinued 

July 15, 1906. It is located at the iron highway bridge connecting 

Luke, Md. ; with Piedmont, W. Va. The conditions at this station 

and the bench marks are described in Water-Supply Paper No. 167, 

page 53, and in Water-Supply Paper No. 192, where are given also the 

data for previous years.

Discharge measurements of North Branch of Potomac River at Piedmont, W. Va., in 1906.

Date. Hydrographer. Width.

Feet.

291

284

147

Area of 

section.

Sq. ft. "243

1,220

787

243

Gage 

height.

Feet. 

3.51

7.15

5.64

3.49

Discharge.

Sec.-ft.

5,820

2,590

391

Daily gage height, infect, of North Branch of Potomac Rirer at Piedmont, W. Va.,for 1906.

Day.

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

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

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

9.........--.-.---.......-.........

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

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

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

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

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

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

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

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

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

27.....-.--.-.-...... ..............

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

29

30

31

Jan.

......... 3.35

......... 3.65

......... 5. Co

......... 5.3

......... 3.9

......... 4. 05

......... 3. 65

......... 3. 55

......... 3. 55

......... 3.95

......... 3.8

.........' 3.8

......... 3.95

..........! 4.15

......... 4.1

......... 4.7

......... 4. 35

......... 4.5

.... ....' 4.85

......... i 8.2

.......... 6.4

......... 4.6

......... 4.35

......... 4.3

......... 4.15

......... 3. 95

Feb.

3.65

3.55

3.2

3.4

3.5

3.1

3.1

3.1

2.9

2.75

2.85

3.0

3.05

3.0

2.75

2.8

2.9

2.8

2.95

3.0

3.2

3.1

3.05

3.1

3.1

3.05

2.6

Mar.

2.75

3.1

3.3

5.15

4.35

3.8

3.8

3.7

3.6

3.4

3.5

3.5

3.5

3.5

3.4

3.15

3.4

4.05

3.8

3.7

3.7

3.75

3.55

3.6

5.05

7.3

6.25

7.4

7.4

Apr.

C.O

6.15

6.8

5.7

5.05

5.15

6.45

5.5

5.45

4.55

4.45

6.15

5.45

4.85

4.45

4.25

4.1

3 95

4.0

4.0

4.0

4.1

6.5

5.4

4.65

4.35

4.15

May.

3.9

4.0

3.8

3.7

3.6

3.7

3.6

3.5

3.5

3.4

3.4

3.3

3.2

3.2

3.1

3.1

3.0

3.0

2.9

2.9

2.8

2.8

2.7

2.7

2.7

2.7

3.35

3.45

3.2

3.0

June.

3.45

3.3

3.1

3.3

4.6

5.25

4.7

4.1

3.65

3.35

3.25

3.1

3.0

3.0

2.9

2.9

2.9

2.95

3.1

3.3

3.2

3.1

3.0

3.0

3.6

3.35

3.25

3.0

July.

2.9

2.8

2.8

3.1

9 OK

2.75

2.6

2.6

2.6

2.5

2.6

2.6

2.55

NOTE. Discharge probably unaffected by ice during 1906.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 203 PL. IV

GREAT FALLS OF THE POTOMAC.
POTOMAC RIVER DRAINAGE BASIN. 49

Rating table for North Branch of Potomac River at Piedmont, W. Fa., for 1906.

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

Discharge.

Sec.-ft.

70

88

109

133

160

190

224

262

304

350

401

457

Gage

height.

Feet.

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.

S(C.-ft.

519

587

661

740

825

915

1,010

1.110

1,215

1.320

1,430

1,540

Gage

height.

Feet.

4 90

5 00

5. 10

5.20

Discharge.

Sec.-ft.

1,655

1,770

1,890

2,015

5. 30 2, 140

5 40

5.50

2,270

2,400

5 tt) 2, 535

5 70 2, 675

5 80 2,820

5 90 2, 970

(i. 00 3, 125

Gage

height.

Feet.

6 20

6.40

6.60

Discharge.

Sec.-ft.

3,450

3,785

4,140

6 80 4,515

7. 00 j 4, 900

7.20 : 5,300

7. 40 5, 710

7. 60 6, 130

7 80 6, 570

8.00 7,030

8. 20 7, 500

NOTE. The above table is applicable only for open-channel conditions. It is based on 3 discharge 

measurements made during 1906, and on the form of previous curves. It is well defined between gage 

heights 3.5 feet and 5.5 feet.

Monthly discharge of North Branch of Potomac River at Piedmont, W. Va., for 1906. 

[Drainage area, 410 square miles.]

Month.

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

Maximum.

488

5, 710

4,520

2 080

Minimum.

88

121

700

160

Discharge in second-fe«t. Run-off.

Sec.-ft. per 

ean- sq. mile.

1,260

220

1,160

2,010

323

413

120

3,06

.537

2.83

4.91

.788

1.01

.293

Depth in

inches.

3.53

.56

3.26

5.48

.91

1.13

.16

NOTE. Values are rated as follows: January, February, and July, good; March to June,excellent. 

POTOMAC RIVER AT POINT OF ROCKS, MD.

This station was established February 17, 1895. It is located at the 

steel highway bridge at Point of Rocks, Md. The conditions at this 

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

167, page 55, and in Water-Supply Paper No. 192, where are given 

also the data for previous years.

Discharge measurements of Potomac River at Point of Rocks, Md., in 1906.

Date.

May 30....--...

Hydrographer. Width.

Feet. 

987

990

Area of 

section.

Sq.ft. 

3,350

3,180

Gage 

height.

Feet. 

1.70

1.76

Discharge.

Sec.-ft. 

3,890

4,450

a Results not reliable, owing to heavy gale blowing downstream.
50 SURFACE WATER SUPPLY, 1906.

Daily gage faight, in feet, of Potomac Rirer at Point of Rocks, Md.,for 1906.

Day.

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

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

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

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

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

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

n..... .........

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

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

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

1Q

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

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

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

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

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

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

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

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

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

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

Jan.

3.6

3.4 ? ?

3.7

8.0

8 (\

7.0

4.0

3.5

3.1

2.9

2.8

3.0

3

0

3.6

3.7

4.1

3.9

3.5

3.4

0 0

3.2

3.1

6.35

3.6

3.2

Feb.

3.0

2.9

2.7

2.5

2.4

2.2

2.0

1 9

1.8

1 Q

1 Q

1 Q

1 9

1.8

1.7

1.6

1.6

1.6

1.7

1.8

1.9

2.0

2.0

1 Q

1.8

2.0

Mar.

.1.8

1 S

2.0

4.0

4.5

3.0

2.7

2.6

2.5

2.3

2.3

9 ^

2.4

2.5

2.5

2.6

2.9

2.9

3

1

3.4

3.9

3.9

Q Q

3.7

7.8

12.9

10.5 

10 9

Apr.

9.6

5.5

5.1

4.8

4.3

4.2

5.5

4.9

4.0

c 7r

7.5

6.3

P4.1

3.6

3.3

3.1

2.9

9 9

2.8

5.1

5.0

4.3

May. June.

00 10

2

0 17

2.8 : 1.6

2.6 1.5

2.5 1.7

2.4 3.0

2.4 ' 2.5

2. 2 2. 2

93 ig

2.0 1.6

2. 1 1. 6

2.0 1.6

1.8 2.5

1.9 3.2

1.8 2.9

1.6 3.1

1.6 5.0

1.6 4.3

1.4 3.6

1.5 3.1

1.3 2.4

1.9 2.3

1.9 3.1

1.7 3.0

July.

2.2

1 9

2.0

2 9

2.6

2.4

2.2

9 n

1 9

1.7

1.5

1.4

1.3

1.2

- 1 0

1.2

1.2

1.5

1.8

1.7

1.5

1.4

1.5

2.0

2.1

1.9

1.7

1.8

1.9

2.0 

1.7

Aug.

1.6

1.5

1.5

4.3

3.6

2.8

2.4

9 fi

2.8

3.2

7.6

4.3

3.7

0 A

5.1

4.8

4.2 ? K,

4.4

4.0

^ 3

4.8

3.7

4.1

4.8

4.6

6.7

6.0

5.3 

4.4

1 

Sept.

o 7

3.1

2

O

2.6

2.3

01

1 9

1 0

1.7

1.7

1.6

1.5

1.4

1.6

1.5

1.4

1.4

1.4

1 0

1.3

1.3

1.3

1.3

1.2

1.2

1.2

1.2

Oct.

1 9

1.2

1.4

1.5

2.2

n r

2.7

2 6

9 ^

2.2

2.0

1 9

1.6

1.5

1.6

1.4

1.5

1.7

12.5

16.1

11.65

8.5

6.6

5.4

4.5

4.1

3.6

3.3

3.1

2.8

Nov.

2.6

2 3

2.3

2.1

2.1

2.0

2 f\

1.9

1.8

1.8

1.8

1.7

1 S

1.7

1.8

1.8

1 9

1.9

3.0

4.2

4.0

3.3

3.0

2 7

2.6

2.2

2.1

2.1

Dec

1 9

1.8

1 9

1.8

I 0

1.85

1 7C

2.0

2 9

3.5

3 1

2 65

9 7

2.8

4.7

10.0

7.2

5.6

5 2

4.6

3.8

3.2

2 8

2.85

2.9

3.0

3.1

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

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

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

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

3.6 2.0

3. 2 .......

3.7

7.8

12.9

2.8 . 1.3

5.1 1.9

5.0 1.9

10.5 4.3 1.7

10 9

2.6

2.4

2.3 , 3.1

3.0

1 9

1 7

1 8

1.9

2.0

1 7

4.8

4.6

6.7

6.0

5.3

4.4

1.3

1.2

1.2

1.2

1.2

4.5

4.1

3.6

3.3

3.1

2.8

2

7 no

2.6 2.85

2.2 2.9

2.1 3.0

2. 1 3. 1

NOTE. Practically no ice conditions.

Rating table for Potomac Rirer at Point of Rocks, Md.,for 1902-1906.

G&Iya

height.

Fe

1.

1.

1.

1.

1.

1.

1.

1.

2.

2.

,f

20

30

40

Dis- Gaeo

charge.

Sec.-ft.

height.

 Feet.

2,530 2.60

2,810 2.70

3,100 2.80

50 3,400

60

70

80

90

00

10

2.20

2.

3,700

2.90

3.00

4,010 3.10

4,330 3.20

4,670

5,020

3.30

3.40

5,380 3.50

5, 750 3. 60

30 6,130 i 3.70

2.40 6,520 3.80

2.

1

50 6,920 3.90

Discharge.

Sec.-ft.

7,330

7,750

8,180

8,620

9,070

9,530

10,000

10, 480

' 10, 970

11,470

11,980

12,490

13,010

' 13, 530

i

Gage

height .

Feet.

4.00

i 4.20

4.40

4.60

480

5 00

I 5.20

5,40

5 60

5.80

6.00

6.20

6.40

6.60

Discharge.

I 

Sec.-ft. !

14,

15,

070

150

16, 270

17,

18,

19,

21,

22,

23,

24

26,

27,

28,

i 30

1

430

Gage

height.

Feet.

6.80

7.00

8.00

9.00

610 10. 00

820 ! 11.00

060

300

560

840

140

460

12.00

13.00

14 00

15 00

16.00

17.00

780

100

I Discharge.

Sec.-ft.

31,

32,

39,

47,

160

420

m

iOO

55,600

63,

! 72,

80,

88,

1 97,

JOO m

500 «x)

00

! 105,400

, 113,700

1

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

measurements made during 1902-1906, inclusive. It is well defined between gage heights 1 foot and 14 

feet. Above gage height 10 feet the rating curve is a tangent, the difference being 830 per tenth. The 

above table supersedes previous tables, from April 1, 1902. to December 31, 1906.
POTOMAC KIVER DRAINAGE BASIN. 51

Monthly discharge of Potomac River at Point of Rocks, Md.,for 1906. 

[Drainage area, 9,650 square miles.]

1 Discharge in second-feet. j Run-off.

Month.

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

Maximum. Minimum.

...... 44,500

...... 9, 070

...... 64, 700

...... 19, 800

...... 37,100

...... 106, 000

...... 15, 200

...... 55,600

...... 106, 000

8,180 

3,700 

4,330 

8,180 

2,810 

3,400 

2,530 

3,400 

2,530 

2,530 

4,010 

4,010

2, ,530

Mean.

15, 000 

5,120 

15.900 

22,400 

5,540 

7,010 

4,380 

15,200 

4,280 

16,300 

6,340 

11,000

10,700

Sec. -ft. per 

sq. mile.

1.55 

.530 

1.65 

2.33 

.574 

.726 

.454 

1.58 

.444 

1.69 

.657 

1.14

1.11

Depth in 

inches.

1.79 

.55 

1.90 

2.60 

.66 

.81 

.52 

1.82 

.50 

1.95 

.73 

1.31

15.14

NOTE. Values for entire year are excellent

The following table gives the horsepower (80 per cent efficiency) 

per foot of fall that may be developed at different rates of discharge, 

and shows the number of days on which the flow and the corresponding horsepower were, respectively, less than the amounts given in 

the columns for "discharge" and "horsepower."

Discharge and horsepower table for Potomac River at Point of Rocks, Md., from 1895 to

1906.

Discharge in 

secondfppt

990

1,100

1,320

1 540

1,760

1,960

2,200

2, 750

3,300

3,850

4,400

4, 950

5,500

Horse-

(80 per 

cent efficiency) ,

per foot

fall.

90

100

120

140

160

180

200

250

300

350

400

450

500

Number of days of deficient flow.

1895.a

^

40

79

107

124

128

150

162

1896.f>

j 

1897. 1898. 1899. ! 1900.

i

!

14

28

43

60

72

101

130

182 162

190 187

201

208

222

238

3

9

29

6 23

8 50

56 29 82

98 59 133

107 71

137 95

162 106

186 128

195 136

152

172

3

78

101

110

115

140

152

173

176 193

188 223

197 233

1901. j 1902.

i

......' 12

..... 25

2

5

49

60

88

101

126

133

51

51

83

109

142

162

175

185

195

1903. 1904.

fi

22

59

74

103

128

139

161

1905.

23 ......

58 ......

86 ;......

107 14

126 32

140 46

161 ! 90

196

207

210

233

130

149

162

195

1906.

9

28

59

106

128

151

a February 17 to December 31.

ft Flow for missing days estimated from Millville records.

NOTE. During the period covered by this table the minimum flow was 000 second-feet, giving 82 

horsepower per foot of fall, on 6 days (two 3-day periods) in October, 1904.

SOUTH BRANCH OF POTOMAC RIVER NEAR SPRINGFIELD, W. VA.

A gaging station was established at the Baltimore and Ohio Railroad bridge, 3 miles southwest of Springfield, in April, 1894. This 

station was discontinued in 1896 for want of an observer. On June 

26, 1899, a station was established at the highway bridge 1.5 miles
52 SURFACE "WATER SUPPLY, 1906.

below the original station, near Grace station. This bridge was carried away by flood in February, 1902. The present station was 

established August 28, 1903, and was discontinued July 14, 1906. 

It is located at the steel highway bridge, 2.5 miles east of Springfield, W. Va. The conditions at this station and the bench marks 

are described in Water-Supply Paper Xo. 167, page 60, and in WaterSupply Paper Xo. 192, where are given also the data for previous 

years.

Discharge measurements of South Branch of Potomac Hirer near Springfield, W. Va., in

1906.

Date.

Mjircli 17 1

Mav 26.......

Hydrographer. Width.

Feet.

Area of 

section.

Sq.-ft.

346

Gage 

neight.

Feet.

2.63

Discharge.

Sec.-ft.

a Measurement may have been affected by ice about the pivot point of the meter.

Daily gage height, in feet, of South Branch cf Potomac River near Springfield, W. Va.,

for 1906.

Day. Jan.

2............................................ 3.95

3............................................ 3.85

4............................................ 6.75

5............................................ 8.65

6............................................ 6.7

8............................................ 4.6

9.......-....................................; 4.15

1.1............................... ............ 3.6

13............................................ 4.3

15.... ........................................ 4.55

16............................................ 5.15

18............................................ 4.75

10............................................ 4.45

21 ............................................ 3. S5

94 95

26 ' 5 25

27 ............................................ 4. 85

31 ............................................ 4. 25

Feb.

4 05

3.85

3.55

3.4

3.4

3.2

3.05

3.0

3.0

0 1

2.9

2.9

2.85

2.7

9 7

9 7

2.6

2.5

2.4

2.4

2.6

2.65

2.7

2.6

2.6

2.6

2.6

2.6

Mar.

2.6

- 2.7

2.8 7.05

6.65

4.8

4.05

3.85

3.65

3.5

3.35

3.3

3.65

4.25

4.45

4.4

4.4

4.8

5.15

6.1

5. 95

5.35

5.6

8.65

10.85

10.95

Apr.

9.65

8.75

7.85

6.25

5.3

4.65

5 35

5.45

4.75

6.6

5.9

5.5

4.85

4.0

3.75

3.65

3.6

9.85

7.3

5.75

May.

4.85

4.55

4.35

4.2

4.0

3.9

4.0

3.85

3.7

3.65

3.4

3.3

3.25

o 9

3.4

3.3

3.2

3.1

3.0

3.05

2.85

2.7

2.6

2.5

2.6

2.7

2.65

2.7

June.

2.8

2.7

2.7

2.8

2.7

2.7

2.85

2.85

o or

2.65

2.5

2.58

2.4

9 ^

2.7

2.7

2.75

2.9

3.0

3.85

3.65

3.35

3.5

4.1

3.05

3.0

July.

3.0

2.8

2.68

2.7

3.15

2 9

2.85

2.4

2

AQ

2.3

2 25

2.3

2.1

NOTE. Discharge probably not materially affected by ice during 1906.
s POTOMAC RIVEE DRAINAGE BASIN. 53

Rating table for South Branch of Potomac Rirer mar Springfield, W. Fa., for 1903 to 1906.

Gage Disheight. charge.

Feet. 

2.10

2.20

Sec. -ft. 

163

210

2. 30 261

2. 40 315

2. 50 372

2. 60 432

2.70

2.80

2.90

3.00

3.10

3.20

495

561

630

702

778

860

Gage Disheight. charge.

Feet. 

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

Sec.-ft. 

947

1,039

1, 135

1,235

1,339

1,447

1,558

1,672

1,790

1,912

2,038

2, 168

Gage Dis- Gage Disheight. charge. height, charge.

Feet. Sec.-ft. Feet. 

4. 50 2, 302 6. 40

4. 60 2, 440

4 70 2,582

4. 80 2, 72S

4. 90 2, 879

5.00 3,b35

5 20 3,355

5. 40 3, 690

5. 60 4, 030

5. 80 4, 380

6. 00 4, 745

6. 20 , 5, 130

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

9.00

10.00

Sec.-ft. 

5,540

5,970

6,420

6,890

7,370

7,870

8,370

8,870

9,370

12,000

15,000

1 i

NOTE. The above table is applicable only for open-channel conditions. It is based on 8 discharge 

measurements made during 1903-1906. It is well defined between gage heights 2 feet and 4.5 feet. Above 

10 feet gage height the discharge is approximate.

Monthly discharge of South Branch of Potomac Rirer near Springfield, W. Va.,for 1906.

[Drainage area, 1,470 square miles.]

Discharge in second-feet. Run-off.

Month.

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

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

July 1-14

Maximum.

1,730

14,600

1,910

Minimum.

1,240

315

432

1.240

372

315

Mean.

3,320

664

5,080

4,540

1,080

770

449

Sec.-ft. per 

sq. mile.

2.20

.452

3.45

3.09

.738

.524

.305

Depth in 

inches.

2.61

.47

3.98

3.45

.85

.58

.16

NOTE. Values for January, March, and April are good; those for February, May, June, and July are 

excellent.

SAVAGE RIVER AT BLOOMIXGTOX, MD.

This station was established May 3, 1905. and was discontinued July 

15, 1906. It is located at a highway bridge about 800 feet above the 

junction of Savage River with North Branch of Potomac. The conditions at this station and the bench marks are described in WaterSupply Paper No. 167, page 63, and in Water-Supply Paper No. 192, 

where are given also the data for previous years.

Discharge measurements of Savage, Rirer at Bloomington, Md., in 1906.

Date.

March 16.......

April 10........

Do.........

April 11........

May 28.........

Hydrographer.

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

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

Width.

Feet.

35

46

43

Area of 

section.

S^

175

148

89

Gage 

height.

Feet. 

2.95

5.40

Discharge.

Sec.-ft.

87

1.139

1.027

685

141
54 SURFACE WATER SUPPLY, 1906.

Daily gage height, in feet, of Savage River at Bloomington, Md.,for 1906.

Day.

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

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

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

9

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

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

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

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

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

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

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

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

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

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

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

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

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

27........-.......----...----............----.

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

30

31 ...........-.-.---------------..-.----.-....

Jan.

2.8

A OQ

4.52

3.8o

3. 6

3.3

3.12

3.18

3.2

2.75

3.18

3.02

3.25

0 CO

3.68

4.02

4.0

4.15

4.32

7.08

5.5

4.55

4.1

3.6

3.52

3.48

3.2

3.18

Feb.

2.75

2.65

0 flO

2.75

2.6

2.67

2.6

2.53

9 fi

2.37

2.47

2.5

2.47

2.37

2.4

2.47

2.27

2.33

2.33

2.47

2.63

2.63

2.35

2.47

2.37

2.23

2.25

Mar.

2.53

4.45

3.83

3.5

3.37

3.25

3.17

3.15

2.97

3.05

2.87

2.93

3.2

2,93

2.88

2.74

2.78

2.95

2.9

2.98

2.75

3.18

3.05

3.05

4.85

6.5

6.0

7.15

6.05

Apr.

5.32

n 99

5.88

5.92

4.88

4.48

4.42

5.95

4.9

4.35

3.95

3.8

4.78

4.6

4.3

4.05

3.75

3.55

3.52

3.4

3.48

3.4

3.52

3.62

3.65

3.58

3.48

3.35

May.

3.22

3.18

3 22

3.0

2.82

2.82

2.8

2.72

2.68

2.58

2.52

2.52

2.48

2

00

2.32

2.42

2.32

2.3

2.3

2.25

2.2

2.2

2.2

2.42

3.4

3.35

2.82

June.

3.35

0 00

9 Q^

2 75

o oe

3.6

3.32

3.05

2.88

2.85

2.65

9 ^

2.38

2.3

2.52

2.98

2.78

2.78

2.62

2.65

2.78

2.75

2.42

; July.

2.48

9 ^R

2.28

2

0

1 98

1.88

1.88

1 98

1.88

1.92

1.88

1.88

1 Q9

1.78

NOTE. No ice conditions during 1906.

Rating table for Savage River at Bloomington, Md.,for 1905-6.

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.

Sec.-ft.

8

10

12

15

19

23

28

34

41

50

60

71

84

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

Discharge.

Sec.-ft.

98

114

132

152

174

197

222

249

278

310

344

380

418

Gage 

height.

Feet.

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

Discharge.

Sec.-ft.

458

500

544

591

640

691

744

799

5. 10 ' 855

5.20 , 912

5.30

5.40

5.50

970

1,030

1,090

Gage 

height.

Feet.

5.60

5.70

5.80

5.90

6.00

6.20

6.40

6.60

6.80

7.00

Discharge.

Sec.-ft.

1,150

1.215

1,280

1.345

1,415

1,555

1,695

1,840

1,990

2,140

NOTE. The above table is applicable only for open-channel conditions. It is based on 8 discharge 

measurements made during 1905 and 1906. It is well denned between gage heights 2.4 feet and 5.6 feet.

Monthly discharge of Savage River at Bloomington, Md.,for 1905-6. 

[Drainage area, 120 square miles.]

Discharge in second-feet. Run-off.

Month.

1905.

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

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

Maximum.

399

568

466

210

535

509

418

924

Minimum.

34

29

12

10

8

10

13

21

Mean.

97.8

11885.o

34.0

56.0

82.1

51.1

220

Sec.-ft. per 

sq. mile.

0.815

.983

.708

.283

.467

.684

.426

1.83

Depth in 

inches.

0.88

1.10

.83

33

.52

79

.48

2.11
POTOMAC RIVER DRAINAGE BASIN. 55

Monthly discharge of Savage River at Bloomington, Md.,for 1905-6 Continued.

Discharge second-feet. Run-off.

Month. 

Maximum.

1906.

February. . .................................. 103

March ....................................... 2, 260 ' April. ........................................ 1 , 380

May ......................................... 174

June ......................................... 884

Julv 1-15. .................................... 40

Minimum. Mean. ^J^'

66 330 ' 2.75

24 43. 8 .365

36 348 ! 2.90

163 , 521 4.34

23 ; 69. 9 .582

28 138 1. 15

10 17.8 .148

Depth in 

inches.

3.17

.38

3.34

4.84

.67

1.28

.08

NOTE Values for 1905 and 1906 are excellent, except July, 1906, which is good. 

GEORGES CREEK AT \VESTEEXPORT7 MD.

This station was established May 4, 1905, and was discontinued 

July 15, 1906. It is located at the highway bridge in Westernport, 

Md., about one-half mile above the mouth of the creek. The conditions at this station and the bench marks are described in WaterSupply Paper No. 167, page 64, and in Water-Supply Paper No. 192, 

where are given also the data for previous years.

Discharge measurements of Georges Creek at Westernport, Md., in 1906.

Date.

March 16.... 

March 30.... 

April 10..... 

May 28......

Hydrographer.

Bolster and Padgett..........

Robert Follansbee............

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

Robert Follansbee............

Width.

Feet. 

41 

95 

93 

93

Area of Gage

section, height.

Sq. ft. Feet.

27

180

98

1.49

3.38

2.50

70 2. 25

Discharge.

Sec. -ft.

65

1,230

476

353

Daily gage height, in feet, of Georges Creek at Westernport, Md.,for 1906.

Day.

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

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

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

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

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

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

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

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

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

1 1

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

on

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

Jan.

1.68

1.55

2.3

2.58

2.45

9 "*fi

2.2

2.2

1.88

1 95

1.95

2.0

1.95

1 88

1.78

1.82

2.0

2.05

2.12

2.15

2.18

2 09

3.28

3.08

2.68

2.2

2 12 

2.1

2.05

1 OR

1.9

Feb.

1.8

1.8

1.75

1.72

1.68

1.65

1.6

1.52

1.45

1.45

1 42

1.4

1.4

1.4

1.4

1.4

1.45

1.45

1.35

1.3

1.3

1.38 

1.42

Mar.

1.6

1.78

2.02

1 R

1 7^

1.6

.55

KO

45

.32

00

.5

1 58

1.55

1.6

1 68

2 62 

3.2

3.2

3 42

3.45

Apr.

3.18

2.98

2.88

2.85

O ^9

2 39

2

ttQ

9 Q9

2 32

2 2*^

2 22

2.2

2.22

2-12

2.12

2.0

1 9

1 9

1.85

i ye

1.7

1 79

May.

1.68

1.72

.5

AK.

.4

.42

1 3

1.25

1.22

1 9

1.15

1.15

2.02 

2.08

1.88

June.

1.65

1.55

1.55

1.6

1 Aft

9 9^

Q^

72

1.62

1 95

1.2

1.35

i "^

1.38

1 9^

July.

1.18

1.15

1 05

1.05

1.1

1.1

1 n^

1 02

NOTE. Discharge probably unaffected by ice.
SUEFACE WATER SUPPLY, 1906.

Eating tables for Georges Creek at Westernport, Md. 

MAY 4 TO JUNE 6, 1905."

Gage 

height.

Feet. 

1.20 

1.30

Dis- i Gage 

charge. height.

Sec.-ft. 

22 

29

Feet. 

1.40 

1.50

Discharge.

1 Sec.-ft. 

38 

50

Gage 

height.

Feet. 

1.60 

1.70

Dis- Gage 

charge. , height.

Sec.-ft.

87

Feet. 

1.80

Discharge.

Sec.-ft. 

112

JUNE 7 TO SEPTEMBER 10, 1905.6

1.00

1.10

1.20

1.30

1.40

1.50

1.60

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

84

108

137

170

208

252

2.40 

2.50 

2.60 

2.70 

2.80 

2.90 

3.00 

\

355

415

480

550

625

700

3.10

3.20

3.30

3.40

3.50

865

955

1,045

1,140

SEPTEMBER 11, 1905, TO JULY 15, 1906. c

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

115

145

180

220

265

315

370

430

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

495 3. 30

560

630

705

785

870

960

1,055

3.40

1,150

1,250

3.50 1,350

3.60 1,455

3.70

3.80

3.90

4.00

3,560

1,670

1,780

1,895

oThis table is based on one discharge measurement made during 1905 and on the form of the 1906 

curve. It is not well defined

i> This table is based on three discharge measurements made during 1905 and on the form of the 1906 

curve. It is fairly well defined between gage heights 1.5 feet and 2 feet.

oThis table is applicable only for open-channel conditions It is based on five discharge measurements made during 1905 and 1906. It is well defined between gage heights 1.3 feet and 3.5 feet.

Monthly discharge of Georges Creek at Westernport, Md.,for 1905-6. 

[Drainage area, 76 square miles.]

Month.

May 4-31... 

June.......

July.......

August.... 

September. 

October.... 

November. 

December..

January.. 

February. 

March....

April......

May......

June......

July 1-14..

Discharge in second-feet.

Maximum. Minimum.

 

92

154

1.090

68

528

370

102

1,250

1.130

145

1,300

1,040

315

342

27

Mean.

26 ' 44.8

15

13

6

8

12

12

39

80

39

45.7

127

15.1

46.4

65.8

33.8

267

320

71.2

42 260

115 . 378

21 i 83.0

29 , 91.4

16 20.8

Run-off.

Sec.-ft. per 

sq. mile.

0.589

.601

1.67

.199

.611

.866

.445

3.51

4.21

.937

3.42

4.97

1.09

1.20

.274

Depth in 

inches.

0.61

.67

1.92

.229

.68

1.00

.50

4.05

4.85

.98

3.94

5.54

1.26

1.34

.15

_________ _ _ __ ____ i , i___________________

NOTE. Values given above are rated as follows: May, 1905, lair; August to October, 1905, approximate; remainder of 1905 and 1906, good.
POTOMAC RIVER DRAINAGE BASIN. 57

WILLS CREEK AT CUMBERLAND, MD.

This station was established May 5, 1905, and was discontinued 

July 14, 1906. It is located at the highway bridge at the upper 

end of "The Narrows/ 7 Cumberland, Md. The conditions at this 

station and the bench marks are described in Water-Supply Paper 

No. 167, page 65, and in Water-Supply Paper No. 192, where are 

given also the data for previous years.

Discharge measurements of Wills Creek at Cumberland, Md., in 1906.

Date. Hydrographer. Width.

Feet.

R. H. Bolster. .............................. 110

do. ....-.-.---..-..-..------------------- 106

Area of 

section.

Sq. ft. 

213 

467 

429 

404 

169

Gage 

height.

feet. 

4.01 

6.32 

6.05 

5.88 

3.27

Discharge.

Sec.-ft. 

175 

1,490 

1,200 

1,070 

55

Daily gage height, in feet, of Wills Creek at Cumberland, Md., for 1906.

Day, Jan.

1 ...............' 4.45

o ....... 4.25

3...........--...-..--.-...---- --------- 4.45

4 .................. 5. 95

5..........-......-..--.-..---- ------ 5.78

6 .. ....................-..-...--..----.- 5.5

7 ...................... 5.12

8. ................-..-.--.--...---..-- 4.95

9...........-..----.--.-.---- -------- 4.65

10.........--.-..-.-..---.- ------------- 4.38

11..................--.....-.--.---..--------- 4.32

12 . ............--.-....-..-. 4.45

13.... ............--.....-.-..--.-.------.--. 4.42

14.............................. ---.-------- 4.4

15......-........--..--.-.---.-.-.--.--.------ 4.45

16 ........................................... 4.7

17.......-.--.....-- ----------------- 5.0

18..............-......-...-.-.------.----.--. 4.88

19.....................--.-..---..---.--.---. 5.1

20 ... .............-..-..-.-..--.-. 5.02

21..................-...-.--..---..-.-----.-.- 5.12

22 ...................... 5.25

23...-.--...-..-..--.----... -------- ---- 7.3

24 ... ............-.--....-.-...--. 6.95

25 .......................... 5. 88

26 ........................... 5. 48

27 ........................... 5.08

29......-.....--...-.-..---..--.------.-.-.--- 4.75

30... ...............--.......-.-.----.----..- 4.55

31.... ...................................... 4.42

Feb.

4.25

4.05

3.7

4.02

4.02

3.7

3.6

3.68

3.75

3.75

3.7

3.7

3.6

3.68

3.65

3.6

3.55

3.5

3.5

3.5

3.7

3.68

3.58

3.55

3.65

3.5

3.5

3.5

Mar. Apr.

3.5 6.7

3.5 6.3

4.15 6.3

5.25 6.2

4.6 6.32

4.25 ' 6.32

4.25 1 5.45

4.3 5.3

4.22 5.6

4.18 6.0

4.12 5.9

4.08 5.6

4.02 5.42

4.05 5.1

4.05 6.3

4.1 5.92

4.1 5.58

4.1 5.32

4.1 5.02

4.18 4.88

4.2 4.72

4.2 4.68

4. 2 4. 62

4.2 4.52

4.2 4.5

4. 2 4. 45

6. 1 4. 4

7.7 4.32

7.2 4.22

7.05 4.12

7.9 ........

May.

4.02

4.25

4.18

4.08

4.0

4.0

3.9

3.88

3.8

3.8

3.8

3.75

3.7

3.65

3.6

3.55

3.6

3.52

3.48

3.45

3.45

3.4

3.4

3.35

3.3

3.3

3.5

3.9

3.65

3-55

3.4

June.

3.5

3.48

3.38

3.3

3.5

3.65

6.6

5.5

4.75

4.3

4.0

3.8

3.78

3.72

3.68

3.6

3.55

3.62

3.85

3.9

3.88

3.78

3.7

3.58

3.52

3.5

3.55

3.5

3.38

July.

3.35

3.3

3.25

3.25

3.2

3.18

3.15

3.1

3.05

3.05

3.05

3.18

3.08

3.02

NOTE. Discharge probably not affected by ice.
58 SURFACE WATER SUPPLY, 1906.

Rating table for Wills Creek at Cumberland, Md., for 1905-6.

Gage 

height.

Feet.

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

Discharge.

Sec.-fl.

30

38

48

60

73

88

104

122

142

Gage Disheight. charge.

Feet. Sec.-ft.

3. 90 164

4.00 188

4 10 214

4. 20 , 241

4. 30 270

4 40 301

4 50 334

4. dO 368

4 70 404

Gage Disheight. ' charge.

Feet. Sec.-ft.

4.80 442

4. 90 482

5. 00 525

5. 20 620

5.40

5.60

5.80

6.00

6.20

735

860

1,005

1,170

1,355

Gage 

height.

Feet.

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

Discharge.

Sec.-ft.

1,560

1,785

2,030

2,295

2,575

2,870

3,170

3,480

NOTE. The above table is applicable only for open-channel conditions. It is based on 9 discharge 

measurements made during 1905 and 1906. It is well defined between gage heights 3 feet and 6.5 feet.

Monthly discharge of Wills Creek at Cumberland, Md.,for 1905-6. 

[Drainage area, 240 square miles.]

Month.

May 6-31... 

June.......

July.......

August....

September. 

October....

November. 

December..

January.. 

February. 

March....

April.....

May......

June.....

July 1-14..

-LX i ocii a i Run-off.

Maximum.

i 

747

1,350

1,900

1,040

647

595

570

2,410

2,720

256

1 3,640

I 1,900

i 256

1.780

66

gc 111 afuuui.

Minimum.

91

104

96

36

34

30

48

63

256

88

88

219

60

60

32

i-ieet.

Mean.

221

272

353

174

128

149

115

529

637

122

626

806

126

207

44.6

-IXUUSec.-ft. per 

sq. mile.

0.921

1.13

1.47

.725

.533

.621

.479

2.20

2.65

.508

2.61

3.36

.525

.862

.186

ju.

Depth in 

inches.

0.89

1.26

1.70

.84

.60

.72

.53

2.54

3.06

.53

3.01

3.75

.60

.96

.10

NOTE. All the above values are excellent.

OPEQUON CREEK NEAR MARTINSBURG, W. VA.

This station was established May 8, 1905, and was discontinued 

July 15, 1906. It is located at the highway bridge known as Rileys 

Ford Bridge, about 4 miles southeast of Martinsburg, W. Va. The 

conditions at this station and the bench marks are described in 

Water-Supply Paper No. 167, page 67, and in Water-Supply Paper 

No. 192, where are given also the data for previous years.

Discharge measurements of Opequon Creek near Martinsburg, W. Va., in 1906.

Date.

April 12......

Do.......

May 29

Hydrographer.

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

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

1

Width.

Feet.

80

78

78

Area of 

section.

Sq.ft. 

59

132

66

Gage 

height.

Feet. 

1.51

q oo

2

C7

2.56

1 57

Discharge.

Sec.-ft. 

137

600

ooo

332

152
POTOMAC RIVER DRAINAGE BASIN. 59

Daily gage height, infect, of Opequon Creek near Martinsburg, W. Va.,for 1906.

Day. Jan.

1 ...... ..................... 1.73

2 ............ ..................... 1.65

3.... ... .................................. 1.77

4 ............................................ 8. 73

5............................................ 4.2

6.......................... .................. 3.12

7 . ..... . . ..................... 2.68

10............................................ 1.98

11............................................ 1.92

12............................................ 1.9

13 ............................................ 1. 98

14............................................ 2.17

15............................................ 2.7

16..................................... ...... 2.58

17 ............................................ 2. 25

18............................................ 2.32

20............................ ................ 1.85

21 ............................................ 1 . 78

22............................................ 1.72

24............................................ 1.93

26............................................ 1.8

27............................................ 1.75

28............................................ 1.7

29............................................' 1.67

31 ............................................ i 1 . 63

Feb.

1.6

1.6

1.55

1.48

1.45

1.4

1.37

1.33

1.37

1.4

1.4

1.4

1.45

1.48

1.4

1.4

1.4

1.38

1.37

1.48

1.42

1.38

1.35

1.32

1.3

1.28

Mar. Apr.

1.26 4.72

1.4 ! 3.48

1.56 3.0

3.24 2.72

2.4 2.55

1.9 2.45

1.84 2.32

1.8 2.22

1.72 2.48

1.6 4.02

1.52 3.02

1 . 48 2. 48

1.48 2.25

1.52 8.5

1.52 5.0

1.52 3.28

1.58 2.9

1.72 i 2.62

1.83 2.45

1.82 2.35

1.92 2.28

2 28 22°

2. 3 2. 15

2. 35 2. 1

2. 78 2. 3

4.0 2.25

7.52 2.0

5.45 1.98

May.

1.92

1.9

1.88

1.85

1.82

1.8

1.78

1.75

1.72

1.68

1.65

1.65

1.62

1.6

1.58

1.55

1.52

1.5

1.5

1.5

1.48

1.45

1.45

1.42

1.4

1.4

1.42

1.52

1.52

1.48

1.4

June.

1.5

1.48

1.45

1.42

1.4

2.92

2.18

1.58

1.58

1.62

1.48

1.42

1.48

1.58

1.52

1.48

5.38

3.0

2. 75

2.48

5.18

5.0

2.58

2.35

2.18

2.05

1.88

1.82

2.08

1.85

July.

1. 7

1.55

1.9

7.9

2.88

2.4

2.4

1.88

1.78

1.72

1.68

1.62

1.6

1.58

1.52

NOTE. Discharge probably not affected by ice.

Rating tables for Opequon Creek near Martinsburg, W. Va. 

MAY 9 TO JUNE 4. 1905.«

Gage Disheight. charge.

Feet. 

1.15 

1.20 

1.30

Sec.-ft. 

116 

123 , 137 ;

Gage 

height.

Feet. 

1.40 

1.50 

1.60

Discharge.

Sec.-ft. 

152 

167 

183

Gage ' Disheight. charge.

Feet. Sec.-ft. 

1. 70 200 

1. 80 218 

1. 90 237

Gage 

height.

Feet. 

2.00

Discharge.

Sec.-ft. 

257

OCTOBER 8 TO DECEMBER 20, 1905.0

1.10 

1.20 

1.30 

1.40

50 1. 50

58 , 1. 60 

67 1. 70 

77 1. 80

88 1.90 , 140 

100 2.00 ' 155 

113 2. 10 171 

126 2.20 188

2.30 

2.40 

2.50

205 

223 

242

DECEMBER 21, 1905, TO JULY 15, 1906.c

1. 20 97

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

109

122

135

149

164

180

197

214

232

251

271

293

317

2. 60 343

2. 70 371

2. 80 402

4.00

4.10

4.20

2.90 i 436 4.30

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3. 70

3.80

3.90

472

510

549

589

630

672

715

759

804

850

4.40

4.50

! 4.60

4.70

4.80

4.90

5.00

5.20

5.40

5.60

897

945

993

1,042

1,092

1,142

1,193

1,244

1,295

1,347

1,399

1,504

1,610

1,717

5.80 1,825

6. 00 1, 935

6. 20 2, 045

6.40

6.60

6.80

7.00

7.20

7. 40

7.60

7.80

8.00

2,155

2,265

2,375

2,485

2, 595

2,705

2,815

2,925

3,035

« This curve has been drawn through one measurement and parallel to the other curves at this station, 

6 This rating curve has been drawn through one measurement and parallel to the other curves at this

station.

cThis table is applicable only for open-channel conditions. It is based on 5 discharge measurements

made during 1906. Above gage height 6 feet the rating curve is a tangent, the difference being 55 per

tenth.
60 SURFACE WATER SUPPLY, 1906.

Monthly discharge of Opequon Creek near Martinsburg, W. Va.. for 1905-6.

[Drainage area, 27.1 square miles.]

Discharge in second-feet. Run-off.

Month.

Maximum. Minimum. Mean. Depthin

May 9-31.... 

June 1-4..... 

October S-31. 

November... 

December...

January.. 

February. 

March....

April.....

May......

June.....

July 1-15 .

253

140

155

90

2,830

3,440

149

2,770

3,310

200

1,600

2,980

116 144

123 131

50 67.4

50 61.1

54 337

153

107

104

205

122

122

138

352

12,3

480

509

151

338

387

0.524

.476

.245

.222

1.23

1.28

.447

1.75

1.85

.549

1.23

1.41

0.45 

.07

.25 

1.42

1.48

.47

2.02

2.06

.63

1.37

.79

NOTE. Values are rated as follows: 1905, approximate; January and February, 1906, approximate; 

March to July, 1906, good; daily discharge above 1,500 second-feet, approximate.

SHENANDOAH EIVER AT MILLVILLE, W. VA.

This station was established April 15, 1895. It is located about 

one-fourth mile above the Baltimore and Ohio Railroad station at 

Millville, W. Va. The highway runs within a few rods of the stream 

at the gaging station. The station is best reached by driving from 

Harpers Ferry, W. Va. The conditions at this station and the bench 

marks are described in Water-Supply Paper No. 167, page 71, and 

in Water-Supply Paper No. 192, where are given also the data for 

previous years.

The following discharge measurement was made May 29, 1906:

Width, 488 feet; area, 1.720 square feet; gage height, 1.58 feet; discharge, 1,790 

second-feet.

Daily gage height, in feet, of Shenandoah River at Millville, W. Va., for 1906.

Day.

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

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

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

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

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

6

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

2. 7 

2.45

2.25

3.4

5.3

4.5

3.0

3.0

2 7

2.45

2.3 

2.15

2.0 

2.0

2.0

2.3 

2.25

2.2

2.1

Feb.

2.3

2.2

2.0

2 4o

2.0

1.9

1.8

1.6

1.6

1.75

1.45 

1.3

1.35

1 **

1.3 

1.2

1.2

1.2

Mar.

1.1 

1.1

1 2

2.2

2.5

2.9

2.5

2.3

2.0 

1.9

1.75

1 0

1.9

9 &

2.7

Apr.

4.75 

4 2

3.8

3.4

3.1

9 Q

2.7

2.4

2.45

2.6 

2.6

2.45

9 o

3 9

4.7

4.2 

3.6

3.2

2.95

May.

2.3 

2.2

2.1

2.0

1.95

1.85

2.1

1.9 

1.85

1.8

1.4

1 1*1

1 d.t\

1.4

June.

1.5 

1.5

1.4

1.2

2 1

1.3

1.2

1.2

1.9 

1.5

1.2

1 9

2 0

2.6 

2.1

3.8

2.4

July.

2.0

1.8

1.6

2.15

1.55

1.5

1 1*1

1.3

1 **

1.3

1 Q

1.4

1 *

1.3 

1 i

1.4

1.5

Aug.

1.3

1.8

2 3

2.0

2 3

2.0

2

f\

3.0 

3.4

3

0

3.2 

4.1

4.2

Sept.

3.55

3.8

2.0

i a

1.6

1.5 

1.5

1.45 

1 9

1.5

1.35 1 3

i ^

1.3

Oct.

1.45 

1.45

1.4

1.7

2.5

q e

3.1

2.3

9 (\^

1.8

1 C

1.65 

1.5

1.4

1.4

1.4

4 1

11.3

Nov.

2.7

2.4

9 *}

2.2

2

1

9 n

1 9

i ftp*

1.8

1 Q

1.75 

1.75

1 7*

1.7

1.65 

1.6 i ft

2.25

Dec.

1.85 

1.8

1.7

i fi

1.55

1.5

1.6

1.55 

1.5

1.45

1.7 

4.2

4 5

4.0

0 Backwater from ice, February 4.
POTOMAC RIVEE DRAINAGE BASIN.

Daily gage height, in feet, of Shenandoah River at Milhille, W. Va., for 1906-

61

-Continued.

Date.

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

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

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

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

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

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

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

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

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

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

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

Jan.

2.0

1.9

1.8

1.8

3.2

2.5

2.4

2.4

2.5

Feb.

1.2

1.3

1.2

1.2

1.15

1.1

1.1

1.1

Mar.

2.7

2.9

3.15

3.1

2.9

2.9

3.0

4.8

4.9

4.6

4.6

Apr.

2.7

2.5

2.4

2.25

2.1

2.0

2.0

3.4

2.9

2.5

May.

1.3

1.25

1.2

1.2

1.15

1.1

1.3

1.5

1.4

1.4

June.

2.7

4.8

3.7

2.9

2.5

2.15

2.4

3.5

3.25

2.4

July.

1.4

1 ^

1.2

2.0

1.6

1.5

1.4

1.4

1.5

1.3

Aug.

3.9

3.4

3.3

4.0

4.5

4.5

3.8

5.4

4.7

5.0

4.2

Sept.

1.25

1.2

1.2

1.2

1 9^

1.25

1.35

Oct.

12.8

8.3

6.5

5.7

4 9

4.2

0 Q

1 x.

3.2

2.8

Nov.

A Q

3.8

2 9

2.7

9 7

2 25

2.15

2.1

2.0

Dec.

0 K

3.6

3 4

3 f\

2.2

9 O

2 4

2.4

2 9

Rating table for Shenandoah River at Milhille, W. Va.,for 190f>-6.

Gage Disheight. I charge.

Feet. 

1.10

Sec. -ft. 

1,090

1.20 i 1,200

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

1,320

1,450

Gage 

height.

Feet. 

2.40

2.50

2.60

2.70

1,580 2.80

1,720

1,870

2,030

2,200

2,380

2,560

2,750

2,940

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

Discharge.

Sec.-ft. 

3,130

3,330

3,530

3,730

3,940

4,150

4,370

4,600

4,840

5,080

5,320

5,570

5,830

Gage 

height.

Feet. 

3.70

3.80

3.90

4.00

4.20

4.40

4.60

4.80

5.00

5.20

I 5.40

5.60

5.80

Discharge.

Sec.-ft. 

6,100

6,380

6,670

6,960

7,560

8,200

8,860

9,540

10,260

11,020

11,780

12,580

13,400

Gage 

height.

Feet. 

6.00

6.20

6.40

6.60

6.80

7.00

8.00

9.00

10.00

11.00

12.00

13.00

Discharge.

Sec.-ft. 

14,240

15, 120

16,000

16,920

17,840

18,800

24,020

30,400

37,500

45, 100

53,500

62,700

NOTE. The above table is applicable only for open-channel conditions. It is based on 15 discharge 

measurements made during 1895 and 1904-1906. It is well defined between gage heights 0.4 foot and 

5.2 feet. Values above 5 feet are based on a discharge curve, which is the product of a well-defined 

area curve and a fairly accurate extension of the velocity curve.

Monthly discharge of Shenandoah River at Milhille, W. Va.,for 1906. 

[Drainage area, 3,000 square miles.]

Month.

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

November

Discharge in second-feet.

Maximum.

11,400 

2,940 

9,900 

9,370 

2,940 

9,540 

2,660 

11,800 

6,380 

60,800 

7,880 

8,520

60,800

Minimum.

2,030 

1,090 

1,090 

2,380 

1,090 

1,200 

1,200 

1,320 

1,090 

1,450 

1,720 

1,450

1,090

Mean.

3,720 

1,640 

3,890 

4,460 

1,800 

2,900 

1,580 

5,220 

1,980 

8,250 

3,020 

3,050

3,460

Run-off.

Sec.-ft. per 

sq. mile.

1.24 

.548 

1.30 

1.49 

.601 

.965 

.527 

1.74 

.660 

2.75 

1.01 

1.02

1.15

Depth in 

inches.

1.43 

.57 

1.50 

1.66 

.69 

1.08 

.61 

2.01 

.74 

3.17 

1.13 

1.18

15.77

NOTE. The discharge for February 4 was corrected for backwater, 

excellent; discharge above 25,000 second-feet, fair.

IRE 203 07 5

Values are rated as follows: 1906,
62 SURFACE WATER SUPPLY, 1906.

The following table gives the horsepower (80 per cent efficiency) 

per foot of fall that may be developed at different rates of discharge, 

and shows the number of days on which the flow and the corresponding horsepower were respectively less than the amounts given in the 

columns for "discharge" and "horsepower:"

Discharge and horsepower table for Shcnandoah River at Millvillc, W. Va., from

1895 to 1906.

Discharge in secondfeet.

485 

550 

660 

770 

880 

990 

1,100 

1,320 

1,540 

1,760

Horsepower 

(80 per 

cent efficiency) 

per foot 

fall.

50 

60 

70 

80 

90 

100 

120 

140 

160

Number of days of deficient flow.

1895.Q

5

33

98 

118 

125 

154 

160 

166 

185 

192

1897.

4

24 

26 

34 

75 

82 

89 

130 

192

189S. 1S99 t>

50 

67 

85 

107 

146 

179 

210 

220

11 

32 

91 

116 

143

3

29 

70 

112 

141 

167 

184 

194

1900. 1901.

20 

54 

89 

109 

128 

161 

202 

219

1902. 1903. _ __. 1904

.... 15

1 

11 

38 

55 

78 

104 

120

26 

63 

97 

112 

145 

167 

174

1 

8 

19 

37 

59 

82 

118 

129

73 

106 

114 

122 

133 

147 

180 

215 

234

9

60 ......

73 ......

101 .......

137 !......

155 ! 7 

180 ' 36 

208 85 

238 116

<* April 15 to December 31.

b Missing days estimated from Point of Rocks records.

NOTE. From April 15,1895, to December 31,1906, the minimum flow was 480 second-feet, giving 44 

horsepower per foot of fall on 5 consecutive days in October, 1895, and on 15 days (5 consecutive) in 

October and November, 1904.

SOUTH FORK OF SHEXANDOAH RIVEE NEAR FRONT ROYAL, VA.

This station was established June 26, 1899, and was discontinued 

July 16, 1906. It is located about 1 mile above the bridge, which is 

near the Norfolk and Western Railway station. The conditions at 

this station and the bench marks are described in Water Supply Paper 

No. 167, page 74, and in Water Supply Paper No. 192, where are 

given also the data for previous years.

The following discharge measurement was made June 16, 1906:

Width, 300 feet; area, 906 square feet; gage height, 4.70 feet; discharge, 1,070 secondfeet.

Daily gage height, in feet, of South Fork of Shenandoah River near Front Royal, Va.,

for 1906.

Day. Jan.

1 ............................................ 5. 65

2............................................ 5.45

3.. ......................................... 5.25

4............................................ 6.13

5............................................ 8.47

6............................................ 7.22

7............................................ 6.4

8............................................ 6.0

9............................................ 5.65

10. ........................................... 5. 38

11 ............................................ 5. 17

12............................................ 5.0

14............................................ 5.0

15. ........................................... 5. 05

Feb.

5.43

5.3

5.2

5.1

4.82

4 9

4.73

4.65

A c

4.52

4.45

4.4

4.43

Mar.

4.2

4.17

4.23

5.05

6.33

5.8

5.47

5.15

5.05

4.9

4.7

4.8

Apr.

7.05

6.8

6.45

6.25

C QK.

5.68

5.52

5.32

K o

5.35

C OC

5.2

6.35

May.

5.22

5.0

4.95

4 Q

4.85

4.88

5.0

5.1

5.0

4.9

4.8

4.78

4.6

June.

4.7

4.5

4.42

A 00

4.3

4.22

4.2

4.18

4.1

4.15

4.2

4.4

July.

5.45

5.28

5.25

5 25

4 9

4.45

4.65

4.62

4.4

4.28

4.3

4.38

4 65

4.4
POTOMAO E1VER DRAINAGE BASIN. 63

Daily gage height, in feet, of South Fork of Shenandoah River near Front Royal, Va.,

for 1906 Continued.

Day. Jan. Feb.

18............................................ 5.3 4.33

19 5 9 4 3

20.. ........... ............................. 5.12 4.3

21 ..... .................. 5. 0 4. 3

22..................... ...................... 4.9 4.25

23............................................ 4.93 4.22

24 .... ........................... 6. 8 4. 28

26 .......................... 6. 22 4. 25

28.........-.-.-....---..-.-.--..---...-----.- 5.03 4.25

31 ............................................ 5. 55 j ........

Mar.

5.77

5.8

5.75

0.8

0.1

5.9

5.8

5.58

(i. 75

6.9

Apr.

6. 8

6. 38

6. 08

5.8

5. 55

5.45

5.35

5.25

5.05

5.1

5.35

5.45

5.4

5.3

May.

4. 02

4.52

4.55

4.45

4.4

4.35

4.3

4.28

4.2

4.2

4.2

4.22

4.3

4.65

4.4

4.72

June. July.

4 65 4.25

5.35 ........

5.35 ........

6. 2 ........

6. 9 '........

6.05 ........

5. 5 ........

5. 35 ' ........

5.28 ........

5.72 ........

6.15 ........

5. 5 ........

5.35 ........

NOTE. Discharge probably unaffected by ice. 

Rating table for South Fork of Shenandoah River near Front Royal, Va.,for 1904-6.

Gage 

height.

Feet.

4.10

4.20

4.30

4.40

4.50

4. 60

4.70

4.80

4.90

5.00

Discharge.

Sec.-ft.

610

670

740

810

890

970

1,060

1,150

1,250

1,350

Gage 

height.

Feet.

5.10

5.20

5.30

5.40

5.50

5. 60

Discharge. [

Sec.-ft. ' 1,460

1,570

1,690

1,810

1,940

2,070

5.70 2,210

5.80 2,350

5. 90 2, 490

Gage 

height.

Feet.

6.10

6.20

6.30

6.40

Discharge.

Sec.-ft.

2,790

Gage 

height.

Feet.

7.20

2, 940 ' 7. 40

3,100

3, 260

6. 50 3, 430

6. 60 3, 600

6.70 3,770

6.80

6.90

6. 00 2, 640 7. 00

3,940

4,120

4.300

7.60

7.80

Discharge.

Sec.-ft.

4,680

5,080

5,4«0

5,900

8. 00 6, 320

8. 20 6, 760

8. 40 7, 200

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

measurements made during 1904-1900. It is well defined between gage heights 3.4 feet and 5.3 feet.

Monthly discharge of South Fork of Shenandoah River near Front Royal, Va.,for 1906. 

[Drainage area, 1,570 square miles.]

Month.

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

July 1-16. ....................................

Discharge in second-feet.

Maximum.

7,350 

1,850 

4,580 

5,800 

1,590 

4,120 

1,880

Minimum.

1,250 

622 

652 

1,400 

670 

610 

705

Mean.

2,280 

957 

2,230 

2,390 

1,050 

1,460 

1,140

Run-off.

Sec.-ft. per 

sq. mile.

1.45 

.610 

1.42 

1.52 

.668 

.932 

.725

Depth in 

inches.

1.67 

.64 

1.64 

1.70 

.77 

1.04 

.43

NOTE. Values for 1906 are excellent.

SOUTH RIVER AT BASIC CITY, VA.

This station was established June 29, 1905, in connection with the 

investigation of stream pollution in the Shenandoah Valley, and was 

discontinued July 15, 1906. It is located at the highway bridge 

one-half mile below the Chesapeake and Ohio Railway bridge at
64 SURFACE WATER SUPPLY, 1906.

Basic City, Va. The conditions at this station and the bench marks 

are described in Water-Supply Paper No. 167, page 76, and in WaterSupply Paper No. 192, where are given also references to publications that contain data for previous years.

Discharge measurements of South Rircr at Basic City, Va., in 1906.

Date.

April 11........

llydrographer. Width.

Feet.

i

Area of Gage ! Dissection, height. charge.

1 Sq.ft. Feet. Sec.-ft. 

206 3. 25 221 

158 2. 69 86

Daily gage height, in feet, of South River at Basic City, Va., for 1906.

Day.

9

3

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

9

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

W. ...........................................

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

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

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

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

Jan.

3.0

2.9

3 2

3 4

3.2

9 9

2.8

2.7

2.8

3.1

3.1

3.0

3.0

3.2

3.1

3.1

4 9

4.4

3.9

3.6

3.6

3.7

3.7

3.6

3.5

Feb.

3.3

3.2

3.1

3.1

3.0

2.9

2.9

2.9

2.9

2.9

2.9

2.8

2.7

2.7

2.7

2.7

2.8

2.8

2.8

2.8

2.8

2.8

2.8

Mar.

9 S

2 8

4 9

O 0

 2 n

3.1

3.1

q i

3.0

3.1

3.3

3.3

3.2

3.3

3.2

3.2

3.2

3.1

3.2

3.5

3.7

3.7

3.5

3.8

Apr.

3.6

3 5

3.3

3.2

9 1

3.1

3.2

3.25

3.2

3.1

4.5

3.4

3.25

3.2

3.2

3.1

3.0

3.1

3.05

3.0

3.0

2.9

May.

2 9

2.9

9 S

2.9

9 S

3.0

3.0

2.8

2.85

2.85

2 0

2.8

2.7

2.8

2.7

2.7

2.6

2.6

2.5

2.6

2.6

2.65

2.75

3.0

2.7

2.75

June.

2.75

2.7

2.6

2.5

2.4

2.6

2.6

2.5

2.5

2.4

2.5

2.7

2.6

2.6

3.2

9 F\

9 S

4.9

3.45

3.2

3.0

2.9

3.2

2.85

2.8

2.7

July.

2.6

2.7

2.45

9 P^

2.6

2.3

2.4

9 P^

2.35

2.4

NOTE. Discharge probably unaffected by ice.

Rating table for South River ai Basic City, Va.,for 1905-6.

Gage Disheight. charge.

Feet. 

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

Sec.-ft.

7

1 Gage 

height.

Feet. 

2.90

12 3. 00

19 , 3. 10

29 3. 20

41 3. 30

55 3. 40

72 3. 50

91

112

3.60

3.70

Dis- Gage 

charge. height.

Sec.-ft. Feet. 

135 3. 80

159 3. 90

183 4. 00

Discharge.

Gage Disheight. charge.

Sec.-ft. Feet. Sec.-ft. 

377 4. 70 678

407 4. 80

438 4. 90

714

750

208 4 10 470 5.00 786

234 4. 20

261 4. 30

289 4. 40

318 4. 50

503 5. 10

537

572

607

347 4. 60 642

5.20

5.30

5.40

823

860

897

934

5. 50 972

NOTE. The above table is applicable only for open-channel conditions. It is based on 6 discharge 

measurements made during 1905 and 1906. It is fairly well defined between gage heights 2.5 feet and 

4.1 feet.
POTOMAC RIVER DRAINAGE BASIN. 65

Monthly discharge cf South River at Basic City, Va.,for 1905-6. 

[Drainage area, 142 square miles.]

Month.

1905. 

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

1906.

Discharge in second-feet.

Maximum.

786 

135 

208 

91 

41 

972

750 

261 

897 

607 

159 

953 

91

Minimum.

«

29 

19 

12 

7 

19

91 

91 

112 

135 

55 

41 

29

Mean.

159 

70.9 

58.2 

42.2 

23.4 

160

258 

141 

276 

241 

106 

154 

62.5

Run-c

Sec.-ft. per 

sq. mile.

1.12 

.499 

.410 

.297 

.165 

1.13

1.82 

.993 

1.94 

1.70 

.746 

1.08 

.440

>ff.

Depth in 

inches.

1.29 

.58 

.46 

.34 

.18 

1.30

2.10 

1.03

2.24 

1.90 

.86 

1.20 

.24

NOTE. Values are rated as follows: July, August, and December, 1905, and all of 1906, excellent; 

September, 1905, good; October, 1905, fair; November, 1905, approximate; discharge below 25 secondfeet, approximate.

LEWIS CREEK NEAR STAIINTON, VA.

This station was established June 30, 1905, in connection with the 

investigation of stream pollution in the Shenandoah Valley, and was 

discontinued July 15, 1906. It is located at the private bridge 

across Lewis Creek, on the property of William Glenn, 2 miles from 

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

described in Water-Supply Paper No. 167, page 77, and in WaterSupply Paper No. 192, where are given also references to publications that contain data for previous j^ears.

Discharge measurements of Lewis Creek near Staunton, Va., in 1906.

Date. Hydrographer. Width.

Feet.

16

15

Area of 

section.

Sq.ft. 

13.9

9.7

Gage 

height.

Feet. 

0.83

.55

Discharge.

Sec.-ft. 

12.5

6.6

Daily gage height, in feet, of Leu-is Creek near Staunton, Va., for 1906.

Day.

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

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

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

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

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

7

g

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

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

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

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

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

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

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

Jan.

.43

.54

1.43

94

s^

64

.53

.49

.43

.59

.48

.53

.59

Feb.

0 49

.53

.60

.53

.54

CO

.49

.53

.44

.48

.44

.53

49

.59

.54

Mar.

0.74

.70

.71

.53

.64

CA

.54

.53

.71

.54

.59

.63

1.04

Apr.

.70

.64

49

.54

48

.44

.44

.83

.84

yO

.79

.63

.74

May.

.53

.60

49

CO

54

.53

.54

.43

49

.48

.49

.44

.48

June.

0 54

.48

54

.53

49

CO

.44

.53

.53

.49

July.

.53

.54

.53

49

.64

.53

.54

.44

.53

.64

.43
66 SURFACE WATER SUPPLY, 1906.

Daily gage height, in feet, of Lewis Creek near Staunton, Va.,for 1906 Continued.

Day. Jan.

IS...........-.............---.-.-.....-....-- .48

19. ..................---.-.-.-........-.....-- .59

20. ........................................... .53

22.............. .............................. .03

23 ............................................ .74

26. ....................... ................... .48

'8 63

29............................................ .54

31...... .---........... . ..-.-.-.......-..-- .44

Feb.

.54

.53

.49

.43

.49

.53

.54

.43

.54

.53

.49

.43

Mar.

0.83

.84

.83

.84

.78

.70

.64

.63

.64

.59

1.13

.84

.93

1.24

Apr.

0.63

.74

.53

.49

.53

49

.53

.64

.63

.54

.54

.59

.49

.63

.64

May.

0 49

11

.34

.48

.44

.43

38

.34

.94

1.13

.64

.58

June. July.

40

.43 ........

.53 ........

49

.43 ........

.44 ........

no

1 94

1.83 '........

.73 i ........

.54 '........

«

NOTE. -Discharge probably unaffected by ice.

Eating tables for Lewis Creek near Staunton, Va. 

JULY 1, 1905, TO MAY 27, 1906.<J

Gage Dis- Gage Disheight. ; charge. height. charge.

Feet.

0.30

.35

.40

.45

.50

. oo

Sec.-ft. Feet. Sec.-ft.

1. 0 0. 60 5. 5

1. 4 i .65 6. 8

1. 9 i .70

2. 6 .75

3.4

4.4

.80

.85

8.2

9.7

11.3

13.0

Gage

height.

Dis- ' Gage

charge. height.

Feet. Sec.-ft. Feet.

0.90 14.9

. 95 16. 8

1.20

1.25

1.00 18.9 1.30

1.05 21.0 ; 1.35

1.10 23.5 i 1.40

1. 15 26. 0 . 1. 45

Discharge.

Sec.-ft.

29.0

32.0

35.5

39.0

42.5

46.5

MAY 28 TO JULY 15, 1906.6

0.25

.30

.35

.40

.45

.50

.55

1.3

1.8

2.5

3.3

4.2

5.3

6.5

0.60

.65

.70

. 75

.80

.85

.90

7. 9 0. 95

9. 4 1. 00

11.0 1.10

12.7 i. 1.20

14. 5 1. 30

16. 3 ' 1. 40

18. 3 i 1. 50

20.5

23.0

28.5

34.5

41

48

1. 60 63

1.70

1.80

1.90

2.00

55

71

79

88

97

a This table is applicable only for open-channel conditions. It is based on 3 discharge measurements 

made during 1905 and 1906. It is fairly well defined between gage heights 0.5 foot and 0.8 foot.

6 This table is based on 1 discharge measurement made during 1906 and on the form of the preceding 

curve.

Monthly discharge of Lewis Creek near Staunton, Va.,for 1905-6. 

[Drainage area, 20 square miles.]

Discharge in second-feet. Run-off.

Month.

1905. 

J.uly................ .........................

1906.

July 1-15............... . .. ................

Maximum.

5.5

19.

9 7

6.8

45.

13.

66.

92

9.1

Minimum.

1 9

1 9

1.4

1 9

9 1

4.0

2.3

1.2

3.8

3.8

Mean.

6.0

o 9

2.8

4.6

3.3

6.6

3.6

9 7

7.4

6.2

Sec.-ft. per 

sq. mile.

0 299

.229

329

.180

303

Depth in 

inches.

.18

.26

19

oo

19

Cfi

34

43

69

NOTE. Values are rated as follows: July and October, 1905, and January, March, April, and May, 

1906, good; remainder of the period fair, except June, which is approximate; discharge below 2 secondfeet and above 30 second-feet, approximate.
POTOMAC RIVER DKAINAGE BASIN".

COOKS CREEK NEAR MOUNT CRAWFORD, VA.

This station was established July 1, 1905, in connection with the 

investigation of stream pollution in the Shenandoah Valley, and was 

discontinued July 15, 1906. It is located at the upper highway 

bridge across Cooks Creek, three-fourths of a mile from Mount Crawford, Va. The conditions at this station and the bench marks are 

described in Water-Supply Paper No. 167, page 78, and in WaterSupply Paper No. 192, where are given also the data for previous 

years.

The following measurement was made April 10, 1906:

Width, 31 feet; area, 78 square feet; gage height, 2.32 feet; discharge, 32.4 secondfeet.

».,br J.906.

Day.

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

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

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

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

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

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

11...... ..

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

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

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

15......

16...... .......... ... ....:.

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

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

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

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

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

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

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

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

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

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

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

»1... .........................................

Jnn.

2.05

2.05

2.05

3.0

2.5

2.3

2.3

2.2

2.2

2.1

2.1

2.1

2.1

2.3

2.3

2.2

2.2

2.2

2.1

2.1

2.1

2.1

2.3

2.3

2.2

2.1

2.1

2.2

2.2

2.1

2.1

Feb.

2.0

2.0

l.M

2.0

9 0

2.1

2.0

2.0

2.0

2.1

2.0

2.0

2.0

2.0

1 9

2.0

2.0

1.9

1 9

2.0

2.0

2.0

1.8

2.0

2.0

2.0

2.0

Mar.

2.0

2.0

2.0

2.2

2.1

2 1

2.1

2.1

2.1

2.1

2.1

2.05

2.4

2.G

2.5

2.4

2.3

2.4

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.6

2 5

2.5

2.4

2..)

Apr.

2.4

2.3

2.3

2.2

2.2

2.3

2.3

2.2

2.2

2.2

2.2

2.5

2.4

2.3

2.2

2.2

2.2

2.2

2.2

2.1

2.1

2.2

2.2

2.1

2.1

2.1

May.

2.1

2.1

2.1

2.2

2.2

2.1

2.1

2.1

2.0

2.1

2.1

2.0

2.0

2.0

2.0

2.0

2.0

1.9

1.9

1.9

2.0

2.0

2.0

2.0

2.0

2.0

2.0

June.

2.0

2.0

2.0

1.9

1.9

1.9

1.9

1 9

1.9

1.9

1.8

1.8

1.8

1.8

2.0

2.0

2.0

2.5

2.1

2.2

2.1

2.0

2.0

2.1

3.0

2.0

2.2

2.1

July.

2.1

2.1

2.1

2.0

2.0

2.0

2.0

2.1

2.0

2.0

2.0

NOTE. -Discharge probably unaffected by ice.

o/ Coo& Cref&

[Drainage area, 41 square miles.]

Month.

190.";. 

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

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

Dischai

Maximum.

346

27

16

19

13

64

ge in secoiK

Minimum.

m

is

10

10

10

10

-feet.

Moan.

43.8

19.7

12.7

11.4

11.4

18.7

Itun-r

Sec.-ft. per 

sq. milo.

1.07

.480

.310

.278

.278

.456

ff.

Depth in 

inches.

1.23

.55

.35

32

.31

.53
68 SUEFACE WATER SUPPLY, 1906.

Monthly discharge of Cooks Creek near Mount Crawford, Va.,for 1905-6 Continued.

Month.

1906.

July 1-15. .... ...............................

Discharge in second-feet.

Maximum.

71 

23 

46 

41

27 

71 

71

Minimum.

21 

13 

19 

23 

16 

13 

19

Mean.

27.5 

18.5 

30.6 

28.7 

20.6 

21.0 

23.8

Run-off.

Sec.-ft. per 

sq. mile.

.671 

.451 

.746 

.700 

.502 

.512 

.580

Depth in 

inches.

.77 

.47 

.86 

.78 

.58

'.$2

NOTE. Values rated as follows: July. 1905, fair; August and December, 1905, good; September to 

November, 1905, approximate; 1906, good. Discharge determinations below 15 second-feet and above 

60 second-feet, approximate. The rating used to determine the above values is virtually based on two 

measurements and hence is very uncertain.

ELK RUN AT ELKTON, VA.

This station was established June 28, 1905, in connection with the 

investigation of stream pollution in the Shenandoah Valley and wa's 

discontinued July 15, 1906. It was located at the highway bridge 500 

feet south of the railroad station at Elkton, Va. The conditions at 

this station and the bench marks are described in Water-Supply Paper 

No. 167, page 80, and in Water-Supply Paper No. 192, where are 

given also the data for previous years.

Discharge measurements of Elk Run at Elkton, Va., in 1906.

Date. Hydrographer. Gage 

height.

Feet. 

2.78

2.57

Discharge.

Sec.-ft. 

15.7

6.5

Daily gage height, in feet, of Elk Run at Elkton, Va.,for 1906.

Day.

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

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

g. ...........................................

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

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

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

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

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

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

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

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

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

Jan.

2.85

2.8

2.75

3.25

3.1

3.0

2.91

2.8

2.96

2.91

2.9

2.8

2.8

2.8

3.0

2.9

2.85

2.8

2.8

2.75

Feb.

2.9

2.95

2.9

2.9

2.9

2.85

2.85

2.8

2.8

2.8

2.8

2.78

2.77

2.75

2.7

2 77

2.7

2.7

2.8

2.72

Mar.

2.7

2.7

3.35

3.3

2.9

2.85

2.8

2.8

2.81

2.7

2.8

2.75

2.85

2.95

3.0

3.1

3.0

2.95

2.9

2.85

Apr.

3.1

3.8

3.0

2.95

2.85

2.9

2.85

2.8

2.95

2.8

2.85

2.8

2.8

2.85

4.5

3.5

3.2

3.0

2.95

2.85

May.

2.9

2.88

2.75

2.8

2.8

2.9

2.95

2.9

2.8

2.87

2.85

2.7

2.75

2.7

2.55

2.64

2.6

2.6

2.6

2.6

June.

2.67

2. 5

2.6

2.65

2.51

2.6

2.59

2.5

2.6

2.58

2.53

2.6

2.58

2.47

2.58

2.6

2.6

2.65

2.7

3.65

July.

2.5

2. 5

2.5

2.6

2.5

3.5

2.8

2.78

2.7

2.72

2.7

2.72

2.7

2.7

2.75
POTOMAC EIVEE DEAINAGE BASIN. 69

Daily gage height, in feet, of Elk Run at Elkton, Va.,for 1906 Continued.

Day.

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

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

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

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

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

27............................................ 90

9Q

30

qi

Jan. Feb.

2.75 2.7

2. 8 2. 78

3.0 2.77

3. 1 2. 8

2. 95 2. 78

3.0 2.75

3.15 2.75

2.95 ........ Q n

2. 9 ........

Mar.

2.9

2.9

9 85

2.8

2.7

2.9

2.85

2.9

3.0

2 9

3.1

Apr.

2.9

2.9

2.85

2.8

2.8

2.95

3.0

2.95

2.95

2.85

May.

2.55

2. 62

2.5

2.6

2.62

2.5

2.72

2.7

2.7

Juno.

2.9

3.2

2.9

2.87

2.82

2.72

2.63

2.6

2.6

2.55

July.

NOTE. Discharge affected only slightly by ice.

Daily discharge, in second-feet, of Elk Run at Elkton, Va., for 1905-6.

Day.

1905. 

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

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

4

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

g

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

27........ .

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

29........'...

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

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

July.

14

14

11

11

11

11

11

11

9

9

9

57

28

19

9.5

Aug. Sept. Oct. Nov.

8.5 8.5 6.5 9.5

8 7 6. 5 9. 5

7 7 6 9.5

7 8. 5 6 9.5

7 7 6. 5 9. 5

9.5 5.5 6.5 12

8. 5 55 8 95

7 55,8 9. 5

10.5 6 27 9.5

10.5 5.5 14.5 9.5

29 6 10 9.5

85 6 8 12

13 5. 5 8 9.5

Day.

1906.

Dec.

9.5

9.5

9.5

9.5

9.5

9.5

9.5

8.5 8.5 :

9.5

9.5

8 5

8 5

8 5

7.5

7.5

Jan.

''' 13

11.5

10 5

29

21.5

17.5

14.5

11.5

16

14.5

14

11.5

11.5

15.5

12.5

12.5

11

11

12.5

19

23

19

17

19

25.5

17

19

Day.

1905. 

17 .......

18.......

19 .......

20 .......

21 .......

23 .......

24 .......

25 .......

26.......

27 .......

28 .......

29 .......

30 .......

31 .......

Feb.

15.5

18

16.5

16.5

16.5

15

13.5

13.5

13.5

13.5

12.5

12

11

12.5

14

12

11.5

13.5

13

14

12.5

13.5

12.5

12.5

July

. . . 9. 5

... 85

... 8

... 8

... 10 5

... 7

... 8. 5

... 8 5

... 8. 5

... 8 5

i

Mar.

11.5

11.5

42.5

38.5

17.5

15.5

14

15

15

12

15

13.5

20.5

27.5

20.5

18.5

16.5

18.5

18.5

16.5

13

19.5

17.5

19.5

24

19.5

Aug.

10.5

8.5

9.5

8 5

8 5

9.5

8.5

23

28

19

19

12.5

10

10 I

8.5

i

Apr.

29

89

24

21.5

17.5

19.5

17.5

16

21.5

16

17.5

16

17.5

58. 5

24

21.5

16.5

18.5

18.5

16.5

15

20.5

23

20.5

19.5

16

Sept.

5.5

5 5

5.5

15

8 5

7

6 5

6.5

6.5

6.5

6.5

6.5

Ma>

17.

17

13

14.

14.

17.

19.

16.

13.

15.

15

13

8

9

8.

8.

8.

9

8.

8.

8

6.

10

9

8

9

0

1

1

1

1

1

1

1

5

5

5

5

5

5

c

5

5

5

5

5

5

0 9.

3 9.

9 9.

3 10

3 i 9.

0 8

3 8

3 8

2 8

2 8

9.5 8.

9.5 8

9.5 8

3.5 8.

3.5 ....

June.

9

6.5

8

8

6

7

6

6

7

6.5

7

8.5

54

13

24

13

12

11

9

7.5

7

7

6.5

-. Dec.

5 9.5

5 32

5 46

5 11.5

5 9.5

5 11.5

5 11.5

5 11.5

5 17

. 14

July.

6

6

6

7

11

11

9

9

9

9

9

9

10

NOTE. Discharge obtained by indirect method for shifting channel.
70 SURFACE WATER SUPPLY, 1906.

Monthly discharge of Elk Run at Elkton, Va.,/or 1905-6. 

[Drainage area, 1,~>.8 square miles.]

Month.

Discharge in second-foot.

My

July.......

August....

September. 

October....

November. 

December..

January.. 

February. 

March ... 

April.....

May......

June.....

July 1-15.

29

18

42

132

20

54

44

10

11

11

15

6.5

5.5

6.0

t. ' Run-off.

Jan.

11.9

14 1

(i 7

9.4

9. 4

11.8

15.8

13.5

19.3

27.0

11.5

9.9

10.7

See. -ft. per 

sq. mile.

0. 753

.892

.426

.594

.595

.747

1.00

.854

1.22

1.71

.728

.627

.677

Depth in 

inches.

0.87

1.03

.48

.68

.66

.86

1.15

.89

1.41

1.91

.84

.70

.38

NOTE. Values for 1905 and 1900 are approximate, owing to shifting channel and insufficient discharge 

measurements.

HAWKSBILL CREEK NEAR LURAY, VA.

This station was established June 27, 1905, in connection with the 

investigation of stream pollution in the Shenandoah River Valley, and 

was discontinued July 15, 1906. It is located a short distance above 

the mouth of Dry Run, 1J miles north of Luray, Va. The conditions at this station and the bench marks are described in WaterSupply Paper No. 167, page 81, and in Abater-Supply Paper No. 192, 

where are given also references to publications that contain data for 

previous years.

Discharge measurements of Ilawksbill Creek near Luray, Va., in 1906.

Date.

April 12.. 

June 15 a.

llydrographer.

Robert Follansbee......

Follansbee and Padgett.

Width.

Feet.

39

Area of 

section.

Gage 

height.

Sq. ft. ' Feet.

40 1. 86

20 17 1.50

Discharge.

Sec.-ft.

75

36

<z Wading below foot bridge. 

Daily gage height, in feet, of Hawksbill Creek near Luray, Va.,for 1906.

Day.

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

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

3

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

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

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

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

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

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

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

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

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

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

Ja

9

1

9

9

9

9

 >

 >

9

,,

1

1

1

1

1.

0

11

45

9

1

0

05

0

9

8

8

8

Feb.

1 Q

1 9

1 9

1.85

1.85

1.75

1.7

1.7

1.65

1.05

1.65

1.65

1.7

1.65

Mar.

1.55

1.8

2.0

1.95

1.85

1.85

1.85

1.8

1.8

1.7

1.7

1.7

1.75

Apr.

2.3

2.1

2.0

1.9

1 9

1.95

1 9

1.9

3.35

ipr.

2.3

2.2

2.1

2.05

2.0

1 15

1.95

1.9

1.9

1.95

1.9

1.9

1.8

1.8

3.35

May.

1.9

1.85

1.85

1.85

1.8

1.75

1.75

1.75

1.75

1.75

1.75

1.7

1.7

1.65

1.65

June.

1.6

1.6

1.55

1.55

1.5

1 £ 1. O

1.5

1.5

1.5

2.0

1.8

1.6

1.55

1.55

2.05

July.

1.6

1.55

1.55

1.55

1.55

1.5

1.5

1.5

1.5

1.5

1.8

1.6

1.55

1.55

1. 55
POTOMAC EIVEE BEAINAGE BASIK. 71

Daily gage height, in feet, of Haivksbill Creek near Luray, Fa., for 1906 Continued.

Day.

10 . ... . . ... .

n. ............... ..... ....... ...........

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

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

20 .... . . . ..*...

2\. ............... ....... .. .... ......

92

23

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

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

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

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

2S.. .........................................

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

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

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

Jan.

1.75

1.75

1.75

1.7

1.65

1.75

1.75

1 8

1.8

1 9

1 9

1 9

1 9

1 9

Feb.

1.6

1.6

1.55

1.55

1.55

1.5

1.55

Mar.

1.75

1.75

1.85

1.9

1.9

1.9

1.9

1.9

1 9

1.9

2.15

2.4

2.3

2.4

Apr.

3.05

2.55

2.35

2.25

2.2

2.1

2.0

1.85

1.85

2.1

2.05

2.0

1 9

1 9

May.

1.65

1.65

1.0

1.6

1.0

1.6

1.55

1.5

1.5

1.5

1.6

1.6

1.55

1.5

June.

1.95

1.8

1.6

1.6

2.45

1.75

1.7

1.7

1.8

1.8

1.7

1.05

July.

NOTK. Discharge probably unaffected by ice.

Rating table for Haivksbill Creek near Luray, Fa., for 1905-6.

Gage

height.

Feet.

1.30

1. 40

1.50

1.60

1.70

Discharge.

Sec.-ft.

24

30

O /

46

57

1.80 i 69

Gage Disheight, charge.

Feet.

1.90

2.00

2. 10

2.20

2.30

2.40

Sec.-ft.

83

98

115

133

152

173

Gage

height.

Feet.

2.50

2.00

2.70

2.80

2.90

3.00

Discharge.

Gage

height.

Sec.-ft. Feet.

196 3. 10

220 : ' 3. 20

245

271

298

326

3.30

3.40

Discharge.

Sec.-ft. 

355 

384 

414 

445

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

measurements made during 1905and 1900. It is fairly well defined between gage heights 1.4 feet and 2 feet.

Monthly discharge of Hawksbill Creek near Luray, Fa., for 1905-6. 

[Drainage area, 52 square miles.]

June 27-31. 

July.......

August....

September. 

October....

November. 

December..

January.. 

February. 

March....

April.....

May......

June.....

July 1-15.

Month.

1905.

1906.

Discharge in second-feet.

Maximum.

63

46

03

37

40

34

298

414

83

173

430

83

232

69

Minimum.

40

30

27

24

27

27

30

52

37

42

09

37

37

37

Mean.

54.5

36.1

32.0

27.5

30.0

30.0

81.7

100

53.9

85.2

123

53.0

08.8

42.7

Run-off.

Sec.-ft. per Depth in 

sq. mile. inches.

1.05

.094

.027

.529

.577

.577

1.57

1.92

1.04

1.04

2.37

1.03

1.32

.821

0.10 

.80 

. 72 

'.59 

.00 

.64

1.81

2.21

1.08

1.89

2.64

1.19

1.47

.458

NOTE. Values rated as follows: June to August, 1905, February, March, May to July, 1900, excellent; 

remainder of 1905 and 1906, good.
72 SURFACE WATER SUPPLY, 1906.

NORTH FORK OF SIIENANDOAH RIVER NEAR BIVERTON, VA.

This station was established June 26, 1899, and was discontinued 

July 14, 1906. It is located about 2 miles above Riverton, Va., on the 

farm owned by L. W. Burke. The conditions at this station and the 

bench marks are described in Water-Supply Paper No. 167, page 83, 

and in Water-Supply Paper No. 192, where are given also the data for 

previous years.

The following discharge measurement was made April 13, 1906:

Width, 230 feet; area, 638 square feet; gage height, 5.60 feet; discharge, 969 secondfeet.

Daily gage height, in feet, of North Fork of/Shenandoah River near Riverton, Va.,for 1906.

Day.

1. ..................................... ------

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

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

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

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

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

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

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

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

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

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

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

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

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

19

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

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

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

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

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

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

29

30........-.----.......-------.....---.---....

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

Jan.

5.7

5.45

5.4

8.6

7.75

6.83

6.2

5.85

5.58

5.37

5.27

5.25

5.3

5.4

5.48

5.38

5.33

5.2

5.1

5.05

5.7

5 9

5.55

5.33

5.3

5.43

5.35

Feb.

5.3

5.2

5.1

5.5

5.0

4.98

5.15

5.6

5.5

5.25

4.9

4.68

4.6

4.68

4.65

4.8

4.55

4.52

4.6

4.6

4.6

4.6

4.6

4.53

4.55

4.52

4.58

Mar.

4.55

4.5

4.75

6.45

6.55

5.9

5.55

5.45

5.35

5.25

5.15

5.0

5.0

5.0

5.05

5.2

5.45

5.58

5.8

5.9

5.95

6.2

6.55

6.45

6.2

6.1

7.5

9 4

8.45

8.35

8.1

Apr.

7.9

7.1

6.7

6.32

6.1

5.92

5.75

5.6

5.52

6.1

5.95

5.75

5.62

5.28

6.4

6.98

6.4

6.05

5.88

5.7

5.58

5.48

5.4

5.28

5.2

5.2

7.48

6.7

6.15

5.85

May.

5.65

5.5

5.4

5.35

5.25

5.32

5.32

5.48

5.45

5.3

5.22

5.2

5.05

5.0

4.9

4.88

4.82

4.8

4.72

4.62

4.6

4.6

4.55

A KK

4.52

4.52

4 9

4.75

4.65

June.

4.62

4.7

4.58

4.52

4.65

4.62

4.55

4.75

4.62

4.85

4.78

4.65

4.58

5.05

5.25

5.5

5.85

5.9

5.65

6.85

6.6

5.8

5.55

5.3

6.1

6.2

5.7

July.

5.05

4.88

4.85

6.12

5.52

5.2

4.95

4.82

4.7

4.6

4.65

NOTE. Backwater due to ice conditions February 4, 7-11, 17.

Rating table for North Fork of Shenandoah River, near Riverton, Va.,from August 16,

1904, to July 14, 1906.

Gage Disheight. charge.

Feet. Sec.-ft.

4. 50 275

4 60 325

4. 70 375

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

425

480

535

595

655

720

785

855

Gage 

height.

Feet.

5.60

5.70

5.80

5.90

6.00

6.10

6.20

6.30

6.40

6.50

6.60

Discharge.

Sec.-ft.

925

1,000

1,075

1,155

1,235

1,320

1,405

1,495

1,585

1,680

1,775

Gage Disheight. charge.

Feet.

6.70

6.80

6.90

7.00

Sec.-ft.

1,870

1,970

2,070

2,170

7. 10 2; 270

Gage 

height.

Feet.

7.80

7.90

8.00

8.20

8.40

7.20 ' 2,380 j: 8.60

7.30

7.40

7.50

7.60

7.70

2,490

2,600

2,720

2,840

2,960

8.80

9.00

Discharge.

Sec.-ft.

3,080

3,210

3,340

3,600

3,880

4,160

4,450

4,750

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

measurements made during 1904-1906 after dam at Kiverton was raised 2 feet. It is well denned between 

gage heights 4 feet and 5.5 feet. During August, 1904, the dam was raised 2 feet. The exact date is uncertain, but the table is assumed to apply from August 16, 1904.
POTOMAC RIVER DRAINAGE BASIN. 73

Monthly discharge of North Fork of Shenandoah ft tier near Riverton, Va.,for 1906. 

[Drainage area, 1,040 square miles.]

Month.

Discharge in second-feet.

Maximum. Minimum.

4, 1(50 

720 

5,350 

3,210 

962 

2,440 

1,340

565 

285 

275 

655 

285 

285 

325

Mean.

1,040

418 

1,420 

1,320 

545

787 

523

Run-off.

Seo.-ft. per 

sq. mile.

0.996 

.402 

1.37 

1.27 

.524 

.757 

.503

Depth in 

inches.

1.15 

.42 

1.58 

1.42 

.60 

.84 

.26

NOTE. The discharge was estimated for February 4, 7-11, 17, when the gage was affected by backwater. Values are rated as follows: January to March, good; April to July, excellent.

PASSAGE CREEK AT BUCKTON, VA.

This station was established October 26, 1905, and was discontinued 

July 15, 1906. It is located about 700 feet above the mouth of the 

creek, at the trestle of the Southern Railway at Buckton, which is a 

siding 1 mile east of Waterlick, Va. Passage Creek is a tributary of 

North Fork of Shenandoah River. The conditions at this station and 

the bench marks are described in Water-Supply Paper No. 167, page 

85, and in Water-Supply Paper No. 192, where are given also the data 

for previous years.

Discharge measurements of Passage Creek at Buckton, Va., in 1906.

Date.

April 13........

Hydrographer.

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

Width.

Feet. 

47

48

Area of 

section.

Sq.ft. 

51

66

Gage 

height.

Feet. 

1.40

1.72

Discharge.

Sec.-ft. 

91

132

Daily gage height, in feet, of Passage Creek at Buckton, Va.,for 1906.

Day.

2.. ....---.-----.-------..----.-.----. ------

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

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

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

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

9

10.-..-..-.-.------. --------------------

12.........-....-.--...--..------.----..---..-

10

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

is

19

20.............--..--......-----...----..----.

Jan.

1.4

1.35

1.3

3.4

2.0

1.8

1.5

1.5

1.5

1.55

1.55

1.5

1.4

1.4

1.5

1.45

1.4

1.3

1.3

Feb.

1.2

1.25

1.3

1.3

1.3

1.4

1.4

1.6

1.7

1.6

1.5

1.5

1.2

1.1

1.1

1.2

1.15

1.15

1.1

1.1

Mar.

1.1

1.0

1.1

3.1

2.2

1.6

1.5

1.5

1.5

1.4

1.3

1.3

1.3

1.3

1.4

1.4

1.35

1.4

1.6

1.5

Apr.

2.6

2.2

1.9

1.8

1.7

1.6

1.6

1.5

1.3

1.9

1.6

1.5

1.4

1.4

2.5

2.4

2.0

1.85

1.7

1.6

May.

1.3

1.3

1.3

1.25

1.25

1.25

1.25

1.3

1.25

1.2

1.2

1.2

1.2

1.2

1.1

1.1

1.0

1.0

1.0

1.0

June.

0.85

.95

.9

.85

.9

1.1

1.0

.9

.85

.85

.85

1.1

1.0

.9

.9

1.6

2.55

3.2

2.2

2.1

July.

1.3

1.2

1.2

1.2

1.1

1.0

.9

.9

.85

.85

.85

.8

1.0

.85

.85
74 SURFACE WATER SUPPLY, 1906.

Daily gage height, in feet, of Passage Creek at Buckton, Va.,for 1906 Continued.

Day. Jan.

21............................................ 1.2

23............................................ 1.2

25............................................ 1.2

26............................................ 1.2

28............................................ 1.25

29............................................ 1.2

31............................................ 1.2

Feb.

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.1

Mar.

1.6

1.8

2.2

2.1

2.1

2.1

2.6

3.4

3.4

3.3

2.6

Apr.

1.55

1.4

1.4

1.4

1.65

1.5

1.4

May.

1.0

.95

.9

.9

.8

.75

.8

.95

1.0

g

.85

June.

2.4

9 52

2 1

1.95

1.9

1.7

2.6

1.6

1.4

July.

NOTE. Ice conditions February 4-13.

MONOCACY RIVER NEAR FREDERICK, MD.

This station was established August 4, 1896. It is located at the 

county bridge on the toll road leading from Frederick to Mount Pleasant, Md. It is 4 miles northeast of Frederick, about 2,000 feet above 

the mouth of Israel Greek, and 3,000 feet below the mouth of Tuscarora 

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

described in Water-Supply Paper No. 167, page 86, and in WaterSupply Paper No. 192, where are given also the data for previous 

years.

The following discharge measurement was made May 31, 1906: 

Area, 324 square feet; gage height, 4.70 feet; discharge, 328 second-feet.

Daily gage height, in feet, of Monocacy River near Frederick, Md.,for 1906.

Day.

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

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

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

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

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

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

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

0..............

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

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

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

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

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

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

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

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

JO. .............

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

>2..............

>3..............

34.............'.

35..............

36. .............

37..............

38..............

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

SO..............

SI..............

Jan.

6.2

5.7

7.5

18.35

12.6

7.6

6.6

6.2

5.9

5.7

6.9

6.7

6.2

6.5

7.1

6.9

6.2

5.9

5.7

5.7

5.7

5.6

5.6

5.6

5.5

5.3

5.1

Feb.

4.9

4.8

4.5

4.5

5.1

5.0

4.9

4.8

5.2

5.1

5.0

4 9

4.8

5.9

8.1

5.4

4.9

4.8

5.0

5.0

5.4

9.4

6.5

6.1

6.7

6 9

5.9

6.1

Mar.

5.3

5.5

9.1

16.65

9.1

6.9

6.5

6.4

6.3

6.1

5.9

5.8

5.8

5.8

5.8

5.8

5.7

5.7

5.6

5.6

5.5

5.5

5.5

5.6

9 0

17 45

12.5

10.5

9.6

Apr.

9.7

7.8

7.4

6.9

6.5

6.3

6.2

6.1

7.5

16.8

9.1

8.5

7.1

6.9

21.8

15.5

10.2

8.1

7.5

7.1

6.7

6.4

6.3

5.9

5.8

5.7

5.5

5.4

5.4

May.

5.4

5.4

5.3

5.3

5.2

5.3

5.3

5.3

5.2

5.0

5.0

4 9

4.9

4.9

4.7

4.8

4.8

4.7

4.7

4.5

4.5

4.5

A K

4.4

4.5

5.6

5.1

4.8

4.7

June.

4.7

4.7

4.6

4.5

4.4

4.4

4.4

4.4

4.4

5.5

5.1

i ^

4.5

4.4

4.4

4.5

4.6

7.1

9.7

9.5

10.7

6.7

6.1

5.9

5.8

5.1

4 9

4.8

4.7

July.

4.5

4.5

4.5

5.3

5.1

4.6

4.6

4.5

4.5

4.4

4.4

4 9

4.5

4.4

4.4

4.4

4.5

4.5

4.4

4.4

4.3

4.4

4.8

4.8

4.6

4.4

4.5

4.3

4.3

Aug.

4.5

9.1

16.1

10.1

 5.5

5.3

5.1

4.9

4.8

4.8

6.1

5.1

6.1

4.8

4.7

4.6

4.6

4.5

8.5

7.5

6.5

5.4

7.35

6.5

7.5

7.8

11.0

9 8

7.5

6.1

5.8

Sept.

5.5

5.2

5.1

4.9

4.9

4.8

4.7

4.6

4.6

4.5

4.4

4.4

4.4

4.4

4.4

4.4

4.4

4.4 4.4-

4.4

4.8

4.6

4.4

4.4

4.4

A Q

4.3

4.3

4.3

4.3

Oct.

4.3

4.3

4.3

4.8

7.1

6.1

5.8

4.9

4.7

4.6

4.5

4.4

4.3

4.3

4.3

4.3

4.3

4.3

9.5

13.2

9.5

11.5

8.5

7.5

8.5

8.1

7.5

6.2

5.8

5.7

Nov.

5.6

5.5

5.3

5.2

5.1

5.0

4.9

4.8

4.8

4.8

4.8

4.7

4.8

4.8

4.8

4.9

5.2

5.5

5.1

5.0

4.9

4.8

4.7

4.6

4.6

4.6

4.5

4.5

Dec.

4.5

4.5

4.5

4.5

4.5

4.7

4.8

4.8

4.7

5.9

6.8

6.4

5.3

5.2

5.2

7.6

9.8

12.1

8.5

6.5

9.5

7.5

6.9

5.8

5.7

7.8

6.9

5.8

5.7

8.4

NOTE. Ice conditions February 6, 7, and 9.
POTOMAC RIVER DRAINAGE BASIN. 75

Rating table for Monocacy Hirer near Frederick, Md.,for 1904-1906.

Gage

height.

Dis- Gage

charge. height.

Feet. Sec. -ft.

3. 80 80

Feet.

5.20

3. 90 99 5. 30

4 00 120 5. 40

4.10 144 5.50

4. 20 170

4. 30 198

4.40

4.50

4.00

4.70

4.80

4.90

5.00

5.10

228

2fiO

294

Discharge.

Sec.-ft.

538

584

032

082

5. GO 734

5.70

5.80

5.90

6.00

330 6. 10

368 0. 20

408 6. 30

450 0. 40

789

840

906

969

1,034

1.102

1,172

1,242

493 0.50 l',315

Gage

height.

Feet. (> oo

(i. 70

0. SO

0. 90 ~.oo

-.20

-.40

-. 60 '.SO

8.00

8.20

8.40

8.60

8.80

Discharge.

Sec.-ft.

1,390

1,465

1,545

1,625

1,705

1,875

2,045

2 220

2^400

2,580

2, 765 ; 2,955

3,145

3,335

Gage

height.

Feet.

9.00

9.20

9.40

9.00

9.80

10.00

11.00

12.00

13. 00

14.00

Discharge.

Sec.-ft.

3, 525

3,715

3, 905

4,100

4,300

4,500

5,500

6,500

7,550

8,600

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

measurements made during 1900 to 1906. It is fairly well defined between gage heights 4 feet and 10 feet. 

Above 12 feet gage height the rating curve is a tangent, the difference being 105 per tenth.

Monthly discharge of Monocacy River near Frederick, Md.,for 1906. 

[Drainage area, 660 square miles.]

Month.

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

Discharge in second-feet.

Maximum.

13,200 

3,900 

12,200 

16,800 

734 

5,200 

584 

10,800 

682 

7,760 

734 

6, 600

16,800

Minimum.

493 

260 

584 

632 

228 

228 

198 

260 

198 

198 

260 

260

198

Mean.

1,660 

824 

2 280 

2', 880 

422 

1,040 

284 

1,780 

290 

1,490 

418 

1,430

1,230

Run-off.

Sec.-ft. per 

sq. mile.

2.51 

1.25 

3.45 

4.36 

. 639 

1.57 

.430 

2.70 

.439 

2.25 

. 633 

2.17

1.87

Depth in 

inches.

2.89 

1.30 

3.98 

4.86 

.74 

1.75 

.50 

3.11 

.49 

2.59 

.71 

2.50

25. 42

NOTE. Values for entire year are excellent.

The following table gives the horsepower (80 per cent efficiency) per 

foot of fall that maj" be developed at different rates of discharge, and 

shows the number of days on which the flow and the corresponding 

horsepower were, respectively, less than the amounts given in the columns for "discharge" and "horsepower."
76 SURFACE WATER SUPPLY, 1906.

Discharge and horsepower table for Monocacy River at Frederick, Md.,from 1896 to 1906.

Discharge in secondfeet.

55 

66 

88 

110 

132 

154 

176 

198 

220 

275 

330 

385 

440 

495 

550 

660 

770

Horsepower 

(80 per 

cent efficiency) , 

per foot 

fall.

5 

6 

8 

10 

12 

14 

16 

18 

20 

25 

30 

35 

40 

45 

50 

60 

70

Number of days of deficient flow.

1896. a

16 

32 

74 

98 

114 

115 

128 

136 

142 

142 

145 

147 

147 

148 

149

1897.

6 

19 

45 

56 

63 

86 

115 

130 

149 

171 

192 

199 

222 

243

1898. 1899.

22

48 

58 

59 

68 

99 

116 

123 

138 

157 

169 

206 

234

4 

29 

56 

75 

100 

100 

118 

149 

163 

169 

187 

206 

213 

231 

243

1900.

4

16

63 

89 

119 

142 

163 

165 

174 

196 

213 

224 

244 

254 

265 

275 

299

1901.

1 

25 

25 

74 

131 

155 

165 

204 

216 

229 

243 

264

1902.

10

22

29

38

48 

72 

72 

94 

115 

147 

152 

170 

176 

185 

207 

217

1903. 1904. 1905.

21

27

78

4 

4 

15 

56 

78 

94 

128 

130 

138 

154 

173

85 

123 

123 

129 

152 

187 

216 

240 

259 

269 

285 

297

2

17 

36 

78 

106 

151 

169 

195 

205 

220 

237

1906.

18 

82 

96 

138 

154 

175 

184 

202 

226

a August 4 to December 31.

NOTE. During the period covered by the above table the minimum flow was 49 second-feet, giving 

4.5 horsepower per foot of fall for four consecutive days.

JAMES RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN.

The headwaters of the James lie in the high mountains in the 

extreme western part of Virginia. The river is formed by the confluence of Jackson and Cowpasture rivers in the northern part of 

Botetourt County, Va.; thence it flows 'eastward across the State 

and empties into Chesapeake Bay through Hampton Roads. The 

total length of the river is about 335 miles and its drainage area is 

about 9,700 square miles. The river and all its tributaries lie wholly 

within the State of Virginia.

The topography of the basin is varied in character, changing from 

the mountainous section in the upper part to low, flat, and often 

swampy areas as tide water is approached. Jackson and Cowpasture rivers flow in narrow valleys between steep hills, over beds of 

sand and gravel, with rock ledges in places, and are bordered with 

fertile bottom lands. In this portion of the basin the water collects 

quickly, causing rapid rises in the river below.

Near Clifton Forge and again near Balcony Falls the James flows 

through ridges of the Alleghenies, with sharp falls over beds of solid 

rock. At other points similar though less pronounced falls and 

rapids occur as the river cuts through the lesser foothills. Between 

these mountainous or hilly sections the stream winds through broad 

and fertile valleys over beds of sand and gravel, with gentle slope. 

The fall line is crossed at Richmond.
JAMES RTVEK DKAINAGE BASIN. 77

Man}7 dams have been built in the James, generally for diverting 

water into the old James and Kanawha Canal, which followed the 

river from Richmond to Buchanan and was at one time utilized 

throughout that entire distance. It has now been abandoned, however, and its right of way is owned and for considerable distances 

occupied by the Chesapeake and Ohio Railway. The use of the dams 

was abandoned with the canal, and though many of them are in 

good repair they have not been improved for power purposes. The 

principal utilized power is at Richmond. On October 19, 1904, a 

measurement of the James and Kanawha Canal was made about 

5 miles above Richmond, Va., at a bridge opposite the 5-mile post 

of the Chesapeake and Ohio Railway. Area, 318 square feet; discharge, 556 second-feet.

The fluctuations in stage are great. The records of the Cartersville station, which extend over a period of eight years, show a range 

in gage height of nearly 25 feet. The discharge has varied between 

97,800 and 600 second-feet.

In 1897 a reconnaissance survey of James River was made under 

the direction of D. C. Humphreys, professor of civil engineering of 

Washington and Lee University. This survey covered the portion 

of the river between Clifton Forge and Richmond and a part of 

North River, and consisted in determining the profile, which was 

done by using the profile of the Chesapeake and Ohio Railway as a 

base and tying on to the water surface at each dam and at intermediate points not more than 5 miles apart. Notes were made in 

regard to the condition of the dams and measurements of flow were 

made on all of the more important tributaries. The results of this 

reconnaissance were published in the Nineteenth Annual Report of 

the United States Geological Survey, Part IV, pages 162-173, and in 

Bulletin No. 3 of the Geological Survey of Virginia, Thomas L. 

Watson, geologist in charge, Blacksburg, Va.

Gages were established on James River in 1893 bv F. B. Isaacs,

O 4/7

engineer for water power of the Chesapeake and Ohio Railway Company, at Ninemile Locks, Columbia, Scottsville, Lynchburg, Balcony 

Falls, Buchanan, Eagle Mountain, and Clifton Forge. Records of 

heights of water at these points were made twice daily from 1893 to 

1897 and freshet reports were obtained for these years. The gages 

were not referred to any fixed datum, but the zero of each gage was 

set at what was considered ordinary low water in the river. During 

the latter part of 1899 records were resumed, except at Scottsville, 

Balcony Falls, and Eagle Mountain, where the gages have been 

abandoned.

At Boshess dam, 9 miles above Richmond, is a gage where the ' 7 O O

height of water is recorded twice daily, showing the supposed head 

on the crest of the dam. The crest, however, is so irregular that 

IKK 203-07 6
78 SURFACE WATER SUPPLY, 1906.

the coefficient of discharge has not been ascertained. Another complication exists in the fact that water is deflected into a canal, the 

quantity not being known.

The United States Weather Bureau maintains river stations on 

the James at Lynchburg, Columbia, and Richmond, Va.

JAMES RIVER AT BUCHANAX, VA.

This station was established August 18, 1895, and was discontinued July 15, 1906. It is located at the iron highway bridge near 

the Chesapeake and Ohio Railway station and one-half mile from 

the Norfolk and Western Railway station. It is about 20 miles 

from the mouth of North River and one-half mile above the mouth 

of Purgatory Creek. The conditions at this station and the bench 

marks are described in Water-Supply Paper No. 167, page 91, where 

are given also references to publications that contain data for previous years.

The following discharge measurement was made June 12, 1906:

Width, 319 feet; area, 1,010 square feet; gage height, 2.31 feet; discharge, 727 

second-feet.

Daily gage height, in feet, of James Hirer at Buchanan, Va.,for 1906.

Day.

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

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

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

9

II..................:.........................

13

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

18.........-.---...-........--..-..-..........

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

21................................... ---...--.

92

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

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

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

27

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

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

30

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

Jan.

3.64

3.42

3.39

7.9

7.08

5.49

4.72

4.^8

3.t)3

3.55

3.39

3 39

3.55

3.81

3.86

3.79

3.02

3.41

3.35

3.46

9.41

9.16

6.34

5.4

4.86

4.83

5.0

4.6

4.37

Feb.

4.13

3.88

3.56

3.42

3.34

3.2

3.19

3.09

2.9

9 Q4

2.93

2.77

2.75

2 65

2 72

2.^6

2.49

2.5

2.5

2.4

2.5

2.52

2.45

2.55

2.53

2.43

2.5

Mar.

2.45

2.35

2.55

4.21

5.39

4.22

3.91

3.55

3.52

3.28

3.24

3 ni

2.85

3.38

7.00

5.9

4.83

4.59

4.67

4.89

4.63

4.65

4.28

4.23

3.88

5.4

7.88

6.46

Apr.

6.24

5.42

4.95

4.42

4.35

4.0

4.05

3.84

3.8

4.28

4.92

4.25

3.9

4.48

5.5

5.01

4.4

4.25

3.92

3.85

3.6

3.59

3.4

3.38

3.12

3.22

3.1

3.2

3.1

May.

3.2

3.1

3.14

2.96

3.02

3.45

3.55

3.4

3.36

3.12

3.1

2 94

2 91

2.7

2.78

2.65

2.8

2.9

2.96

2.76

2.78

2.6

2.66

2.49

2.5

2.36

2 68

2.75

2.8

2.9

2.94

June.

9 -

2.61

2.31

2.72

2.64

2.52

2.51

2.3

2.34

2.3

2.45

2 i

2.35

2.55

4 12

4.75

3.96

3.58

2.92

2.79

2.6

2.6

2 59

July.

9 y

9 9]

4 29

2.96

2 72

2 2

2 19

9 12

9 *}9

NOTE. Discharge probably unaffected by ice.
JAMES RIVER DRAINAGE BASIN. 79

Rating table for James River at Buchanan, Va.,for 1898-1906.

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

Discharge.

Sec.-ft.

505

575

655

740

835

935

1,040

1,155

1,275

1,400

1, 530

1,670

Gage

height.

Feet.

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4 40

Discharge.

Sec.-ft.

1,815

1,905

2,125

2,290

2,460

2,640

2,825

3,015

3,210

3,410

3,610

3,815

Gage

height.

Fcrt.

4 50

4 GO

4 70

4 80

4.90

5.00

5.20

5.40

5. dO

5.80

6.00

6. 20

Discharge.

Sec.-ft.

4,025

4,235

4,450

4,665

4,885

5,105

5,555

6,015

6,485

6,965

7,460

7,970

Gage

height.

' Feet.

6.40

0.60

6.80

7.00

7.20 "40

7.60 "80

8.00

9.00

10.00

Discharge.

Sec.-ft.

8,495

9,030

9,575

10, 130

10,700

11, 290

11, 900

12, 520

13, 140

16, 470

20, 300

NOTE. The above table is applicable only for open-channel conditions. It is based on 17 discharge 

measarements made during 1901-1906. It is well defined between gage heights 1.8 feet and 4.5 feet. 

From 4.5 to 8.5 feet it is determ'ned by two measurements made in 1901. Above gage height 8.5 feet it 

is determined by the product of the area and velocity curves, but these are somewhat uncertain. A 

rock control below the station causes the discharge measurements to plot on a fairly permanent curve.

Monthly discharge of James River at Buchanan, Va.,for 1906. 

[Drainage area, 2,060 square miles.]

Month.

July 1-15 .....................................

Discharge in second-feet.

Maximum.

18, 000 

3, 270

12. 800 

8,070 

2,210 

4, 560 

3,450

Minimum.

1.860 

740 

698 

1,530 

V06 

655 

519

Mean.

4,750 

1,300 

4,250 

3,390 

1,310 

1,180 

888

Run-off.

Sec.-ft. per 

sq. mile.

2.31 

.631 

2.0(5 

1.65 

.636 

.573 

.431

Depth in 

inches.

2.66 

.66 

2.38 

1.84 

.73 

.64 

. 24

NOTE. Values for 1906 are excellent.

The following table gives the horsepower (80 per cent efficiency) 

per foot c*f fall that may be developed at different rates of discharge 

and shows the number of days on which the flow and the corresponding horsepower were respectively less than the amounts given in the 

columns for "discharge" and "horsepower."

Discharge and horsepower table for James River at Buchanan, Va.,from 1895 to 1906.

Disond-feet.

275

Horse-

(80 peicent efficiency ) 

per fo"ot

fall.

95

330 30

385 :t>

440 40

495 45

550 - 50

600 60

770 70

880 80

990 90

1.100 100

1.320 120

1,540 140

Number of days of deficient flow.

1895.

11

59

65

81

119

1896.

a2

a8

1897. 1898. 1899.

1

1900. 1901.

i

' ... .

25

a 13 44

ol3

35

54

81

105

84

101

119

146

142 182

165 191

205 209

235 238

262 256

1902. 1903.

6 71 16 ......

9 112 30 ......

9 112 31 ......

12 134 46 9

22 153 72 20

45 ! 171 107 42

52 | 178 125 i 52

88 184

102 i 194

13(5 196

175 202

144 70

163 89

176 103

207 132

195 214 234 J 154

18

18

50

1904. 1905. 1906.

16

84 40

119 95

139 115

154 128

166

176

138

154

205 172

224 187

105

126

136

160

181

199

213

220

234

242

19

70

86

120

146

166

187

200

222

236

1

11

24

41

52

63

80

92

a In 1896 a discharge of less than 49o second-feet occurred only in April and May. As the determination , for these months are known to be of doubtful value, they should be disregarded altogether in any 

power estimates.

NOTE. The minimum discharge from 1895 to 1906 was 275 second-feet, giving 25 horsepower per foot 

of fall, on eleven consecutive days in October, 1899, and on three consecutive days in August and in 

September, 1900.
80 SUEFACE WA1EE SUPPLY, 1906.

JAMES EIYER AT 1LOLCOMB ROCK, YA.

This station was established by the Willson Aluminum CompamT , 

of Holcomb Rock, Ya., in 1899, in connection with measurements to 

determine the horsepower aYailable at that point. During 1899 the 

records were fragmentary, but at the beginning of 1900 daily records 

were taken, which have been furnished to the United States Geological Survey through the courtes}" of the general manager of the company. The conditions at this station and the bench marks are 

described in Water-Supply Paper Xo. 167, page 93, where are given 

also references to publications that contain data for previous years.

Daily gage height, infect, of James River, at Holcomb Rock, Va.,for 1906.

Day.

2

(i .......

8

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

a9

3.75

3.0

2.5

2.4

2.55

3.0

3.3

2.95

2.55

2.2

2.1

2.1

2.4

2.4

2.55

2.55 

2.5

2.5

2.3

2.0

2. 05

5. 85

9.85 

6.3

4.7

4.0 

3.75

4.1 

3.8

3. 35

Feb.

2.9

2.75

2.45

2.0

2.1

2.1

2.0

1.75

1.7

1.7

1.7

1. 55

l.G

1.55

1.55

1.5

1.5 

1.25

1.5

1.45

1.35

1.4

1.3

1.4 

1.1

1.35

1.35 

1.3

Mar.

1.3

1.3

1.7

4.2

4.8

3.7

2.9

2.55

2.35

2.3

2.0

2.0

1.9

1.85

2.25

5.4

5. 15

3.6

a 85

3.85

3.4

3.3 

2.95

2.9

3. 65 

J-1

6.5

5.8

5.85

Apr.

4.9

4.05 a6

2.95

2.75

2.55

2.6

a is

3.75

3.4

3.1

2.7

3.3

4.6

4. 4 

3.65

3 2

2.9

2.4

2.25 

2.1

2.1

2.0 

2.0

1.85 

1.75

May.

1.75

1.8

1.75

1.7

1.55

2.1

2.0

1.85

1.8

1.55

1.6

1.55

1.5

1.5 

1.6

1.65

1.6

1.5

1.4

1.3

1.3 

1.3

1.3

1.3 

1.5

1.6 

1.8

1.7

June.

1.6

1.7

1.35

1.3

1.3

1.5

1.35

1.15

1.25

1.3

1.3

1.4

1.3

1.3

1.1

1.4

1.5

4.75

4.5

2.65

2.05 

1.95

2.1

1.85

July.

1.4

1.5

1.05

2.05

1.85

1. 55

1.1

1.2

1.2

1.2

1.1

1.2

1.1

1.35

1.3 

1.2

1.25

1.3

1.1

1.2

1.7

1.4 

1.3

1.3

1.5

1.7

Aug.'

1.4

1.3

1.3

1.0

1.5

2.0

2.35

2.05

1.7

1.6

1.7

2.15

3.45

4.05 

3.6

3.0

3.2

3 9

9 Q

2.75

2.8 

2.9

2.8

2. 75

5.9

3.85

Sept.

3.8

2.65

2.45

2.25

1.9

1.8

1.7

1.6

1.5

1.55

1.85

2.25

1.8

1.5

1.35 

1.35

1.4

1.4

1 q

1.4

1.6

1.9 

1.65

1.4

2.15

Oct.

3.45

as

5.85

9.55

6.6

a2

2.7

2.45

2.15

2.0

1.95

1.85

1.8 

3 4

13.4

19 0

12 3

8.1

6.3

5. 45 

4.4

3.8

3.4

3 9

2.85

2.35

Nov.

2.2

2 i

1.95

1.85

1.7

1.7

1.7

1.65

1.55

1.65

1.7

1.65

1.6

1.6

1.6

a 95

7 a^

5.3

4.2

a35

2.45

2.05

Dec.

1.85

1.8

1.7

1.7

1.65

1.7

1 65

1.5

1.6

1.55

1.5

1.4

1.4

1.45

1.6

4.7

6.8

4.35

o 7

a 55

3 35

2.8 

2.55

0 OC

2.2

2.2

3 1

JAMES RIVER AT CARTERSVILLE, YA.

This station was established January 1, 1899. It is located at the 

highway bridge crossing the James between Pemberton and Cartersville, 300 yards from the railroad station, and 50 miles above 

Richmond, Ya. The conditions at this station and the bench marks 

are described in Water-Supply Paper No. 167, page 94, where are 

given also references to publications that contain data for previous 

vears.
JAMES RIVER DRAINAGE BASIN. 81

The following discharge measurement was made June 7, 1906:

Width, 690 feet; area, 2,100 square feet: gage height, 2.22 feet; discharge, 3,400 

second-feet.

Day. Jan.

1.... ....... 4.98 

2.............. 4.38 

3. ............. 3.85 

4.............. 17.0 

5.............. 12.2

6.... ......' 11.2

8 ............ .15

11.............. 4.1

12.............. 3.8.)

13.............. 3.8 

14........ ..... 3.9 

15.............. 4.12

10 ............. 4.1

17............. 4.0

19 ' ! 0

20............. 3.7 

21.............. 3.55

23.............. 3. 28

24.............. 3.95 

25.............. 11.3

26.............. 7.82

27.... ....... 6.22 

28.............. 9.0 

29.............. 7. 6

30.............. 6.3 

31... ........... 5.85

Feb.

5.37 

4! 3 

4.2 

3.38 

3.6

3.5

3.15

3.0

9 S9

2. 65 

2.8 

2. 65

2.5

2.4

9 32

2.1 

2.3

9.38

2.3 

2. 2

2.15

2.0

2.2

Mar.

2 z'.T22

2. 52 

10.1

8. 25

5. 85

4.9

3.95

3.5

3. 15 

3.02 

3.3

8. 65

8.7 

fi. 95

' > G 9

5.0 

4.92

4.71

5.3 

5.71 

8.2

9.05 

10.5

Apr.

8.62 

8.2 

6. 95 

6.05 

5.32

4.9

4.25

4. 15

5.02

5. 15 

4.7 

10.0

9.4

7. 25

5. 15 

4.75

3.95 

3.58

3 49

3.48 

3! 15

2. 95

May.

2.9

2.88 

2.8 

2.8 

2.7

2.78

3.8 'i 3

2,q

2.9

2.6 

2. 55 

2.25

2.35

2.28

2. 12 

2 2

2.8

1.9 

1.78

2.72 

2.85

3.48 

3.28

June.

2.6 

4. 85 

3.62 

2.59 

2.1

2. 05

2.05

1 97

1.8

1.7

1.6 

1.65 

1.85

1.75

2.0

1.98

- 9

4.47 

3.68

3.08

5.3 

3.65 

3.6

3.45

July.

3.0 

2.15 

1.9 

1.85 

2.5

2.38

2.15

1.85

1.6

1.6

1.6

1.68 

1.55 

1.42

1.3

1.58

2.72

2.88

3.3

2.5

1 1

1.65 

1.95 

2.75

5.4 

4.35

Aug.

2.98 

3.75 

3.6 

2.78 

2.55

2.2

1.7

2.92

2.98

3.72

4.82 

3.72 

2.95

4.32

5. 58

9 32

6. 75

5.32 

5.65

4.6 

7.0

5.35

6.28 

9. 05

7.45

9.1

7.55

Sept.

6.03 

5.38 

4.55 

3.97 

3.52

3.15

2.7

o r

2.4

2.05

2.2

2.5 

3.15 

2.55

2.4

2.25

2

AQ

2. 15

2.38

2 0''

9 fi

9 2

2.3

2.25 

2.05 

2.02

2.35

Oct.

4.88 

3.50 

5.15 

12.4 

15.2

11 9

9 4

7.2

5.52

4.82

3.62 

3.25 

3.12

2.9

2.82

0 1

21.8 

23.3

19 2

9. 55 

8.05

6.2 

5.9 

5.0

4.55 

4.2

Nov.

3.95 

3. 65 

3.45 

3.22 

3.1

3.0

2.8

2.65

2.75

2.85

2.85 

2.68 

2.55

2. 65

2.58

8 9

9.95 

10.8

5. 95

4.85

4.45

4.18 

3.82

3.22

Dec.

NOTE. Discharge probably unaffected by ice.

Rating table/or Juries Rricr at Cartcrsville, Va., for 1899-1906.

Gage

height.

Feet.

1.30

1. 40

1.50

1.00

1 70

Discharge. '

Sec.-fl.

'2, 170

2, 350

2, 530

2,710

2,900

1 80 3,090

1. 90 3, 280 , 2 00 3, 480

2 10 3,680

2 20 3, 880

230 4,080

2.40

2.50

2 60

2 70

2 80

4,280

4,490

4,700

4,910

5,120

2 fK> 5,330

Gage

height.

Feet.

3 00

3.10

3.20

Dis- : Gage

charge.

Sec. -ft.

5,550

5, 770

5,990

3. 30 0, 210

3 40 (i. 440

3. 50 6, 670

3.60 6,900

.3. 70 7, 130

3.80 7,360

3 90 7,590

4 00 7,8-30

4 10 8,070

4 20 8,310

4 30 , 8,550

4 40 8,790

4 50

4 (0

9,030

9,280

height.

Feet.

4.70

4.80

4.90

5.00

5.20

5.40

Discharge.

Sec. -ft.

9, 530

9,780

10, 040

10,300

10, 820

11,350

5. 60 11, 890

5. 80 12, 430

6. 00 ! 12, 980

6.20

6.40

13, 540

14, 100

6. 60 14, 080 >

6. 80 15, 260

7.00

7.20

7.40

15,860

16, 460

17,080

7 60 17,700

Gage Disheight. charge.

Feet.

7.80

8,00

9.00

10.00

11.00

12.00

Sec.-ft.

18,330

18,970

22,300

25.750

29,260

32.930

13. 00 36' 670

14.00 40.520

15.00

16 00

17.00

18 00

19 00

20 00

21.00

22.00

23.00

44, 500

48, 600

52, 820

57 200

61,700

66, 300

7" 1,300

76, 900

82, 900

NOTE. The above table is applicable only for open-channel conditions. It is based on 25 discharge 

measurements made during 1897-1906. It is well defined between gage heights 0.7 foot and 10 feet. 

Between gage heights 10 feet and 20 feet the table is the product of the area curve by the extension 

of the velocity curve. Above 20 feet estimates are obtained in the same way, with the addition of a 

small overflow discharge,
82 SUEFACE WATEE SUPPLY, 1906.

Monthly discharge of James River at Cartersvitte, Va.,for 1906. 

[Drainage area, (i,230 square miles.]

Month.

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

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

Pischa 

Maximum.

:>2,800 

11,300 

27,, 500 

25,800 

9,660 

16,000 

11,400 

23,400 

13,100 

84,800 

28,600 

19,600

84, 800

-ge in second-feet.

Minimum.

6,170 

3,480 

3,920 

5,440 

3,000 

2,710 

2,170 

2,900 

3,480 

5,160 

4,450 

3,880

2,170

Mean.

13,800 

5,380 

12, 700 

11,600 

4,910 

5,850 

4,020 

10,600 

5,110 

20,800 

9,230 

6,750

9,230

Kun-off.

Sec. -ft. per 

sq. mile.

2.22 

.863 

2.04 

1.86 

.789 

.939 

.645 

1.70 

.820 

3.34 

1.48 

1.08

1.48

Depth in 

inches.

2.56 

.90 

2.35 

2.08 

.91 

1.05 

.74 

1.96 

.91 

3.85 

1.65 

1.24

20.20

NOTE. Values for entire year are excellent.

The following table gives the horsepower (80 per cent efficiency) 

per foot of fall that may be developed at different rates of discharge, 

and shows the number of days on which the flow and the corresponding horsepower were respectively less than the amounts given in the 

columns for "discharge" and "horsepower:"

Discharge and horsepower table for James River at Cartersvitte, Va.,from 1899 to 1906.

Discharge 

in second-feet.

880 

990 

1,100 

1,320 

1,540 

1,760 

1,980 

2,200 

2,750 

3,300 

3, 850 

4,400 

4, 950 

5,500

Horsepower 

(80 per 

cent efficiency) 

per foot 

fall.

80 

90 

100 

120 

140 

160 

180 

200 

2,10 

300 

350 

400 

450 

500

Number of days of deficient flow.

1899.

4

11 

66 

109 

140 

158 

170 

191 

198 

209

1000.

12

19 

31 

59 

75 

92 

112 

123 

152 

180 

200 

216

1901.

48 

70 

100 

124 

145 1">9

1902.

8 

13

92

34 

48 

52 

78 

113 

138 

158 

173 

179 

189

1903.

1 

23 

78 

111 

128 

149 

162 

178

1904.

\\

40

95 

100 

Uo 

154 

186 

213 

234 

245 

254

1905.

13 

32 

59 

92 

132 

155 

182 

200 

227

1906.

1 

10

27 

52 

91 

116 i;>i

NOTE. The ice conditions at this station during some of the winter months did not materially att'ect 

the results given in the above table. 

Minimum flow from 1899 to 1906 was 842 second-feet, giving 77 horsepower on 3 days in September, 1900.

ROANOKE RIVER DRAINAGE EASIEST.

DESCRIPTION OF BASIN.

Dan River joins the Roanoke at Clarksville, Mecklenburg County, 

Va., 185 miles above its mouth, and is its largest tributary. The 

Roanoke drains a total area of 9,200 square miles, and empties into 

Albemarle Sound a short distance below Plymouth, N. C. It is navigable at all stages for 120 miles, to Weldon, N. C., where it crosses the
ROANOKE RIVER DRAINAGE BASIN. 83

fall line. The Dan and the Roanoke above their junction drain, 

respectively, 3,800 and 3,550 square miles. The Roanoke is the more 

northerly of the two, and its drainage basin lies entirely in Virginia. 

It rises among the eastern foothills of the Blue Ridge, southwest of 

Roanoke and Salem, and flows at first northeast, then southeast to its 

junction with the Dan. The Dan rises in Surry County, N. C., and 

Patrick County, Va., and flows at first southeast, then northeast to its 

junction with the Roanoke. A large part of the drainage area of the 

Dan lies in North-Carolina.

During 1905 a survey of Roanoke River was made in order to determine a plan and profile and other information'which would be of use in 

hydraulic developments. For description, plan, and profile of this 

survey see Bulletin No. 3 of the Geological Survey of Virginia.

The rainfall on the basin of the Roanoke above the fall line is about 

48 inches per annum, and is evenly distributed throughout the year. 

The average amount probably increases slightly as the stream is 

ascended, though the records of rainfall over the basin are too incomplete to decide this matter. The slopes in the headwaters and in the 

upper tributaries are steep, freshets on the river are violent, and the 

fluctuations of height occur with great rapidity. Rises of 50 feet and 

over have been noted at Weldon, and freshets in which the rate of rise 

is 10 feet a day or more are frequent.

The United States Weather Bureau maintains gages at Clarksville, 

Va., at the junction of the Dan and Roanoke; on Dan River at Danville, Va., and on Roanoke River at Weldon, N. C.

ROANOKE RIVER AT ROANOKE, VA.

This station was established July 1-0,1896, and was discontinued July 

15, 1906. The gage is located at the Walnut Street Bridge, Roanoke, 

but the measuring section is at the Jefferson Street Bridge. The conditions at this station and the bench marks are described in WaterSuppljT Paper No. 167, page 102, where are given also references to 

publications that contain data for previous years.

The following discharge measurement was made June 10, 1906:

Width, 112 feet; area, 124 square feet; gage height, .76 feet; discharge, 119 secondfeet.

Daily gage hcigJii, infect, of Roanoke River ai Roanoke, Va.,for 1906.

Pay.

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

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

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

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

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

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

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

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

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

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

Jan.

1.35

3.0

2.15

1.85

1.75

1.5

Feb.

1.8

1.5

1.5

1.4

1.4

1.3

Mar.

1.7

1.4

1.3

1.3 1.-3

1.2

Apr.

2.05

1.65

1.45

1.4

1.4

1.7

May.

1.3

1.3

1.2

1.2

1.3

1.3

1.3

1.1

June.

1.0

9

.7

.8

.8

.8

July.

0

0

.75

.7

.7

.7
84: SURFACE WATER SUPPLY, 1906.

Daily gage height, in feet, of RoanoJce Rira- at RoanoJce, Va.,for 1906 Continued.

Day. Jan.

11............................................ 1.5

12............................................ 1.5

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

15............................................ 1.5

16............................................ 1.5

n. ..................................... ...... i..->

20 ............................................ i . 35

n. ........................................... 1.3

22............................................ 1.3

25 ^o. .......................................... 2 ^2 

26............................................ 2.05

29............................................ 2.2

30............................................ 2.0

31............................................ 1.9

Feb.

1.2

1.2

1.2

1.2

1.2

1 °

1.05

1.05

Mar.

1.2

1.2

1.2

1.4

1 K

9 1

2.2

9 9

2 0

1.7

1.6

2 9

2.0

Apr.

1.6

1.55

1.4

1.8

1.85

1.3

1.3

1.15

May.

1.1

1.0

9

1.0

1.0

1.0

.9

1 4

1.2

1.1

1.0

1.0

1.0

.9

1.1

June.

.8

.8

1.4

1.3

1 9

1 1

1.0

1.0

.9

.8

1.1

1.0

.8

.8

.8

.8

.8

July.

7

.65

65

.7

NOTE. Discharge probably unaffected by ice. 

Rating table for RoanoJce River at RoanoJce, Va.,for 1905-6.

Gage 

height.

Feet. 

0.60

.70

.80

.90

1.00

1.10

1.20

1.30

1.40

1.50

Discharge.

Sec.-fl. 

74

96

122

152

186

224

264

310

360

415

Gage 

height.

Feet. 

1.60

1.70

: 1.80

1.90

2.00

2.10

2.20

2.30

2. 40

2.50

Discharge.

Sec.-ft. 

470

530

590

655

725

800

880

960

1,050

1,140

Gage 

height.

Feet. 

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3. 30

3.40

3.50

Discharge.

Sec.-ft. 

1.240

.1/340

1,440

1,550

1,660

1,780

1,900

2,020

2,i4Q

2,265

Gage 

height.

Feet. 

3.60

3.70

3.80

3. 90

4.00

4.20

4 40

4.60

4.80

Discharge.

Sec.-ft. 

2,390

2,515

2,645

2,775

2,905

3,175

3,445

3,7io

3,985

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

measurements made during 1896-1906. It is fairly well denned.

Monthly discharge of Roanolce River at RoanoJce, Va.,for 1906. 

[Drainage area, 388 square miles.]

Month.

July 1-15 .....................................

Discharge in second-feet.

Maximum.

 3,980 

590 

880 

960 

360 

360 

122

Minimum.

310 

186 

186 

244 

152 

96 

85

Mean.

808 

299 

524 

459 

2_43

99

Run-off.

Sec.-ft. per Depth in 

sq. mile. inches.

2.08 

.771 

1.35 

1.18 

.626 

.415 

.255

2.40 

.80 

1.56 

1.32 

.72 

.46 

.14

NOTE. Values for entire year are good.
ROANOKE RIVER DRAINAGE BASIN. 85

The following table gives the horsepower (80 per cent efficiency) 

per foot of fall that may be developed at different rates of discharge, 

and shows the number of days on which the flow and the corresponding horsepower were, respectively, less than the amounts given in the 

columns for "discharge" and "horsepower/'

Discharge and "horsepover table for Roanoke Hirer at Roanoke, Fa., from 1896 to 1906.

Ilorsecharge in 

secbnd-

(80 per 

cent effiIL per foot

fall.

66 6

00

132

154

176

198

220

275

330

0

10

12

14

16

18

20

25

30

Number of days of deficient flow.

 - 

1896 u

111

120

126

127

129

129

134

139

 

8

142

21

30

156 48

182 83

182 95

194 110

195 122

206 137

2K> 155

 

1

43

125

140

167

179

185

194

2ft5

218

1 ......

43

66

80

107

127

150

165

190

215

1

9

29

51

70

112

145

70

108

121

144

154

162

174

198

220

31

87

103

124

136

173

195

-

1906.6

!

78

132

164

181

217

238

9

IT

55

101

115

15

32

38

38

135 53

139 58

287 188 92

302 227 109

n July to December, 1896. b January to July 15, 1906.

NOTE. -The minimum flow during the period covered by the above table was 58 second-feet, giving 

5.3 horsepower per foot of fall on one day in February, 1900.

ROANOKE RIVER 0 AT RANDOLPH, VA.

This station was originally established August 27, 1900. It is 

located on the railroad bridge about five-eighths mile southwest of 

the Southern Railway station at Randolph. The conditions at this 

station and the bench marks are described in Water-Supply Paper 

No. 167, page 104, where are given also references to publications 

that contain data for previous years.

The following discharge measurement was made June 8, 1906:

Width, 237 feet; area, 735 square feet; gage height, 4.20 feet; discharge, 1,440 

second-feet.

Daily gage height, in feet, of Roanoke River at Randolph, Va.,for 1906.

Day.

1_. .................................

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

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

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

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

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

9

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

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

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

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

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

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

Jan.

10.3

8.65

6.6

12.9

23.6

19.8

7.65

6.7

6.75

6.9

6.85

6.95

7.15

6.75

Feb.

11.5

10.1

7.5

6.2

6.2

6.35

6.3

6.25

6.25

7.05

6.85

6.25

5.7

6.05

Mar.

5.75

5.75

5.6

5.75

5.85

5.9

6.15

0.0

5.85

5.75

5.85

5.85

5.85

5.65

Apr.

9.85

7.95

7.15

6.75

6.45

6.4

6.15

6.35

7.5

8.95

9.15

8.65

8/25

May.

4.65

4.8

4.9

4.8

4.65

4.85

5.15

5.7

5.9

5.55

5.0

5.05

4.9

June.

5.6

5.4

5.4

5.4

5.6

5.5

5.45

4 95

5.2

July.

T Qf;

5.3

5.05

4.75

4 FCF:

4 ft^

5.25

C 0

C Q

5.65

5.45

Aug.

8.5

6.55

6.4

6.85

7.1

7.3 

7.1 

6.9

6.7 

7.4

a Called Staunton River in reports prior to 1905.
86 SURFACE WATER SUPPLY, 1906.

Daily gage height, in feet, of Roanoke Hirer at Randolph, Ya.,for 1906 Continued.

Day. 

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

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

IS... .................................

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

20

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

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

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

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

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

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

29v\

SI...... ..............................

Jan. 

6.55

6.35

6.3

5.85

5.4

5.85

5.85

5.6

5. S

6. 05

11.55

12.4

12.5

Fob. 

5.85

5.65

5.35

5.25

5.35

4.95

4.85

5.15

Mar.

5.65

5.85

8.85

13.0

11.0

7.05

6.8

6.75

15.6

Apr.

8.2

7.35

7.35

7.0

6.75

6.45

6.3

5.65

5.25

5.0

May. 

4.85

4.65

4.75

4.65

4.65

4.45

4.45

4.2

4.1

3.9

4.1

4.45

8.9

8.3

6.55

J une. 

5.2

5.25

5.35

5.65

7.2

9.35

5.1

7.75

7.4

6.65

6.35

July. 

5.25

4.75

4.45

4.25

4.4

5.05

5.55

6.5

6.15

5.3

4.55

4.25

4.5

7.45

Aug.

NOTE. Discharge probably unaffected by ice.

DAN RIVER AT MADISON, N. C.

This station was established Maj" 14, 1903. It is located at the 

Southern Railway bridge about one-fourth mile from Madison and 

one-half mile above the mouth of Mayo River. The conditions at 

this station and the bench marks are described in Water-Supply 

Paper No. 167, page 107, where are given also references to publications that contain data for previous years.

The following discharge measurement was made June 21, 1906: 

Width, 142 feet; area, 374 square feet; gage height, 2.37 feet; discharge, 729 

second-feet.

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

1. ............ -

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

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

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

?::::::::::::::

10.. ----------- - 11..:..-------..

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

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

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

18. ------ -...--- 

19

20..........---.

2\. ............. 

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

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

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

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

27.-........--..

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

on

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

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

2.4 

2.15 

2.0 

17.9 

5.4

3.7

2.9 

2. 75

2.55

2.35

2 2 

2. 2o

4.2

4.8

3.4

3.0 

2 75

2.4 

2.3

2.2

2.15 

2.0

10.1 

6.6

4.4

3.2 

6.1 

6.4

4.6

3.9 

3.4

3.0 

2.0 

2.25 

2.0 

2.1

2.3

2.2 

2.1

2.0

2.1 

2.0

2.0

2 0

1.0

H 1:8 1.75

1.7

1.65 

3.2

2.8 

2.25

2.0

1.9 

1.75 

2.65

2 25 

2.0

1.7 

5. 4 

3. 1

2. 65 9 *3

2.1

2.1

2.0

1.8

1.75

1.75

2.15

5.3 

3.2 

2.6 

2.15

7.4

4.0

2.8

2.0 

2.45

2.1o

2.7 

2.6 

2.5

2.55

2 9 

5.0

3.4

2.75 

2. 4 

2.4 

2.3

2 ^5

2.25 

2.05

2.1

2.7

2.45 

2.1

2.05

2.0

3.1

2.8 

2.45 

2.25

2.1

2.05 

1.95

1.95 

1 9

1.8

1.75 

1.7

1.7

1. 75 

1.85 

1.95 

2.0 

2.05

1.7

2. 4 

^15

1.85

1.5 

1.5

1.5

1.45

1.4 

1.3 

1.3 

1.3

1.25

1.25

1.25

1.25 

1.2

1.15 

2.2 

2.0

1.5 

1.4

1.3 

1.2 

1.2 

1.15 

1.1

6. 1

1.9 

2.0

2.5

2.0

3.6

3.1

3.5 

4.0 

3.2

3.9

2.5 

3.3

2.35

1.8

0 0

6.2

2 7

2.0

1 8

1.7

1.65 

2.0

1.85 

1.7

1.6

1.8 

1.5

4.8

9 Q

1.8

1.4

5.0 

2.4 

4.5 

2.3

2.3

6.3

6.5

6.3 

2.4

2.1

1.8 

4.2

7. 7

6.8

3.3 

4.0 

4.3 

2.0 

2.15

2.15

1.9 

1 Q

1.8

I 0

1.8

5.2

3 1

5.0

14.9 

15.5 

14.3

7.0

4.2 

3.2

2.9 

2.7

2.5

2. 65 

3.2

c <:

7.5

3.9 

3.1 

2.9 

3.1 

2.85

2.5

2 3 

2^2

2.1

2. 05

1.9

3 5

2.4

2.1 

2.1 

2.1 

2.0

3.5

2. 65 

2.4

3.0

2.85

 > 75

2.4

2. 2

2.0

2.1

2.9 

2. 7 

2.5 

5.9 

3.6

2.9

3.2 

2.9

2.45

3.1

2.6 

2 1

2.0

2.0

1.95

1.9 

2.0 

2.3 

9 3

7.5 

5.0

3.6 

3.2

3 0

2 9

2.8

2.5 

2.4

2.35 

2.3 

2 2 

£ 15 

2.15

2.15

2.1

2.1

2.1

2.05 

2.15

2.1

2 1

2.05

2.15 

2.1 

2.0 

2.5

4.6

3.2

2.8

2.5

2.2 

2.15

O 1

2 1

2 05

2.05 

2.0 

2.0 

1.95 

1.95

1 Q

1.9 

1.85

1 O

1.8

2.6

9 9

1.9

1.9

1.9

1.85 

1.85 

4.4 

3.9

4.2

4.6 

2.9

2.0 

2.2

2.0

1.85 

1.8

9 A

2.4

2.25 

4.2

NOTE. Discharge probably unaffected by ice.
ROANOKE RIVER DRAINAGE BASIN. 87

DAN RIVER AT SOUTH BOSTON, VA.

This station was established August 27, 1900. It is located in 

South Boston, on the Norfolk and Western Railway bridge, which 

crosses the river at that place. The conditions at this station and the 

bench marks are described in Water-Supply Paper No. 167, page 109, 

where are given also references to publications that contain data for 

previous years.

The following discharge measurement was made June 9, 1906:

Width, 252 feet; area, 1,310 square feet; gage height, 213 feet; discharge, 1,850 

second-feet.

Daily gage height, in feet, of Dan River at South Boston, Fa., for 1906.

Day.

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

2 

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

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

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

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

9

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

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

13.......

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

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

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

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

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

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

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

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

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

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

24....... 

25.......

26....... ...

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

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

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

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

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

Jan.

4.25 

3.95

4.55

16.1

19.7

1 Q fi

9.6

6.6

5.62

3.75

4.2 .

3.4

5.0

6.35

5.35

4.45 

4.1

3.65

3.05 

3.85 

7.9 

12.3 

8.35

6 9

6.0

8.85

9.4

7.68

6.3

Feb.

2.9 

2.25

2.25

2.05

3.75

3.02

3.85

4.65

4.5

3.8

3.6

3.18

3.18

2.9 

2.6

2.95

2.9 

2.7

2.55

2.65 

3.5 

2.32 

2.35 

2.5

2.75

4.12

Mar.

4.28 

4.12

4.35

5.0

5.65

4.8

3.82

3.45

3.42

3.1

2.3

2.58

2 9

3.65

4.65

3.5 

4.05

4.0

5.95 

5.9 

4.05 

3.25 

4.3

0 Q

4 9

4.6 

8.3

Apr.

8.75 

5.75

4.5

4.4

3.8

3.52

2.7

3.08

3.7

5.25

4.08

3.45

3.88

4.8 

5.7

4.5

3.58 

3.18

2.88

2.68 

2.58 

2.7 

2.58 

2.52

2.55

2.42

2.32

2.88 

2.85

May.

2.6 

2.3

2.4

2.55

2.18

 M

3.48

3.95

3.02

2.2

2.25

2.35

2.5

2.18

1.78 

1.85

1.82

1.92 

2.05

1.92

1.85

1.98 

1.85 

1.42 

1.8

2 35

3.0

3.5

3. 45 

1.7

1.55

June.

1.68 

1.38

1.45

1.58

1. 55

1 4

1.6

1.65

1.75

3.65

3.58

2.7

2 12

1.78

3.1

3.92 

3.42

5.78

4.7 

3.6 

3.9 

3.65 

3.42

3.35

6.6

3.5

2.55 

2.42

July.

2.6 

2.28

2.0

2.05

2.18

3.7

3.95

4.0

3.5

3.45

3.05

2.75

2.22

2.28

2.95 

3.08

3.18

3.7 

4.05

4.95

6.75 

10.0 

12.5 

10.3 

8.0

6. 65

7.48

5. 35 

3.7

3.4

Aug.

3.35 

4.2

3.4

3.65

3.25

3.75

3.3

3.08

3.32

3.2

4.4

4.75

5.45

0.48

7.72

10.8

15.6 

18.5

17.0

13.7 

8.9 

7.68 

6.08 

4.85

4.08

4.18

4 18

4.65 

4.95

4.02

Sept.

4.18 

4.25

4.05

5.95

4.6

3.88

3.28

2.85

2.62

2.15

1.82

1.9

1.85

2.15

2.02 

2.3

2.3

2.2 

2.25

2.48

3.85 

4.42 

3.9 

3.38 

3.22

3.15

2.5

1.9

2.12 

1.98

Oct.

2.55 

5.85

3.95

4.15

8.75

7.32

4.95

3.6

2.5

1.25

1.18

.95

2.75

2.8 

4.65

7.12

12.75 

8.4 

6.5 

5.05 

4.6

4.12

3.9

3.8

3.85 

3.92

3.75

Nov.

3.0 

3.1

2.85

2.35

9 ^

2.08

2.18

2.22

2.4

2.35

2.6

2.55

2.3

2.52

2.42

2.55

2.75

2.8

3.05

3.18 

3.2 

2.55 

2.55 

2.35

2.22

2.15

2.1

2.05 

1.92

Dec.

1.98 

2.08

2.02

2.05

2.15

2.35

2.4

2.22

2.42

2.52

2.55

2.62

2.72

2.6 

2.65

2.75

2.8 

2.62

2.52

2.42

2.35 

2.22 

2.3 

2.18

2.12

2.02

2.02

2.12 

4.75

10.7

NOTE. Discharge probab.y unaffected by ice.

Rating table for Dan River at South Boston, Va.,for 1903-6.

Gage

height.

Feet.

0.90

1.00

1.10

1.20

1.30

1.40

1.50

Discharge.

Sec.-ft.

1,014

1,091

1.168

1.245

1.323

1,401

1,479

1.60 ' 1.557

1.70 1,635

1.80 1.713

1.90 1.791

2 00 1,870

2.10

2.20

2.30

1,949

2,028

2,107

Gage

height.

Feet.

2.40

2.50

2.60

2.70

2.80

Dis- Gage

charge. height.

Sec.-ft.

2,186

2.265

2,345

2.425

2,505

2.90 21 585

3.00 i 2,665

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

2.746

2,827

2,908

2,989

3,070

3,152

3,234

3,317

Feet.

3.90

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

Discharge.

Sec.-ft.

3,400

3,484

3,653

3,824

3,997

4,172

4,349

4,528

4,709

5.60 4,892

5.80 5,077

6.00

6.20

6.40

6.60

5,264

5,453

5,644

5,838

Gage Disheight. charge.

Feet.

6.80

7.00

8.00

9.00

10.00

11.00

12.00

13.00

14.00

1.5. 00

16.00

17.00

18.00

19.00

20.00

Sec.-ft.

6,034

6,234

7,275

8,415

9,700

11, 100

12, 540

14,000

15,500

17, 180

19,100

21,650

24, 600

27, 800

31,200

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

measurements made during 1903-1906 and is fairly well defined. Below gage height 10.4 feet the table 

is the same as that published for 1904.
SURFACE WATER SUPPLY, 1906.

Monthly discharge of Dan River at South Boston, Va.,for 1906. 

[Drainage area, 2.750 square miles.]

Month.

January.. 

February. 

March... 

April..... 

May..... 

June.....

30.200

4,040

11,500

8,120

3,440

5,840

July......................................... 13.300

Tho year. 30,200

n second-feet.

nimum.

2,700

1,910

2,110

2,120

1,420

1,380

1,870

2,730

1,730

Mean.

7,160

2,750

3,960

3.320

2,130

2,650

4,250

6,410

2,670

1,050 1 3.870

1 810 ' 2 270

1,850 2.480

1,050 3,060

Run-off.

Sec. -ft. per 

sq. mile.

2.60

.999

1.44

1.21

.774

.963

1.55

2.33

.971

1.41

.825

.S02

1.33

Depth in 

inches.

3.00

1.04

1.66

1.35

.89

1.07

1. 79

2.69

1.08

1.63

92

1.04

18.16

NOTE. Values for entire year are good.

The following table gives the horsepower (80 per cent efficiency) 

per foot of fall that may be developed at different rates of discharge, 

and shows the number of days on which the flow and the corresponding horsepower were respectively less than the amounts given in the 

columns for " discharge" and "horsepower."

Discharge and horsepower table for Dan River at South Boston, Va.,from 1900 to 1906.

Discharge in 

secondfeet.

385 

440 

495 

550 

660 

770 

880 

990 

1,100 

1,320 

1,540 

1, 760 

1.980 

2,200 

2,750

Horsepower, 

80 per 

cent efficiency, 

per foot 

fall.

40 

45 

.50 

(iO 

70 

80 

90 

100 

120 

140 

100 

180 

200 

250

Number of days of deficient flow.

1900.«

10 

11 

15 

27 

47 

64 

80 

83 

111

1901. 1902.

........

29 

78 

129 

244

4 

22

64 

92 

100 

112 

133 

167

1903.

6 

59 

112 

122

131 

161

1904.

J

4 

6 

15 

19 

36 

46 

57 

89 

165 

212 

248 

275 

307

1905.

4 

16 

55 

113 

144 

172 

194 

236

1906.

1

4 

10 

29 

54 

101 

175

a September 1 to December 31, 1900.

NOTE. Minimum flow from September 1, 1900, to December 31, 1906, was 375 second-feet, giving 34 

horsepower per foot of fall in October, 1904.

CAPE FEAR RIVER DRAINAGE BASIN.

MISCELLANEOUS MEASUREMENT.

The following measurement was made in Cape Fear River drainage 

basin in 1906:

South Buffalo Creek, near Greensboro, N. 0. A measurement was 

made June 21, 1906, at the Southern Railway trestle about 2 miles 

south of Greensboro. The bench mark is the top of the upstream
YADKIN, OR PEDEE, RIVER DRAINAGE BASIN. 89

end of the seventh bent cap from the left end of trestle; elevation, 

29.50 feet above datum of the assumed gage.

Width, 16 feet; area, 12 square feet; gage height, 1.22 feet; discharge. 7.G secondfeet.

YAJDKLN, OR PEDEE, RIVER DRAINAGE BASIX.

DESCRIPTION OF BASIN.

Yadkin River, called Pedee River, below the junction with the 

Uharie, rises on the eastern slope of the Blue Ridge, in Caldwell and 

Watauga counties, N. C., and flows at first southeastward, then turns 

abruptly to the northeast, and after flowing in this direction for about 

60 miles again bends abruptly and flows southward and southeastward across North Carolina and South Carolina, emptying into 

Winyah Bay at Georgetown, S. C. The total length of the stream 

from source to mouth, in its general direction, is from 275 to 300 miles, 

but with all the windings it is probably 400 miles or more.

The Pedee drains a total area of about 17,000 square miles, of which 

9,700 square miles are in North Carolina and 7,300 in South Carolina. 

It crosses the fall line near Cheraw, S. C., in a series of rapids extending over a number of miles, with no very great fall at any one place or 

in any short distance.

The upper part of the drainage basin is rough and mountainous and 

is largely forest covered, and throughout this part of its course the 

flow of the stream is more constant than would be expected. Below 

the great bend, where the river turns to the south, the valley averages 

about 50 miles in width. At many points the river is bordered by 

wide expanses of bottom lands, which are fertile and very productive, 

but are at times subject to overflow. At other places the stream is 

confined between bold and abrupt banks, and in one place it flows for 

several miles in a narrow channel, parts of which are only 60 feet wide, 

in a deep ravine between the flanking hills, forming the noted u Narrows." Above the great bend the valley is from 15 to 20 miles wide, 

and the elevations of the divides which separate the basin of the 

Yadkin from adjacent drainage basins are much higher, so that the 

tributary streams have a large fall.

Small amounts of power may be developed on some of the tributaries of this river in South Carolina, but the power possibilities of the 

basin in this State are unimportant. In North Carolina both the 

main stream and many of its tributaries can be made to furnish 

power in large amount at a number of places, and for this reason they 

are among the most important power streams in the Southern States.

The average rainfall over the part of the basin in North Carolina 

is probably between 48 and 51 inches, approximating the smaller 

figure over the lower portions, and possibly exceeding the larger over
90 8UEFACE WATEB SUPPLY, 1906.

the higher and more mountainous portions, the precipitation increasing toward the head of the stream. The total amount is rather evenly 

distributed among the seasons.

What is said to be the highest flood ever known at Wilkesboro 

occurred in March, 1899, the stream rising 28 feet above low water. 

The greatest flood recorded at the gaging station at Salisbury occurred 

in December, 1901, the stream reaching an extreme height on the gage 

of 19.7 feet and having a probable discharge of about 130,000 secondfeet, or about 38 second-feet per square mile. The flood of March, 

1899, produced a rise of about 1 foot less than this flood of December, 

1901. The most destructive flood ever experienced on the river 

occurred in May, 1901, but the recorded gage height at the Salisbury 

station was less for this flood than for either of the others mentioned, 

and the general testimony of those living along the banks is to the 

same effect.

The minimum recorded flow at the Salisbury station occurred in 

September, October, and November, 1897, when the basin experienced 

the most severe drought in its history. The flow fell to 900 secondfeet several times during this period, i. e., the basin above the station 

was discharging at an average rate of 0.26 second-foot per square 

mile. The maximum flow is thus about 144 times the minimum.

The United States Weather Bureau maintains river stations on the 

Pedee at Cheraw and at Smiths Mills, S. C.

YADKIN RIVER NEAR SALISBURY, N. C.

This station was established September 24, 1895. It is located at 

the Piedmont toll bridge, about 6 miles east of Salisbury, N. C.

The bridge is a five-span steel structure situated 300 yards above 

the Southern Kailway bridge. The channel curves to the right a 

short distance below the bridge. The bed is rocky. The discharge 

is modified considerably at times by drift wood lodging against the 

piers.

Discharge measurements are made from the bridge to which the 

gage is attached. The gage was first established on the railroad 

bridge 300 yards below. In 1899 a gage was put on the toll bridge, 

and this was used until 1903, when the station was moved back to 

the railroad bridge. In the latter part of 1905 simultaneous readings 

of the gages on both bridges were commenced and continued during 

the greater part of 1906. This was to determine the relation between 

the two gages, as it was finally decided to continue the gage readings 

from the toll bridge. All 1906 gage heights refer to the toll-bridge 

gage.

The gage is of the standard chain type, fastened to the downstream 

lower chord in the second span from the left end. The chain length
YADKIIST, OR PEDEE, RIVER DRAINAGE BASIN. 91

is 26.87 feet. The gage is read once each day by J. V. Yarbrough, 

the toll collector. The reference point is the top of the downstream 

end of the first floor beam of the second span from the right bank; 

elevation, 23.14 feet above the gage zero. The bench mark is a 

standard copper plug set in a rock on right bank on the upstream side 

of the road, 5 feet from the tollgate and 6.4 feet upstream from the 

upstream side of bridge produced; elevation, 31.49 feet above the 

datum of the toll-bridge gage.

Discharge measurements of Yadkin River near Salisbury, N. C., in 1906.

Date. Hydrographer.

March 3........ E. 0. Murphy.

June 22........ V.'. K-IIaLl.!.

September 11... .... .do........

Width.

Feet. 

462 

475

474

Area of 

section.

Sq.ft.

2, 220

2,380

2,440

Gage 

height.

Discharge.
92 SUBFACE WATEE SUPPLY, 1906.

Rating table for Yadkin Hirer near Salisbury. N. C.,for 1906.

Gage 

height.

Feet.

2.00

2.10

2.20

2.30

Discharge.

Sec.-ft.

1,990

2,220

2,460

2,720

2.40 2,990

2.50 3,270

2.60 3,560

2.70 3,860

2.80

2.90

3.00

3.10

3.20

Gage 

height.

Feet.

3.30

3.40

3.50

Discharge

Sec.-ft.

5, SiiO

6,220

6.580

3.60 6,950

3.70 7,320

3.80 7,700

3.90 8,080

4.00 8,460

4,170 4.10 8,850

4,490 4.20 9,240

4,820 4.30 9.630

5,160 4.40 10,030

5, 510 4. 50 10, 430

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

C. 60

Discharge.

Sec.-ft.

10,830

11,240

11,650

12,070

12, 490

13,340

14,210

15,090

15,990

16,910

17,860

18,850

19,880

Gage 

height.

Feet.

6.80

7.00

7.20

7.40

7.60

7.80

8.00

9.00

10.00

11.00

12.00

Discharge.

Sec.-ft.

20,950

22, 060

23,210

24, 400

25,600

26,800

28,000

34, 000

40,000

46,000

52,000

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

measurements made during 1901-1906. It is well denned between gage heights 2 feet and 11 feet. Above 

gage height 7.30 feet the rating curve is a tangent, the difference being 60.0 per tenth. Measurements 

made at the railroad bridge have been referred to the toll bridge gage by means of a series of simultaneous readings. This table refers to the toll bridge gage.

Monthly discharge of Yadkin River near Salisbury, Ar. C.,for 1906. 

[Drainage area, 3,400 square miles.]

±)ischai

Month. 

Maximum.

January ...........--...-...---.-........---. 34, 600

March. ...................................... 14, 600

April. . ....................................... 11, 600

May . . ....................................... 6, 760

J une ......................................... 16, 400

July.........-.-..--.........-----...-.-..-.. 21,500

October. . .................................... 36, 400

ge in seconr

Minimum.

2,990

3,130

3,270

2,590

2,340

2,340

2,720

4,170

4,010

3,270

2,340

-leet.

Mean.

10,300

4,190

6,020

4,630

3,460

6,230

7,540

7,700

4,720

6,620

Kun-r

Sec.-ft. per 

sq. mile.

3.03

1.23

1.77

1.36

1.02

1.83

2.22

3.21

2.24

2.26

1.81

1.39

1.95

n.

Depth in 

inches.

3.49

1.28

2.04

1.52

1.18

2.04

2.56

9 50

2.61

1.60

26.54

NOTE. Values for 1906 are excellent.

YADKIN RIVER AT XORTH WILKESBORO, N. C.

This station was established April 10, 1903. It is located at the 

lower highway bridge between Wilkesboro and North Wilkesboro, 

about one-half mile below North Wilkesboro railroad station and 

three-fourths mile below the mouth of Reddie River. The conditions 

at this station and the bench marks are described in Water-Supply 

Paper No. 167, page 118, where are given also references to publications that contain data for previous years.

Discharge measurements of Yadkin River at North Wilkesboro, N. C., in 1906.

Date.

June 19........

Hydrographer.

W. E. Hall . . ...............................

Width.

Feet. 

101

101

Area of 

section.

Sq.ft. 

629

619

Gage 

height.

Feet. 

3.00

2.94

Discharge.

Sec.-ft. 

2,300

2,260
YADKIN, OR PKDEE, RIVER DRAINAGE BASIN. 93

l)aily guyc height, infect, of Yadlnn liic<r al Xoi'th Wilkesboro, A", ('..for I'JUti.

Day. Pel). Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1.............. 0. 05

2,,,.,...,,.... .05

5. ............. 2. 85

10.............. .95

13.............. 2.2

15.............. 2.0

IT.............. 1.8

21.... .. . 1.2

22.............. 1.4

23............... 12.3

24.............. 5.0

OC } 0

27............... 3.3

29.............. 3.(>

2.35 

2.1

1.65

1.35

1 3~>

1 . 7.1

1. 1

1.1

1.1 

1.0

4.3

2. 5

1 9

1 . 05

9 7

2.9

1.45

2. 95 

2.35

1.8

1.05

1.6

1.45

1.4

'} ">

2 4

1.9

1.35

1.35

1.2

1.15

1.15

1.15

1.15 0.05 1.1 

1.25 1.2 1.0

1.8 1.4 1.15

1.2 2.5 1.15

.7 1.7 2.25

.7 1.0 2.0

.75 1.7 2.1

1.95 1.4 2. li

.9 1.25 1.75

.75 1.25 2.95

.7 ....... 2.35

3.7 4.li 

4.3 3.0

2.0 2.9

2.2 2.9

1.5 2.25

1.5 2.0

O (\ > Q

2.4 3.2

2. 1 2. 35

2. 15 2. 15

2. 35 2. 7.5

18.0 ] 0.0

3.8 .45 

3.7 .4

5.1 -.3

3.3 .2

30 ''

2.4 .1,-,

2. 0 . 05

17.9 18.8

Of: o q

2. 9 2. 55

2.55 .......

2.35 

2.35

2. 25

9 2

 7 9

 7 )

2.1

2.1

2.1

2 5

2.35

2.2

2.0

1.7

1.9

1.9

2.1

Rating table for

Gage

height.

Feet.

-0.00

- ..50

- .40

- .30

- .20

- .10

.00

.10

.20

.30

.40

..50

.00

.70

Discharge.

Sec.-ft.

215

24,5

275

505

340

375

410

450

490

530

570

010

055

700

Yadkin Hirer nl Xorth Wilkesboro. A". C..for ]!><>o-1>.

Gage Disheight. charge.

Feet. Sec.-ft.

0. 80 745

.90 790

1 . 00 840

1. 10 890

1. 20 945

1.30 1,000

1.40 ' 1,055

1.50 1,115

1.00 ' 1,175

1.70 1,240

1.80 1,305

1.90 1,370

2.00 1,440

2.20 1,580

Gage

height.

Feet.

2.40

2.00

2.80

3.00

3.20

3.40

,1.00

3.80

4.00

4.20

4.40

4.00

4.80

5. 00

Dis- Gage Discharge. , height. charge.

Sec.-ft.

1.725

1,880

2,045

2,220

2,400

2,580

2,700

2,9.50

3,140

3,330

3.520

3,710

3,900

4,100

Feet. Se(.-ft.

o.oo :,.ioo

7.00 i 0,100

8.00 , 7,100

9.00 8,100

10. 00 !), 100

11.00 10,100

12.00 11,100

13.00 I 12,100

14.00 ' 13,100

15.00 14,100

10.00 15.100

17.00 lo,100

18.00 17,100

19,00 18,100

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

measurements made during 1903-1900. Owing to changing conditions of flow, it can not be considered 

as very well defined. Above gage height 4.8 feet, the rating curve is a tangent, the difference being 

100 per tenth.

IRK 203 07 7
SURFACE WATER SUPPLY. 19015.

Monthly discharge of Yaflkin Hirer at Xorth Wilkesboro, X. C., for 1905-f,. 

[Drainage area, 500 square miles.]

Month.

Discharge in second-feet.

Maximum. Minimum. Mean.

Run-off.

Sec.-ft. per Depth in 

sq. mile. , inches.

1905.

January..................................... ;i, 330

February.................................... L>. 800

March.................... ............. .... 1,000

April......................................... 2,950

May......................................... 3,240

June.........................................' 1.720

July.......................................... ll.KOO

August................................. .... 3,420

September................................... (i, 000

October..................................... 2.950

November................................... 510

December................................. .. 7,200

The year... ........................... 11,000

1900.

Janua ry..................................... 11, 400

February....................................' 1,090

March............................. ......... 3,710

April......................................... 3,330

May........................... ............. 3,900

June........................................ 0,500

July......................................... 4,100

August...................................... 17.100

September............................. ..... 5,700

October..................................... 17,000

November................................... 17.900

December.................................... 0. 700

The year........................... ... 17.900

215 

340 

570 

530 

510 

410 

530 

530 

490 

4PO 

450 

470

215

720

929

740

772

1,010

585

1,080

1,200

819

608

485

1.290

903

840

805

077

077

815

972

1,340

1.720

1,440

1,120

2.100

1.020

1,400

1,230

986

1.840

1,550

2,900

2.110

3,270

2,520

1.710

1.44

1.80

1.48

1.54

2.02

1. 17

3.30

2.40

1. 04

1.22

.970

2.58

1.81

1.06

1.94

1.71

1.72

2. 33

1.30

3.87

2.77

1.83

1.41

1.08

2.97

4.32

2.04

2.92

2.46

1.97

3.68

3.10

5.80

4.22

6.54

5.04

3. 42

4.98

2. 12

3.37

2.74

2.27

4.11

3.57

0.09

4.71

7.54

5.62

3.94

(577 1,900 3.79 51. 00

XOTE. Values are rated as follows: 1905 and 1900, fair; discharge above 4,000 second-feet, approximate.

MISCELLANEOUS MEASUREMENTS IN YADKIX RIVER DRAINAGE BASIN.

The following miscellaneous discharge measurements were made in 

Yadkin River drainage basin in Xorth Carolina in 1906:

Stream.

June 19............ Reddie ........... North \Vilkesboro...

June 21 ............ Mayo............. Madi son.............

i

Width Arra of Gage 

" luln - action, height.

Sq. ft. 

13-1

410

Discharge!

Feet. 

2.60

2,82

Sec.-ft. 

:.70 

485
INDEX.

A.

Acknowledgments......

Acre-foot, definition of.

Basic City, Va.

South River at:

description......................... 03-64

discharge........................... 04

discharge, monthly................. 65

gage heights........................ 04

rating table........................ 04

Belair, Md.

Little Gunpowder Falls near:

description......................... 42

discharge........................... 42

discharge, monthly................. 43-44

gage heights........................ 42-43

rating table........................ 43

Binghamton, N. Y.

Chenango River at:

description......................... 27

discharge........................... 27

discharge, monthly................. 29

gage heights................... .... 28

rating table......................... 28

Susquehanna River at:

description......................... 17

discharge........................... 17

discharge, monthly................. 19

gage heights........................ 18

horsepower......................... 19

rating table......................... 18

Bloomington, Md.

Savage River at:

description......................... 53

discharge........................... 53

discharge, monthly................. 54-55

gage heights........................ 53

rating table......................... 54

Bolster, R. II., work of..................... 1

Broad Creek at 

Mill Green, Md.:

description......................... 36

discharge........................... 3G

discharge, monthly................. 37

gage heights........................ 36

rating table........................ 37

Buchanan, Va.

James River at:

description......................... 78

discharge........................... 78

discharge, monthly................. 79

Buchanan, Va. Continued, 

.lames River at:

gage heights.........

horsepower..........

rating table..........

Buckton, Va,

Passage Creek at:

description..........

discharge............

gage heights.........

Cable station, figure showing.............. n

Cape Fear River basin:

measurement........................... XS-89

Cartersville, Va. 

James River at:

description.................... .... 80

discharge........................... si

discharge, monthly................. 82

gage heights............. .......... 81

horsepower......................... 82

rating table..................... ... 81

Chemtmg River at 

Chemung, N. Y.:

description........ ................ 20

discharge........................... 20

discharge, monthly................. ,'il

gage heights........................ ;-:o

rating table......................... ,'-:o

Chenango River at 

Binghamton, N. Y.:

description......................... 27

discharge........................... 27

discharge, monthly...... .......... 29

gage heights........................ 28

rating table......................... 28

Churchville, Md. 

Deer Creek near:

description......................... 37

discharge........................... ,'J,8

discharge, monthly................

gage heights......................

rating table.......................

Computation, methods of................

Cooks Creek at 

Mount Crawford, Va.:

description......................... 67

discharge........................... 67

discharge, monthly................. 67-OS

gage heights............. .......... 67

Cooperation, acknowledgments of.......... Ifi

95
96 IXDEX.

Cumberland, Md. 

Wills Creek at:

description.........................

discharge...........................

discharge, monthly.................

gage heights........................

rating table.........................

Current meters, classes of..................

methods of using.......................

plate showing..........................

Current-meter station, view of..........

Curves (discharge, area, and velocity) figure 

showing........................

Dan River at 

Madison, N. C.:

description.........................

discharge...........................

gage heights ........................

South Boston, Va.:

description.........................

discharge. ..........................

discharge, monthly.................

gage heights........................

horsepower.........................

rating table.........................

Danville, Pa.

Susquehanna River at:

description.........................

discharge...........................

discharge, monthly.................

gage heights.....................

horsepower.........................

rating table.........................

Deer Creek near 

Ohurchville. Md.:

description.........................

discharge..................... ....

discharge, monthly....... . . .....

gage heights............ .....

rating table.............. ..........

Definitions of terms used...................

Discharge, methods of measuring and computing. .........................

Drainage basins, list of.....................

37

38

39 

38 

38 

3-4

13-16 

2-3

E.

Elk Hun at 

Elkton, Va.:

description.........

discharge...........

discharge, daily.....

discharge, monthly.

gage heights........

Elkton, Va. 

Elk Run at:

description.........

discharge...........

discharge, daily.....

discharge, monthly.

gage heights........

Equivalents, table of......

Floats, use of, in measuring discharge. 

Follansbee, Robert, work of...........

68

08

69

70

68-69 

6-7

9-10 

1

Frederick, Md.

Monocacy River near: 

description........

discharge..... ....

discharge, monthly 

horsepower........

rating table.........................

Front Royal, Va.

Shenandoah River (South Branch)

near: 

description.........................

discharge...........................

discharge, monthly.................

gage heights........................

rating table.........................

62

62

63

62-63 

63

Gaging stations, equipment of............. 9-10

location of, map showing............... 2

Georges Creek at 

Westernport, Md.:

description......................... 55

discharge........................... 55

discharge, monthly................. 56

gage heights........................ 55

rating tables........................ 56

Glencoe, Md.

Gunpowder Falls at:

description......................... 40

discharge........................... 40

discharge, monthly................. ! 1-42

gage heights........................ 40

rating tables........................ 41

Great Falls, view of........................ 48

Greensboro, N. C.

South Buffalo Creek at:

discharge........................... S8-S9

Grover, N. C., work in charge of........... 1

Gunpowder Falls at 

Glenroe, Md.:

description......................... 40

discharge......................... . 40

discharge, monthly................. 41-42

gage heights........................ 40

rating tables........................ 41

Gunpowder River basin:

description............................. 39

H.

Harrisburg, Pa.

Susquehanna River at:

description......................... 23

discharge........................... 23

discharge, monthly................. 24

gage heights........................ 23-24

horsepower......................... 25

rating table......................... 24

Hawksbill Creek near 

Luray, Va.:

description.......................

discharge.........................

discharge, monthly...............

gage heights......................

rating table.......................

Henshaw, F. F., work of.................
INDEX. 97

Holcomb Rock, Va. Page, 

.fames River at:

description........................

gage height^........................

Hoyt, J. C., work of........................

Hydrographic surveys, organization and

scope of......................... 1

I.

Ice-covered streams, method of measuring

flow of.......................... li

J.

James River at 

Buchanan, Va.:

description.........

discharge...........

discharge, monthly.

gage heights........

horsepower.........

rating table.........

Cartersville, Va.:

description.........

discharge...........

discharge, monthly.

gage heights........

horsepower.........

rating table.........

Holcomb Rock, Va.:

description.........

gage heights........

James River basin:

description.............

Juniata River atNewport, Pa.:

description.........

discharge...........

discharge, monthly.

gage heights........

horsepower.........

rating table.........

Lewis Creek near 

Staunton, Va.:

description............

discharge..............

discharge, monthly....

gage heights...........

rating table............

Little Gunpowder Falls near 

Belair, Md.:

description............

discharge..............

rating table........

Luray, Va.:

Hawksbill Creek near: 

description........

discharge..........

discharge, monthly.

43

.......... 70

.......... 70

:.......... 71

heights ..............*......... 70-71

rating table......................... 71

McCall Ferry, Pa.

Susquehanna River at: 

description.........

discharge, monthly.

McCall Ferry. Pa. Continued. Page. 

Susquehanna River at:

gage heights........................ 2(1

rating table....... ... ............. 27

Madison, N. C. 

Dan River at:

description.........................

discharge...........................

gage heights........................

Mayo River at:

discharge...........................

Martinsburg, "VV. Va. 

Opequon Creek near:

description....................... .

discharge...........................

discharge, monthly................

gage heights........................

rating table.........................

Mayo River at 

Madison, N. C.:

discharge...........................

Methods of measuring and computing 

stream flow, description of.....

Mill Green, Md. 

Broad Creek at:

description................. ....... 36

discharge................... ..... 36

discharge, monthly................. 37

gage heights........................ 36

rating table......................... 37

Millville, \V. Va.

Shcnandoah River at:

description......................... GO

discharge...................... .... 60

discharge, monthly........ ...... 61

gage heights........................ 00-61

horsepower......................... 62

rating table......................... 61

Miner's inch, definition of.................. 4

Monocacy River near 

Frederick, Md.:

description......................... 74

discharge........................... 74

discharge, monthly................. 75

gage heights........................ 74

horsepower......................... 76

rating table..................... ... 7.>

Mount Crawford, Va. 

Cooks Creek at:

description.........................

discha rge...........................

discharge, monthly.................

gage heights........................

Multiple-point method of measuring discharge, description of.......... 11-12

X.

Newport, Pa.

.luniata River at:

description......................... 34

discharge..................... ..... 34

discharge, monthly................. 3.5

gage heights........................ 84

horsepower......................... 35

rating table......................... 34

North Branch Potomac. See Potomac

River 'North Branch). 

North Branch Shenandoah. See Shenandoah River (NorthBranch).
98 INDEX.

North Wilkesboro, X. ('. 

Reddie River at:

discharge..........

Yadkin River at:

description........

discharge..........

discharge, monthly 

gage heights....

rating table........

Pugo. 

94

Opequon Creek near 

Martinsburg, W. Va.: 

description.........

discharge......

discharge, monthly, 

gage heights........

rating tables........

Potomac River (North Brunch) at Con. Pago. 

Piedmont, W. Va.:

gage heights........................ 48

rating table......................... 49

Potomac River (South Branch) nearSpringfield, W. Va.:

description......................... 51-52

discharge........................... 52

discharge, monthly................. 53

gage heights........................ 52

rating table.... .................... 53

Potomac River basin:

description............................. 46-48

Power-plant construction, views of......... 16

Price current meter, views of............... 10

Padgett, H. IX, work of.... .......... ....

Passage Creek at 

Buckton, Va.:

description.........................

discharge............ .............

gage heights........................

Patapsco River at 

Woodstock, Md.:

description........... . ... ..... .

discharge, monthly..... ..... .....

gage heights............ .. .....

horsepower.........................

rating table. .............. ........

Patapsco River basin:

description..................... ... ...

Pedee (Yadkin) River basin. Ser Yadkin

River. 

Piedmont, \V. Va.

Potomac River (North Branch) at: 

description.............................

discharge...............................

discharge, montnly... .................

gage heights..................... ......

rating table. .................... .

Point of Rocks, Md. 

Potomac River at:

curves at. figure showing...........

description......... ...............

discharge..... . ...................

discharge, monthly.... ............

gage heights........................

horsepower.........................

rating table.........................

Potomac River at 

Point of Rocks, Md.:

curves at, figure showing....... ...

description.........................

discnarge...........................

discharge, monthly.................

gage heights ........................

horsepower.........................

rating table.........................

Potomac River (North Branch) at 

Piedmont, \V. Va.:

description.........................

discharge...........................

discharge, monthly.................

K.

Randolph, Va.

Roanoke River at:

description.........................

discharge...........................

gage heights........................

Rating tables, methods of construction of.. 

Reddie River at 

North Wilkesboro, N. C.:

discharge...........................

Riverton, Va.

North Branch Shenandoah River near: 

description.................

discharge........................

discharge, monthly.......... ... ..

gage heights........................

rating table.........................

Roanoke River at 

Randolph, Va.:

description.........................

discharge...........................

gage heights........................

Roanoke, Va.:

description......................

discharge.......... . ..............

discharge, monthly.................

gage heights................... ....

horsepower................... . ..

rating table................... .. .

Roanoke River hasin:

description.............................

Run-off, computation of....................

 Run-off in inches, definition of .............

13-15

85

85

85-86

83

83

84 

83-84

85

84

82-83

13-16

4

Salisbury, N. C.

Yadkin River near:

description......................... 90-91

discharge........................... 91

discharge, monthly................. 92

gage heights........................ 91

rating table......................... 92

Savage River at 

Bloomington, Md.:

description......................... 53

discharge........................... 53

discharge, monthly................. 54-55

gage heights........................ 53

rating table......................... 54

Second-foot, definition of................... 4

Second-feet per square mile, definition of... 4
INDEX. 99

Sheiiandoah River at 

Milhille. W. Va.: 

description 

discharg 

discharg 

gage heights 

horsepower 

rating ta 

Shenandoah Rive 

Riverton, Va.: 

description 

discharge 

discharge 

gage heights 

rating tablf 

Shenandoah River 

Front Royal, \ 

description 

discharge 

discharge 

gage height 

rating table 

Single-poin t methO' 

descrip

Slope method of r 

scriptic

South Boston, Va. 

Dan River at: 

description 

discharge 

discharge 

gage heights 

horsepower 

rating table 

South Branch

Rivei

South Branch {. 

doah

South Buffalo Ci 

Greensboro, - 

discharge 

South River at 

Basic City, Va.: 

description 

dischargi 

dischargi 

gage heights 

rating table 

Springfield, W. Va.

South Branch Potomac River near: 

description.........................

discharge...........................

discharge, monthly.................

gage heights........................

rating table.........................

Staunton, Va.

Lewis Creek near:

description.........................

discha rge...........................

discharge, monthly.................

gage heights........................

rating tables........................

Stewart, J. E., work of.....................

Stream flow, methods of measuring and 

computing...... ... ........... ..... ..

papers on, list of........................

Surface water supply, papers on, list of....

T at 

Va.:

, monthly. ................

hts.. ......................

 or. ........................

)le.................. .......

=r (North Branch! near 

, monthly. ................

hts ........................

bio.........................

>r (South Branch) near 

Va.:

, monthly. ................

hts........................

ble.........................

lod of measuring discharge, 

iption of. ..................

measuring discharge, detion of .....................

a. 

>n .........................

, monthlv. ................

hts. .......................

 er. ........................

ble.........................

Potomac. Sec Potomae 

- (South Branch). 

3henandoah. See ShenanRiver (South Branch), 

 eek near 

N. C.:

a.:

hts........................

tile.........................

Page.

li() 

00 

t.l 

00-01 

02 

til

72 

73 

72 

72

ti2 

(12 

03 

62-63

63

12

7-8

87 

87 

88 

87 

88 

87

S8-S9

03-04 

04 

05 

04 

04

Susquehanna River at 

Binghamton, N. V.:

Danville, Pa.:

Harrisburg, Pa.:

discharge

McCall Ferry, Pa.:

Wilkesbarre, Pa.:

Susquehanna River (West Branch* at 

Williamsport, Pa.:

Susquehanna River basin:

T.

A'

Pa-o.

17 

19

1 0

19

i rt

21

21

 ) >

 >'>

23

°4

20

20

31

33

32

33

.. l.i-17

06

05-06

06

1

Velocity methods of measuring discharge, 

description of.............. ....

Vertical integration method of measuring 

discharge, description of........

Water supply, surface, papers on, list of... 

Weir method of measuring discharge, description of.......... ..........

West Branch Susquehanna. See Susquehanna River (West Branch). 

Westernport, Md. 

Georges Creek at:

desc ription.........................

discharge...................... ....

discharge, monthly............ ....

gage heights........... ............

rating tables.....................

2-3

S-9
lUO INDEX.

Wilkesbarre, Pa. Page. Woodstock, Md. 

Susquehanna River at: Patapsco River at: 

description 10-20 doserintion .---._- . .

Williamsport, Pa. 

Susqnchanna River (West Branch) at:

Wills Creek at 

Cumberland, Md.: 

description ........................ :>7

discharge ........................... 57

discharge, monthly ................. 5S

gage, heights 57

Tftting table. . ....................... 58

gage heights ................

horsepower . ................

rating table. . ...............

Y.

Tad kin River at 

North Wilkesboro, N. C.: 

description .................

discharge ..................

discharge ,' monthly .........

gage heights ................

rating table .................

Salisbury, N. C.:

Yadkin (Pedee) River basin: 

description .................

Page. 

....... 4r>

...... 4(>

....... 45

...... 4(i

....... 45

(L'

ill1

....... 93

. .... 92

93

....... dO-91

....... 91

91

92 

....... S9-90
CLASSIFICATION OF THK PUBLICATIONS OF THE UNITED STATES GEOLOGICAL

SURVEY.

[Water-Supply Paper No. 203.]

The publications of the United States Geological Survey consist of (1) Animal 

He port*, (2) Monographs, (?>) Professional Papers, (4) Bulletins, (5) Mineral 

Kesoiirces, (0) Water-Supply and Irrigation Papers. (7) Topographic Atlas of 

1'nited States folios and separate sheets thereof, (8) Geologic Atlas of United 

States folios thereof. The elapses numbered 2, 7, and 8 are sold at cost of publication; the others are distributed free. A circular giving complete lists can be had 

on application.

Most of the above publications can be obtained or consulted in the following 

ways:

1. A limited number are delivered to the Director of the Survey, from whom they 

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 witli the Superintendent of Documents, Washington, 

D. C.. from whom they can be had at practically cost.

4. Copies of all Government publications are furnished to the principal public 

libraries in the large cities throughout the United States, where they can be consulted by those interested.

The Professional Papers, Bulletins, and Water-Supply Papers, treat of a variety of 

subjects, and the total number issued is large. They have therefore beeu classified 

into the following series: A, Economic geology; M. Descriptive geology; C, Systematic geology and paleontology; 1), Petrography and mineralogy; E, Chemistry and 

physics; F, Geography; G, Miscellaneous; M, Forestry; I, Irrigation; J, Water storage; K, Pumping water; L, Quality of water; M. General hydrographic investigations; X, Water power; (>, Underground \\aters; P, Hydrographic progress reports.

.SfiV'x J'. The hydrographic progress reports contain the results of stream measurement^. A 

report i< issued for every calendar year, containing the, result-* of data collected (luring that year. 

These reports were first published us a part of the director's annual report or as a bulletin; they are 

now published as water-supply and irrigation paper*. The following K a list, by years, of the publications containing the progress report*: of stream measurements (* means out of stock). A detailed 

index of these reports (ISMS-1903i is published us Water-Supply Paper Xo. 119.

1S8S. Tenth Annual Report. Part II.*

1889. Eleventh Annual Report, Part II.*

1S90. Twelfth Annual Report. Part II.*

1891. Thirteenth Annual Report. Tart III.*

1892. Fourteenth Animal Report. Part II.*

1893. Bulletin No. 131.*

1894. Bulletin Xo. 131:* Sixteenth Annual Report. Tart IL*

189.\ Bulletin Xo. 110.*

H%. Water-Supply Paper Xo. 11:* Righteenth Annual Report, Part IV.*

1S9T. Water-Supply Papers Xos. 15* and 16;* Nineteenth Annual Report, Part IV.*

I89X. Water-Supply Papers Xos. 27* and 2S;* Twentieth Annual Report. Part IV.*

1.899. Water-SupplyPapersXos. 35,*3(i.*37,*3M,*and39:*Twcnty-Hrst Annual Report. Part IV.*

1900. Water-Supply Papers Xos. 47,48,49, 50,51, and 52; Twenty-second Annual Report. Part TV.

1901. Ka^t of Mississippi River, Writer-Supply Papers Nos. 6.1* and 7.").* 

We*t of Mississippi River, Water-Supply Papers X(»s. 66 and 75.*
II SKKIES LIST.

1902. East of Mississippi River. Water-Supply Papers Nos. S2 and 83. 

West of Mississippi River, Water-Supply Papeis Nos. 84 and 80.

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

West of Mississippi River, Water-Supply Papers Xos. 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,* 109,170, and 171.

West of Mississippi River, Water-Supply Papers Nos. 171, 172,* 173,* 174, 175,* 176,177, and 178. 

1900. East of Mississippi River, Water Supply Papers Nos. 201, 202, 203, 204, 205, 206, and 207.

West of Mississippi River, Water-Supply Papers Nos. 207, 208, 209, 210, 211, 212, 213, and 214.

Correspondence should he addressed to

THE DIRECTOR,

KNIT-ED STATES < GEOLOGICAL SURVEY,

WASHINGTON, 1). G. 

JULY, 1907.