DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

GEORGE OTIS SMITH, DIRECTOR

WATER- SUPPLY PAPER 282

SURFACE WATER SUPPLY OF THE 

UNITED STATES

1910

PART II. SOUTH ATLANTIC COAST AND 

EASTERN GULF OF MEXICO

PREPARED UNDER THE DIRECTION OF M. 0. LEIGHTON

BY 

M. R. HALL AND J. G. MATHEKS

WASHINGTON

GOVERNMENT PRINTING OFFICE 

1912

CONTENTS.

Page.

Introduction.............................................................. 5

Authority for investigations............................................. 5

Scope of investigations.................................................. 6

Publications.......................................................... 7

Definition of terms...................................................... 10

Explanation of data.................................................... 12

Accuracy and reliability of field data and comparative results............. 13

Use of the data....................................................... 15

Cooperative data...................................................... 15

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

Division of work...................................................... 16

Gaging stations maintained in south Atlantic coast and eastern Gulf of Mexico

drainage basins ..................... .................................... 16

South Atlantic States drainage basins ....................................... 20

James River basin .................................................... 20

Description........................................................ 20

James River at Buchanan, Va....................................... 21

James River at Holcomb Rock, Va.................................. 24

James River at Cartersville, Va........-..-....-.....-...-.-...-....- 24

Ronoake River basin ................................................... 27

Description........................................................ 27

Roanoke River at Roanoke, Va...................................... 28

Yadkin or Pedee River basin .......................................... 31

Description............................................ ^........... 31

Yadkin River near Pedee, N. C.................................... 32

Pedee River at Cheraw, S. C....................................... 33

Santee River basin.................................................... 34

Description....................................................... 34

Wateree River near Camden, S. C.................................. 35

Savannah River basin ................................................ 38

Description........................................................ 38

Tugaloo River near Madison, S. C................................... 38

Savannah River at Woodlawn, S. C................................. 40

Tallulah River at Tallulah Falls, Ga................................. 42

.Broad River (of Georgia) near Carlton, Ga............................ 44

Altamaha River basin ................................................. 46

Description........................................................ 46

Ocmulgee River near Jackson, Ga.................................. 47

Ocmulgee River at Macon, Ga....................................... 50

Oconee River near Greensboro, Ga.................................. 52

Oconee River at Fraleys Ferry, near Milledgeville, Ga............. r. 54

Oconee River at Dublin, Ga....................................... 56

3
4 CONTENTS.

Page.

Eastern Gulf of Mexico drainage basins ..................................... 58

Apalachicola River basin .............................................. 58

Description........................................................ 58

Chattahoochee River near Norcross, Ga.............................. 59

Chattahoochee River at West Point, Ga............................. 62

Chattahoochee River at Alaga, Ala................................. " 64

Flint River near Woodbury, Ga.................................... 65

Flint River near Montezuma, Ga.................................... 67

Flint River at Albany, G ......................................... 67

Flint River at Bainbridge, Ga...................................... 70

Ghoctawhatchee River basin ............................................ 72

Description........................................................ 72

Pea River at Pera, Ala............................................. 72

Escambia River basin ................................................. 75

Description........................................................ 75

Conecuh River at Beck, Ala....................................... 75

Mobile River basin ................................................... 77

Description........................................................ 77

Oostanaula River at Resaca, Ga.................................... 79

Coosa River at Riverside, Ala....................................... 81

Alabama River at Selma, Ala....................................... 83

Etowah River near Ball Ground, Ga................................ 85

Etowah River near Rome, Ga....................................... 88

Amicalola Creek near Potts Mountain, Ga........................... 90

Tallapoosa River at Sturdevant, Ala................................ 90

Tombigbee River at Columbus, Miss................................. 93

Tombigbee River at Epes, Ala...................................... 95

Black Warrior River near Cordova, Ala.............................. 96

Black Warrior River near Coal, Ala.................................. 98

Village Creek near Mulga, Ala...................................... 99

Camp Branch near Ensley, Ala..................................... 100

Pearl River basin....................................................... 101

Description........................................................ 101

Pearl River at Jackson, Miss........................................ 101

Summaries of discharge per square mile...................................... 103

Index.................................................................... 105

ILLUSTRATIONS.

Page. 

PLATE I. Typical gaging stations: A, For bridge measurement; B, For wading

measurement................................................... 12

II. Small Price current meters........................................ 12

III. Discharge, area, and mean velocity curves for Pea River at Pera, Ala.. 72
SURFACE WATER SUPPLY OF THE SOUTH ATLANTIC 

COAST AND EASTERN GULF OF MEXICO, 1910.

By M. R. HALL and J. G. MATHERS.

INTRODUCTION.

AUTHORITY FOR INVESTIGATIONS.

This volume contains results of measurements qf the flow of certain 

streams in the United States. The work was performed by the waterresources branch of the United States Geological Survey, either 

independently or in cooperation with private or State organizations. 

The organic law of the Geological Survey (20 Stat. L., p. 394) contains the following paragraph:

Provided, That this officer [the Director] shall have the direction of the geological 

survey and the classification of public lands and examination of the geological 

structure, mineral resources, and products of the national domain.

As water is the most abundant and most valuable of the minerals, 

the investigation of water resources is authorized under the provision 

for examining mineral resources. The work has been supported 

since the fiscal year ending June 30, 1895, by appropriations in successive sundry civil bills passed by Congress under the following item:

For gaging the streams and determining the water supply of the United States, and 

for the investigation of underground currents and artesian wells, and for the preparation of reports upon the best methods of utilizing the water resources.

The various appropriations that have been made for this purpose 

are as follows:

Annual appropriations for the fiscal year ending June 30 

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

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

1897 to 1900, inclusive............................................... 50,000

1901 to 1902,inclusive............................................... 100,000

1903 to 1906,inclusive............................................... 200,000

1907............................................................... 150,000

1908 to 1910, inclusive............................................. 100,000

1911............................................................... 150,000

5
6 SUEFACE WATEE SUPPLY, 1910, PART II. 

SCOPE OF INVESTIGATIONS.

These investigations are not complete nor are they inclusive of all 

the streams that might purposefully be studied. The scope of the 

work is limited by the appropriations available. The field covered is 

the widest and the character of the work is believed to be the best 

possible under the controlling conditions. The work would undoubtedly have greater scientific importance and ultimately be of 

more practical value if the money now expended for wide areas were 

concentrated on a few small drainage basins; but such a course is 

impossible, because general appropriations made by Congress are 

applicable to all parts of the country. Each part demands its proportionate share of the benefits.

It is essential that records of stream flow shall be kept during a 

period of years long enough to determine within reasonable limits the 

entire range of flow from the absolute maximum to the absolute 

minimum. The length of such a period manifestly differs for different 

streams. Experience has shown that the records for some streams 

should cover five to ten years, and those for other streams 20 years or 

even more, the limit being determined by the relative importance of 

the stream and the interdependence of the results with other longtime records on adjacent streams.

In the performance of this work an effort is made to reach the highest degree of precision possible with a rational expenditure of time 

and a judicious expenditure of a small amount of money. In all 

engineering work there is a point beyond which refinement is needless 

and wasteful, and this statement applies with especial force to streamflow measurements. It is confidently believed that the stream-flow 

data presented in the publications of the Survey are in general sufficiently accurate for all practical purposes. Many of the records are, 

however, of insufficient length, owing to the unforeseen reduction of 

appropriations and consequent abandonment of stations. All persons are cautioned to exercise the greatest care in using such incomplete records.

Records have been obtained at nearly 2,000 different points in the 

United States. The surface water supply of small areas in Seward 

Peninsula and the Yukon-Tanana region, Alaska, and in Hawaii 

has also been investigated. During 1910 regular gaging stations were 

maintained by the Survey and cooperating organizations at about 

1,100 pouits in the United States, and many discharge measurements 

were made at other points. Data were also obtained in regard to precipitation, evaporation, storage reservoirs, river profiles, and water 

power in many sections of the country and will be made available in 

the regular surface water supply papers and in special papers from 

time to time.
INTRODUCTION.

PUBLICATIONS.

The data on stream flow collected by the United States Geological 

Survey have appeared in the annual reports, bulletins, and watersupply papers. Owing to natural processes of evolution and to 

changes in governmental requirements, the character of the work and 

the territory covered by these different publications have varied 

greatly. For the purpose of uniformity in the presentation of 

reports a general plan has been agreed upon by the United States 

Reclamation Service, the United States Forest Service, the United 

States Weather Bureau, and the United States Geological Survey, 

according to which the area of the United States has been divided 

into 12 parts, whose boundaries coincide with certain natural drainage 

lines. The areas so described are indicated by the following list of 

papers on surface water supply for 1910. The dividing line between 

the north Atlantic and south Atlantic drainage areas lies between 

York and James rivers.

Papers on surface water supply of the United States, 1910.

Part.

I

II

111

IV

V

No.

281

282

283

284

285

Title.

North Atlantic coast.

South Atlantic coast and eastern Gulf

of Mexico.

Ohio River basin.

St. Lawrence River basin.

Upper Mississippi River and Hudson

Bay basins.

Part.

VI

VII

VIII

IX

X

XI

XII

No.

286

287

288

289

290

291

292

Title.

Missouri River basin.

Lower Mississippi River basin.

Western Gulf of Mexico.

Colorado River basin.

Great Basin.

California.

North Pacific coast.

The following table gives the character of data regarding stream 

flow at regular stations to be found in the various publications of the 

United States Geological Survey, exclusive of special papers:
SUEFACE WATER SUPPLY, 1910, PART II.

Stream-flow data in reports of the United States Geological Survey. 

[A=Annual Report; B=BulletIn; WS=Water-Supply Paper.]

Report.

10th A, pt.2. ..........

llth A, pt.2.. .........

12th A, pt.2. ..........

13th A, pt. 3. ..........

14th A, pt.2. ..........

B131. .................

16th A, pt.2...........

B140... ...............

WS 11... ......... . .

18th A, pt. 4........ .

WS15.............. ..

WS 16....... ....... ..

19th A, pt. 4. ...... .

WS 27.. ............ ..

WS 28... ........

20th A, pt. 4. ..........

WS 35 to 39. ...........

21st A, pt. 4......... ..

WS 47 to 52...... ......

22d A, pt. 4. ...........

WS65,66..............

WS 75... ..............

WS 82 to 85. ...........

WS 97 to 100...........

WS 124 to 135..........

WS 165 to 178... .......

WS 201 to 214..........

WS 241 to 252..........

WS 261 to 272..........

WS 281 to 292..........

Character of data.

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

Descriptions, measurements, gage heights, ratings, and 

monthly discharge (also many data covering earlier years).

Descriptions, measurements, ratings, and monthly discharge 

(also similar data for some earlier years). 

Descriptions, measurements, and gage heights, eastern United 

States, eastern Mississippi River, and Missouri River above 

junction with Kansas. 

Descriptions, measurements, and gage heights, western Mississippi River below junction of Missouri and Platte, and western United States. 

Descriptions, measurements", ratings, and monthly discharge 

(also some long-time records). 

Measurements, ratings, and gage heights, eastern United 

States, eastern Mississippi River, and Missouri River. 

Measurements, ratings, and gage heights, Arkansas River and 

western United States.

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

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

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

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

Year.

1884 to Sept., 

1890. 

1884 to June 30, 

1891. 

1884 to Dec. 31, 

1892. 

1888 to Dec. 31, 

1893. 

1893 and 1894.

1895.

1896. 

1895 and 1896.

1897. 

1897.

1897. 

1898. 

1896.

1898. 

1.899. 

1899. 

1900. 

1900. 

1901. 

1901. 

1902. 

1903. 

1904. 

1905. 

1906. 

1907-8. 

1909.

NOTE. No data regarding stream flow are given in the 15th and 17th annual reports.

The records at most of the stations discussed in these reports 

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

records prior to 1904 has been published in Water-Supply Paper 119.

The first table which follows gives, by years and drainage basins, 

the numbers of the papers on surface water supply published from 

P899 to 1909. Wherever the data for a drainage basin appear hi two 

papers the number of one is placed in parentheses and the portion of 

the basin covered by that paper is indicated in the second table. 

For example, in 1904 the data for Missouri River were published in 

Water-Supply Papers 130 and 131, and the portion of the records 

contained in Water-Supply Paper 131, as indicated by the second 

table, is that relating to Platte and Kansas rivers.
INTEODUCTION. 9

Numbers of water-supply papers containing results of stream measurements, 1899-1910.

Atlantic coast and 

eastern Gulf of Mexico:

New England

Hudson River to 

Delaware River,

Susquehanna 

River to York 

River, inclusive 

James River to 

Yadkin River,

Santee River to 

Pearl River, inSt. Lawrence River...

Mississippi River: 

Ohio River.......

Upper Mississippi

Missouri River.... 

Lower Mississippi

Western Gulf of MexPacific coast and 

Great Basin:

Colorado River...

South Pacific 

coast to Klamatli River, inNorth Pacific

18991

35

35

35 

(35),36

36

36

36

} 36

(36),37

} »

37

(37),38 

38,(39)

/OQ\ OQ

38

19002

47

A.1 (AK\

48 

48

48

49

48,(49)

49

49,(50) 

50

50

50 

51

51

51

1901

65,75

65,75

65,75 

65,75

65,75

65,75 

66,75

65,75

65,75

66,75

/ (65), 

\ 66, 75

66,75

66,75 

66,75

66,75

66,75

1902

82

82

82 

(82),83

83

(82),83 

85

83

83

84 

}(83),84

84

85 

85

QC

85

1903

97

97

97 

(97) 98

98

97 

100

98

98, (99)

99 

(98),99

99

100 

100

100

100

1904

124

125

126 

126

127

129 

130

128

i

!28, 

CIQfll

130, 

(131) 

K128), 

\ 131

132

/ 133, 

1(134) 

/ 133,

t(134)

135

1905

165

166

167 

167

168

170 

171

169

} 171

] 172

(169), 

173

174

175, 

(177) 

176,

(177) 

177

/(177)

\178

1906

201

202

203 

203

204

206 

207

205

207

208

(205), 

209

210

211, 

(213) 

212,

(/id) 

213

j- 214

1907-8

241

241

241 

242

242

244 

245

243

245

246 

} 247

248

249, 

(251) 

250,

(251)

251

252

1909

261

261

261 

262

262

264 

265

263

265

266 

267

268

269, 

(271) 

270,

(271)

271

272

1910

281

281

281 

282

282

284 

285

283

283

286 

287

288

} 289 

} 290

291

292

1 Rating tables and index to Water-Supply Papers 35-39 contained in Water-Supply Paper 39.

2 Rating tables and index to Water-Supply Papers 47-52 and data on precipitation, wells, and irrigation 

in California and Utah contained in Water-Supply Paper 52.

Numbers of water-supply papers containing data covering portions of drainage basins.

No.

35 

36 

37 

38 

39 

48 

49 

50

65 

82

83 

97 

98 

99 

128 

130 

131

134 

169

177

205 

213

251 

271

River basin.

Ohio.............................

Tributaries included.

Gallatin. 

Green, Gunnison, Grand above junction with Gunnison. 

Except Kings and Kern. 

Mohave. 

Wissahickon and Schuylkill. 

Scioto. 

Loup and Platte near Columbus, Nebr. All tributaries below 

junction with Platte. 

Yazoo.

JLake Ontario, tributaries to St. Lawrence River proper. 

Yazoo.

Do.

Tributaries from the west. 

Yazoo. 

Tributaries from the west. 

Platte, Kans. 

Data near Yuma. Ariz., repeated. 

Susan, Owens, Mohave. 

Yazoo. 

Below junction with Gila. 

Susan repeated, Owens, Mohave. 

Rogue, Umpqua, Siletz. 

Yazoo, Homochitto. 

Data at Hardyville repeated; at Yuma, Salton Sea. 

Owens, Mohave. 

Yuma and Salton Sea stations repeated. 

Owens River Basin.
10 SUEPACE WATER SUPPLY, 1910, PART II.

The order of treatment of stations in any basin in these papers is 

downstream. The main stem of any river is determined by measuring 

or estimating the drainage area; that is, the headwater stream having 

the largest drainage area is considered the continuation of the main 

stream and local changes in name and lake surface are disregarded. 

Records for all stations from the source to the mouth of the main 

stem of the river are presented first, and records for the tributaries in 

regular order from source to mouth follow, all records in each tributary 

basin being given before those of the next basin below.

The exceptions to this rule occur in the records for Mississippi 

River, which are given in four parts, as indicated above, and in the 

records for large lakes, where it is simpler to take up the streams in 

regular order around the rim of the lake than to cross back and forth 

over the lake surface.

DEFINITION OF TERMS.

The volume of water flowing in a stream the "run-off" or 

"discharge" is expressed in various terms, each of which has become 

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

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

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

water, as run-off in depth in inches and acre-feet. The units used in 

this series of reports are second-feet, second-feet per square mile, and 

run-off in inches and acre-feet. They may be defined as follows:

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

the rate of discharge of water flowing in a stream 1 foot wide, 1 foot 

deep, at a rate of 1 foot per second. It is generally used as a fundamental unit from which others are computed by the use of the factors 

given in the following table of equivalents.

"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.

The following is a list of convenient equivalents for use in hydraulic 

computations:
INTRODUCTION. 11

1 second-foot equals 40 California miner's inches (law of Mar. 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 secodd-foot for one 30-day month covers 1 square mile 1.116 inches deep. 

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

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

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

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

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

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

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

100 California miner's inches equals 96 Colorado miner's inches. 

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

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

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

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

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

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

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

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

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

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

1 acre-foot equals 325,850 gallons.

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

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

1 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 kilogram-meters per second. 

1 horsepower equals 746 watts. 

1 horsepower equals 1 second-foot falling 8.80 feet. 

1J horsepower equals about 1 kilowatt.

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

water wheel realizing 80 per cent of theoretical power.
12 SURFACE WATER SUPPLY, 1910, PART II. 

EXPLANATION OF DATA.

For each drainage basin there is given a brief general description, 

covering such items as area, source, tributaries, topography, geology, 

forestation, rainfall, irrigation, storage, power, and other interesting 

or important facts.

For each regular current-meter gaging station the following data, 

so far as available, are given: Description of station, list of discharge 

measurements, table of daily gage heights, table of daily discharges, 

table of monthly and yearly discharges, and run-off. For stations 

located at weirs or dams the gage-height table is omitted. .

In addition to statements regarding the location and installation 

of current-meter stations the descriptions give information in regard 

to any conditions which may affect the constancy of the relation of 

gage height to discharge, covering such points as ice, logging, shifting channels, and backwater; also information regarding diversions 

which decrease the total flow at the measuring section. Statements 

are also made regarding the accuracy and reliability of the data.

The discharge-measurement table gives the results of the discharge 

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

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

discharge in second-feet.

The table of daily gage heights records the daily fluctuations of 

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

taken each day. At most stations the gage is read in the morning 

and in the evening. The gage height given in the table represents 

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

All gage heights affected by the presence of ice in the streams or by 

backwater from obstructions are published as recorded, with suitable 

footnotes. The rating table is not applicable for such periods unless 

the proper corrections to the gage heights are known and applied. 

Attention is called to the fact that the zero of the gage is placed at 

an arbitrary datum and has no relation to zero flow or the bottom of 

the river. In general the zero is located somewhat below the lowest 

known flow, so that negative readings shall not occur.

The discharge measurements and gage heights are the base data 

from which rating tables, daily discharge tables, and monthly discharge tables are computed.

The rating table gives, either directly or by interpolation, the discharge in second-feet corresponding to every stage of the river 

recorded during the period for which it is applicable. It is not published in this report but can be determined from the daily gage 

heights and daily discharges for the purpose of verifying the published 

results as follows:

First plot the discharge measurements for the current and earlier 

years on cross-section paper with gage heights in feet as ordinates
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 282 PLATE I

A. FOR BRIDGE MEASUREMENT.

B. FOR WADING MEASUREMENT. 

TYPICAL GAGING STATIONS.

U. S. GEOLOGICAL SURVEY

SMALL PRICE CURRENT METERS

INTRODUCTION. 13

and discharge in second-feet as abscissas. Then tabulate a number 

of gage heights taken from the daily gage-height table for the complete range of stage given and the corresponding discharges for the 

days selected from the daily discharge table and plot the values on 

cross-section paper. The last points plotted will define the rating 

curve used and will lie among the plotted discharge measurements. 

After drawing the rating curve a table can be developed by scaling off 

the discharge in second-feet for each tenth foot of gage height. 

These values should be so adjusted that the first differences shall 

always be increasing or constant, except for known backwater conditions.

The table of daily discharges gives the discharges in second-feet 

corresponding to the observed gage heights as determined from the 

rating tables.

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

gives the mean flow, as determined from the rating table, for the day 

when the mean gage height was highest. As the gage height is the 

mean for the day it does not indicate correctly the stage when the 

water surface was at crest height, and the corresponding discharge 

was consequently larger than given in the maximum 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 in cubic feet for each second 

during the month. On this the computations for the remaining 

columns, which are defined on page 10, are based.

The field methods used in the collection of the data presented in 

this series of reports are described in the introductory sections of 

Water-Supply Papers 261 to 272, inclusive, "Surface water supply 

of the United States, 1909." Plate I shows typical gaging stations. 

Plate II shows the various types of current meters 1 used in the work. 

A sample rating curve is shown on Plate III (p. 72).

ACCURACY AND RELIABILITY OF FIELD DATA AND COMPARATIVE

RESULTS.

The accuracy of stream-flow data depends primarily on the natural 

conditions at the gaging station and on the methods and care with 

which the data are collected. Errors of the first group depend on the 

degree of permanency of channel and of permanency of the relation 

of discharge to stage.

Errors of the second class are due, first, to errors in observation 

of stage; second, to errors in measurement of flow; and third, to errors 

due to misinterpretation of stage and flow data.

Practically all discharge measurements made under fair conditions 

are well within 5 per cent of the true discharge at the time of observa1 See Hoyt, J. C., and others, Use and care of the current meter as practiced by the United States 

Geological Survey: Trans. Am. Soc. Civil Eng., vol. 66,1910, p. 70.
14 SUBFACE WATEE SUPPLY, 1910, PAET II.

tion. Inasmuch as the errors of meter measurements are largely compensating, the mean rating curve when well defined is much more 

accurate than the individual measurements. Numerous experiments 

made to test the accuracy of current-meter work show that it compares very favorably with the results from standard weirs and, owing 

to simplicity of methods, usually gives results that are much more 

reliable than those from stations at dams, where the coefficient may 

be uncertain and conditions of flow are complicated.

The work is, of course, dependent on the reliability of the gage 

observers. With relatively few exceptions, the observers perform 

their work honestly. The records are, however, closely watched, 

and the cause of any discrepancy is investigated. It is obvious that 

one gage reading a day does not always give the mean height for 

that day. As an almost invariable rule, however, errors from this 

source are compensating and virtually negligible in a period of one 

month, although a single day's reading may, when taken by itself, be 

considerably in error.

An effort is made to visit every station at least once each year for 

the purpose of making a measurement to determine the constancy of 

conditions of flow since the last measurement made in the preceding 

year, and also to check the elevation of the gage. On account of 

lack of funds or for other causes some stations were not visited during the current year. If conditions of flow have been reasonably 

permanent up to the time of the last preceding measurement, it is 

considered best to publish estimates of discharge based on the latest 

verified rating curve rather than to omit them altogether, although 

it should be distinctly understood that such records are at times 

subject to considerable error. This is also true, although to a less 

degree, of the period of records since the date of the last measurement 

of the current year. As a rule, the accuracy notes are based on the 

assumption that the rating curve used is strictly applicable to the 

current year.

In order to give engineers and others information regarding the 

probable accuracy of the computed results, footnotes are added to 

the daily discharge tables, stating the probable accuracy of the rating 

tables used, and an accuracy column is inserted in the monthly discharge table. For the rating tables "well defined" indicates, in general, that the rating is probably accurate within 5 per cent; "fairly 

well defined," within 10 per cent; "poorly defined" or "approximate," within 15 to 25 per cent. These notes are very general and 

are based on the platting of the individual measurements with reference to the mean rating curve.

The accuracy column in the monthly discharge table does not apply 

to the maximum or minimum nor to any individual day, but to the 

monthly mean. It is based on the accuracy of the rating, the prob-
INTRODUCTION. 15

able reliability of the observer, and knowledge of local conditions. 

In this column A indicates that the mean monthly flow is probably 

accurate within 5 per cent; B, within 10 per cent; C, within 15 per 

cent; D; within 25 per cent. Special conditions are covered by 

footnotes.

USE OF THE DATA.

In general the base data which are collected in the field by the 

Survey engineers are published, not only to comply with the law but 

also for the express purpose of giving to any engineer the opportunity of 

examining the computed results and of changing and adjusting them 

as may seem best to him. Although it is believed that the rating tables 

and computed monthly discharges are as good as the base data up to 

and including the current year will warrant, it should always be borne 

in mind that the additional data collected at each station from year to 

year nearly always throw new light on data already collected and 

published, and hence allow more or less improvement in the computed 

results of earlier years. It is therefore expected that the engineer 

who makes serious use of the figures presented in these papers will 

verify all ratings and make such adjustments for earlier years as may 

seem necessary. The work of compiling, studying, revising, and 

republishing data for different drainage basins for 5 or 10 year periods 

or more is carried on by the United States Geological Survey so far 

as the funds for such work are available.

The estimates in the table of monthly discharge are so arranged as 

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.

The daily discharges are published to allow a more detailed study 

of the variation in flow and to determine the periods of deficient 

flow.

COOPERATIVE DATA.

Cooperative data of various kinds and data regarding the run-off 

at many stations maintained wholly by private funds are incorporated in the surface water supply reports of the United States Geological Survey.

Many stations throughout the country are maintained for specific 

purposes by private parties who supply the records gratuitously to 

the United States Geological Survey for publication. When such 

records are furnished by responsible parties and appear to be reasonably accurate, they are verified, so far as possible, and estimated 

values of accuracy are given. Records clearly worthless or misleading are not published. As it is, however, impossible to completely 

verify all such records furnished because of lack of funds or for 

other causes they are published for what they are worth, as they
16 SURFACE WATER SUPPLY, 1910, PART H.

are of value as a matter of record and afford at least approximate 

information regarding stream flow at the particular localities. The 

Survey does not, however, assume any responsibility for inaccuracies 

found in such records, although most of them are believed to be 

reasonably good.

COOPERATION AND ACKNOWLEDGMENTS.

Special acknowledgments are due for assistance rendered or records 

furnished by the United States Engineer Corps, United States Weather 

Bureau, North Georgia Electric Co., Central Georgia Power Co., Geological Survey of Alabama, Wilson Aluminum Co., Koanoke Kailway 

& Electric Co., Kockingham Power Co., and Tennessee Coal, Iron & 

Railroad Co.

DIVISION OF WORK.

The field data in the James and Roanoke drainage basins were 

collected under the direction of R. H. Bolster, assistant engineer, 

assisted by G. C. Stevens.

The field data for all drainage basins south of Roanoke River were 

collected by M. R. Hall, district engineer, assisted by E. H. Swett 

and F. P. Thomas.

The ratings, special estimates, and studies of the completed data 

were made by M. R. Hall and J. G. Mathers. The computations 

were made and the completed data prepared for publication by 

G. C. Stevens, J. G. Mathers, H. J. Dean, and A. H. Tuttle.

The entire report was edited by Mrs. B. D. Wood.

GAGING STATIONS MAINTAINED IN SOUTH ATLANTIC 

COAST AND EASTERN GULF OF MEXICO DRAINAGE

BASINS.

The following list comprises the gaging stations regularly maintained in south Atlantic coast and eastern Gulf of Mexico drainage 

basins by the United States Geological Survey and cooperative 

parties. Data for these stations have appeared in the published 

reports as shown in tables on pages 7-9. The stations are arranged 

by river basins and appear in downstream order, tributaries of main 

streams being indicated by indention. (See p. 10.)

South Atlantic coast drainage basins: 

James River basin:

Jackson River at Covington, Va., 1907-8. 

James River at Buchanan, Va., 1895-1910. 

James River at Holcomb Rock, Va., 1900-1910. 

James River at Cartersville, Va., 1899-1910.

Cowpasture River near Clifton Forge, Va., 1907-8. 

North Fork of James River near Glasgow, Va., 1895-1905. 

Appomattox River at Mattoax, Va., 1900-1905.
GAGING STATIONS. 17

South Atlantic coast drainage basins Continued. 

Roanoke River basin:

Roanoke River at Roanoke, Va., 1896-1910. 

Roanoke River at Randolph, Va., 1900-1906. 

Roanoke River above the Dan at Clarksville, Va., 1895-1898. 

Roanoke River at Neal, N. C., 1896-1903. 

Tinker Creek at Roanoke, Va., 1907-8. 

Back Creek near Roanoke, Va., 1907-8. 

Dan River at Madison, N. C., 1903-1908. 

Dan River at South Boston, Va., 1900-1907. 

Dan River at Clarksville, Va., 1895-1898.

Banister River at Houston, Va., 1904-5. 

Tar River basin:

Tar River near Tarboro, N. C., 1896-1900. 

Neuse River basin:

Neuse River near Selma, N. C., 1896-1900. 

Cape Fear River basin:

Haw River near Moncure, N. C., 1898-99. 

Cape Fear River near Fayetteville, N. C., 1889-1903. 

Deep Creek near Cumnock, N. C., 1900-1902. 

Deep Creek near Moncure, N. C., 1898-99. 

Rockfish Creek near Brunt, N. C., 1902-3. 

Yadkin River basin: "*?

Yadkin River at North Wilkesboro, N. C., 1903-1909. 

Yadkin River near Siloam, N. C., 1900-1901. 

Yadkin River near Salisbury, N. C., 1895-1909. 

Yadkin River near Norwood, N. C., 1896-1899. 

Yadkin River near Pedee, N. C., 1906-1910. 

Pedee River at Cheraw, S. C., 1909-10. 

Santee River basin:

Catawba River at Old Fort, N. C., 1907. 

Catawba River near Morganton, N. C., 1900-1909. 

Catawba River near Catawba, N. C., 1896-1905. 

Catawba River near Rockhill, S. C., 1895-1903. 

Wateree River near Camden, S. C., 1904-1910. 

Mill Creek at Old Fort, N. C., 1907. 

Linville River at Fonta Flora, N. C., 1907-8. 

Linville River near Bridgewater, N. C., 1900. 

Johns River at Collettsville, N. C., 1907. 

Johns River near Morganton, N. C., 1900-1901. 

Congaree River basin:

Broad River (of the Carolinas) at Uree, N. C., 1907-1909. 

Broad River (of the Carolinas) at Dellinger, S. C., 1900-1901. 

Broad River (of the Carolinas) near Gaffney, S. C., 1896-1899. 

Broad River (of the Carolinas) at Alston, S. C., 1896-1907. 

Green River near Saluda, N. C., 1907-1909. 

Second Broad River near Logan's store, N. C., 1907-8. 

Saluda River near Waterloo, S. C., 1896-1905. 

Saluda River near Ninety Six, S. C., 1905. 

Savannah River basin:

Chattooga River near Clayton, Ga., 1907-8. 

Tugaloo River near Toccoa, Ga., 1907-8. 

Tugaloo River near Madison, S. C., 1898-1910. 

14051° WSP 282 12 2
18 SUKFACE WATEK SUPPLY, 1910, PAET II.

South Atlantic coast drainage basins Continued. 

Savannah River basin Continued.

Savannah River near Calhoun Falls, S. C., 1896-1903. 

Savannah River at Woodlawn, S. C., 1905-1910. 

Savannah River at Augusta, Ga., 1899-1906. 

Stekoa Creek near Clayton, Ga., 1907-8. 

Tallulah River at Tallulah Falls, Ga., 1900-1910. 

Chauga River near Madison, S. C., 1907. 

Seneca River near Clemson College, S. C., 1903-1905. 

Broad River (of Georgia) near Carlton, Ga., 1897-1910. 

Ogeechee River basin: 

, Ogeechee River near Millen, Ga., 1903.

Williamson's Swamp Creek near Davisboro, Ga., 1903-4. 

Cannoochee River near Groveland, Ga., 1903-1907. 

Altamaha River basin:

South River near Lithonia, Ga., 1903-4.

Ocmulgee River near Jackson, Ga., 1906-1910. 

Ocmulgee River near Flovilla, Ga., 1901-1905. 

Ocmulgee River at Macon. Ga., 1893-1910. 

Yellow River-at Almon, Ga., 1897-1901. 

Alcovy River near Covington, Ga., 1901-1904. 

Alcovy River near Stewart, Ga., 1905-6. 

Towaliga River near Juliette, Ga., 1899-1901. 

Oconee River at Barnett Shoals, near Watkinsville, Ga., 1901-2. 

Oconee River near Greensboro, Ga., 1903-1910. 

Oconee River at Carey, Ga., 1896-1898.

Oconee River at Fraleys Ferry, near Milledgeville, Ga., 1905-1910. 

Oconee River at Milledgeville, Ga., 1893-1905. 

Oconee River at Dublin, Ga., 1897-1910.

Middle Oconee River near Athens, Ga., 1901-2. 

Apalachee River near Buckhead, Ga., 1901-1908. 

Ohoopee River near Reidsville, Ga., 1903-1907. 

St. John River basin:

Silver Springs River near Silver Springs, Fla., 1906. 

Eastern Gulf of Mexico drainage basins: 

Suwanee River basin:

Suwanee River near White Springs, Fla., 1906-1908. 

Apalachicola River basin:

Chattahoochee River near Aerial, Ga., 1907-1909. 

Chattahoochee River near Leaf, Ga., 1907. 

Chattahoochee River near Gainesville, Ga., 1901-1903. 

Chattahoochee River near Buford, Ga., 1901. 

Chattahoochee River near Norcross, Ga., 1902-1910. 

Chattahoochee River near Oakdale, Ga., 1895-1904. 

Chattahoochee River at West Point, Ga., 1896-1910. 

Chattahoochee River at Alaga, Ala., 1908-1910. 

Soque River near Demorest, Ga., 1904-1909. 

Sweetwater Creek near Austell, Ga., 1904-5. 

Flint River near Woodbury, Ga., 1900-1910. 

Flint River near Mussela, Ga., 1907. 

Flint River near Montezuma, Ga., 1905-1910. 

Flint River at Albany, Ga., 1902-1910.
GAGING STATIONS. 19

Eastern Gulf of Mexico drainage basins Continued. 

Apalachicola River basin Continued. 

Chattahoochee River Continued.

Flint River at Bainbridge, Ga., 1908-1910.

Kinchafoonee Creek near Leesburg, Ga., 1905-1909. 

Kinchafoonee Creek near Albany, Ga., 1903. 

Muckalee Creek near Albany, Ga., 1903. 

Ichawaynochaway Creek at Milford, Ga., 1905-1907. 

Choctawhatchee River basin:

Choctawhatchee River near Newton, Ala., 1906-1908. 

Choctawhatchee River near Geneva, Ala., 1904. 

Double Bridge Creek at Geneva, Ala., 1904. 

Pea River at Pera, Ala., 1904-1910. 

Pea River at Elba. Ala., 1906. 

Escambia River basin:

Conecuh River at Beck, Ala., 1904-1910. 

Mobile River basin:

Cartecay River near Cartecay, Ga., 1904-5, 1907. 

Coosawattee River at Carters, Ga., 1896-1908. 

Oostanaula River at Resaca, Ga., 1896-1910. 

Coosa River at Rome, Ga., 1897-1903.

Coosa River at Lock No. 4, above Riverside, Ala., 1890-1901. 

Coosa River at Riverside, Ala., 1896-1910. 

Coosa River at Lock No. 5, near Childersburg, Ala., 1892-1897. 

Coosa River near Wetumpka, Ala., 1896-1898. 

Alabama River at Montgomery, Ala., 1899-1903. 

Alabama River at Selma, Ala., 1900-1910. 

Ellijay River at Ellijay, Ga., 1907. 

Conasauga River at Beaverdale, Ga., 1907-8. 

Etowah River near Ball Ground, Ga., 1907-1910. 

Etowah River at Canton, Ga., 1892-1905. 

Etowah River near Rome, Ga., 1904-1910. 

Etowah River at Rome, Ga., 1903.

Amicalola River near Potts Mountain, Ga., 1907-8 and 1910. 

Choccolocco Creek at Jenifer, Ala., 1903-1908. 

Talladega Creek at Nottingham, Ala., 1900-1904. 

Tallapoosa River at Sturdevant, Ala., 1900-1910. 

Tallapoosa River near Susanna, Ala., 1900-1901. 

Tallapoosa River at Milstead, Ala., 1897-1903.

Hillabee Creek near Alexander City, Ala., 1900-1903. 

Big Sandy Creek near Dadeville, Ala., 1900-1901. 

Cahaba River at Centerville, Ala., 1901-1908. 

Tombigbee River at Columbus, Miss., 1900-1910. 

Tombigbee River at Epes, Ala., 1900-1910.

Black Warrior River near Cordova, Ala., 1900-1910. 

Black Warrior River near Coal, Ala., 1908-1910. 

Black Warrior River at Tuscaloosa, Ala., 1889-1905. 

Clear Creek near Elk, Ala., 1904-5.

Locust Fork of Black Warrior River at Palos, Ala., 1901-1905. 

Village Creek near Mulga, Ala., 1909.

Camp Branch near Ensley, Ala., 1908-1910. 

Venison Branch near Mulga, Ala., 1908-9. 

Pearl River basin:

Pearl River at Jackson, Miss., 1901-1910. 

Bogue Chitto at Warnerton, La., 1906.
20 SURFACE WATER SUPPLY, 1910, PART II.

SOUTH ATLANTIC STATES DBAINAGE BASINS.

JAMES RIVER BASIN. 

DESCRIPTION.

The basin of James River, the most important stream in Virginia, 

extends entirely across the southern part of the State from east to 

west. It is bounded on the north by the Potomac and York River 

basins and on the south by the basin of the Roanoke. Its entire 

area comprises approximately 9,700 square miles.

James River proper is formed by the junction of Jackson and 

Cowpasture rivers in the northern part of Botetourt County. Jackson River drains a long, narrow basin bounded on the west by the 

main range of the Allegheny Mountains and on the east by a secondary range of the same system. Still other ranges divide its basin 

into parallel steep-sided valleys.

The basin of Cowpasture River, like that of the Jackson, is long 

and narrow. It lies parallel to and east of the Jackson Basin and 

extends as far east as the Blue Ridge.

From the junction of Jackson and Cowpasture rivers the James 

flows in a general easterly course leading into the lower part of 

Chesapeake Bay. Its length is about 335 miles. The important 

tributaries in descending order are Craig Creek and North, Pedlar, 

Buffalo, Rockfish, Hardware, Slate, Rivanna, Willis, Appomattox, 

and Chickahominy rivers.

Near Clifton Forge and again near Balcony Falls the James flows 

through ridges of the Alleghenies and makes sharp falls over beds of 

solid rock. At other points, as the river cuts through the lesser foothills, are similar though less pronounced falls and rapids. The fall 

line is crossed at Richmond.

The James traverses three distinct topographic provinces the 

Allegheny Mountain region, extending from the western edge of the 

basin to the Blue Ridge; the Piedmont Plateau, extending from the 

Blue Ridge to the fall line; and the Coastal Plain, extending eastward 

from Richmond. In the Allegheny region the surface is much 

broken and slopes are steep; this section contains important deposits of 

limestone, marble, lead ores, and anthracite and bituminous coal. In 

the Piedmont Plateau region the topography is rolling, the uplands are 

rounded, and range in altitude is small; this section contains the 

bituminous coal fields of Goochland, Chesterfield, Powhatan, and 

Prince Edward counties. The characteristic strata of the Coastal 

Plain are horizontal beds of clay and sand abounding in fossil shells; 

the region is generally low and in some parts swampy. Altitude for 

the entire basin ranges from sea level to 4,000 feet on the crest of 

the mountains.
SOUTH ATLANTIC STATES DRAINAGE BASINS. 21

Except on the mountain sides in the upper part of the basin, which 

are forested, the drainage area is largely cleared and under cultivation.

The mean annual rainfall, as shown by the records of the United 

States Weather Bureau, ranges from 40 to 50 inches, being heaviest 

at the mouth of the river and decreasing to 45 inches at Richmond. 

Between this latter point and the upper part of the basin the range 

is between 40 and 45 inches.

The river lies so far south that its flow is affected by ice for only 

short periods, ranging from a few days to two or three weeks.

A study of the Survey's topographic sheets, which cover nearly 

the entire basin, shows that the upper valleys are so narrow and the 

headwaters have so much fall that few sites could be utilized for 

reservoirs of any considerable capacity without building dams of 

great height and length.

A reconnaissance made in .1897 showed 18 dams across James 

River between Clifton Forge and Richmond. Many of these dams 

were built to divert water into the old James & Kanawha Canal, 

which followed the river from Richmond to Buchanan and at one 

time was utilized through that entire distance. This canal has 

now been abandoned, and its right of way is owned by the Chesapeake & Ohio Railway. The use of the dams was abandoned with 

the canal, and although many of them are in good repair they have 

not been improved for power development.

The following publications contain information in regard to the 

surface waters of the James River basin:

Nineteenth Annual Report United States Geological Survey, part 4, pages 162-173; 

full report of the 1897 reconnaissance, including brief descriptions of the various dams 

and the profile of James River.

Hydrography of Virginia, Bulletin Geological Survey of Virginia No. 3, 1906, 

pages 94-162; full report of 1897 reconnaissance, description of dams, and profile of 

river; and all records and discharge data collected in the James River basin prior 

to 1906, revised by engineers of the United States Geological Survey, published by 

the Virginia Board of Agriculture and Immigration, Richmond, Va.

United States Forest Service Circulars Nos. 143 and 144, Relation of southern Appalachian Mountains to the development of inland water navigation and water power.

JAMES EIVEE AT BUCHANAN, VA.

This station, which is located at the highway bridge near the 

Chesapeake & Ohio Railway depot at Buchanan, was established 

August 18, 1895. Previous to July 15, 1906, the observations of 

daily gage height were made by employees of the Geological Survey, 

but since that time the records have been obtained from the Weather 

Bureau.

Purgatory Creek, the nearest tributary, enters one-half mile below 

the bridge. The nearest important tributary is North Branch of 

James River, which enters 20 miles below Buchanan.
22 SURFACE WATER SUPPLY, 1910, PART II.

The ice at this station is of slight extent and usually lasts only 

for short periods.

The datum of the original wire gage, attached to the highway 

bridge, was lowered 2 feet April 3, 1897, to avoid negative readings; 

subsequently the datum of the gage has remained constant. The 

wire gage was replaced by a chain gage November 21, 1903.

The bed of the river under the bridge is composed of rock overlain 

with a heavy deposit of mud. There is a rock control several hundred feet below the station, but the plotting of the discharge measurements indicates changing conditions of flow at the bridge. The 

ratings developed are fairly accurate, however, for the periods which 

they cover.

The following discharge measurement was made by G. C. Stevens:

September 6: Width, 310 feet; area of section, 1,030 square feet; gage height, 2.46 

feet; discharge, 859 second-feet.

Daily gage height, in feet, of James River at Buchanan, Va., for 1910. 

[D. D. Booze, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

2.1

2.3

2.4

2.4

3.1

3.3

4.9

6.2

4.6

3.9

3.7

3.5

3.3

3.3

3.2

3.1

2.9

2.7

2.7

3.9

3.7

8.7

6.4

5.3

4.3

3.8

3.7

3.5

3.3

3.1

3.0

Feb.

3.0

2.9

2.9

3.2

3.8

3.6

3.3

3.0

3.2

3.1

3.0

3.0

2.9

2.8

3.0

3.2

4.3

7.8

7.9

5.6

5.3

49

4.6

4.4

4.2

4.1

3.9

3.8

.......

Mar.

4.9

7.1

6.0

5.3

4.9

4.5

4.3

4.1

4.0

3.8

3.7

3.6

3.4

3.4

3.4

3.3

3.2

3.1

3.1

3.0

3.0

3.0

9 Q

2 Q

2.8

2.8

2.7

2.7

2 7

9 7

2.6

Apr.

2.6

2.6

2.6

9 7

3.1

*3.2

3.0

2.9

2.8

2.7

2.7

2.7

2.9

4.3

3.8

3.6

3

C

d «

5.3

4.9

4.5

4.2

3 0

9. 7

3.6

3.6

3.6

3.8

Q O

3.8

May.

3.6

3.5

3.3

9. 9

9. 1

3.3

2.9

3.0

3.1

9. O

I 0

2.9

2.9

2

0

9 «

2

0

2

0

2

0

2.8

2.7

9 7

2.7

2 7

2 7

9 7

^ 1

3.0

2.9

2

0

9 7

2.6

June.

2.6

2.6

2.5

9 *L

2.5

2.6

2.9

3.1

2.9

2.8

4.3

£7

10.8

15.6

9

0

10.5

14.4

9

9

6.8

6.0

5.3

5.1

4 9

4.3

4.2

4.0

3.7

3.5

3.5

3.4

July.

3.2

3.0

2.9

2.9

2.9

3.2

3.2

3.1

3.0

4.0

3.4

3.2

3.1

3.0

3.0

3.1

5.0

5.6

8.4

5.8

4.6

4.0

1 7

3.5

3.3

3.1

3.0

2.8

2.7

2.6

2.5

Aug.

2.5

2.5

2.5

2.4

2.4

2.3

2.3

2.3

2.3

2.2

2.2

2.2

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.0

2.0

Sept.

2.0

2.0

2.0

2.7

3.0

2.5

2.3

2.3

2.2

2.2

2.1

2.1

2.1

2.0

2.0

2.0

2.0

2.0

2.0

1.9

1.9

1.9

1.9

1.9

1.9

L9

1.9

1.9

1.9

2.0

Oct.

2.0

2.0

1.9

1.9

1.9

1.9

1.9

2.0

2.2

2.3

2.2

2.1

2.1

2.0

2.0

2.0

1.9

1.9

1.9

2.0

2.1

2.1

2.3

2.4

2.3

2.2

2.1

2.1

2.1

2.0

2.0

Nov.

2.0

2.0

2.0

2.0

2.0

2.0

1.9

1.9

1.9

.1.9

1.9

1.9

1.9

1.9

1 Q

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1 Q

1.9

1.9

1 Q

1.9

1.9

1.9

1.9

Dec.

1 9

1 Q

2.0

9 O

9 O

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

1.9

1 Q

1.9

1.9

1.9

2.0

2.0

2.0

2.0

2.0

2.0

2.2

2.5

2.5

2.7

2.9

3.4

3.7
SOUTH ATLANTIC STATES DRAINAGE BASINS. 23 

Daily discharge, in second-feet, of James River at BucJianan, Va.,for 1910.

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.

585

745

835

835

1,610

1,880

4,880

7,970

4,240

2,860

2,500

2,180

1,880

1,880

1,740

1,610

1,360

1,140

1 140

2^860

2,500

15,400

8,500

5,780

3,620

2,680

2,500

2,180

1,880

1,610

1 ' 480

Feb.

1 48(1

1,360

1,360

1,740

2,680

2,340

1,880

1,480

1,740

1,610

1 480

1^480

1,360

1,240

1,480

1,740

3,620

12,500

12,800

6,480

5,780

4,880

4,240

3,820

3,430

3,240

2,860

2,680

Mar.

4 ssn

10,400

7,460

5,780

4,880

4,030

3,620

3,240

3,040

2,680

2,500

2,340

2,030

2,030

2,030

1,880

1,740

1,610

1,610

1,480

1,480

1,480

1 360

1,360

1,240

1,240

1,140

1,140

1,140

1,140

1 

' 030

Apr.

1,030

1,030

1,030

1 140

1,610

1,740

1,480

1,360

1,240

1,140

1,140

1 14/1

1,360

3,620

2,680

2,340

2,680

4,660

5,780

4,880

4,030

3,430

2,860

2,500

2,340

2 34/1

2,340

2,680

2,860

2,680

May.

2 340

2,180

1,880

1 74/1

1,610

1,880

1,360

1 480

1,610

1,480

i 4sn

i <wi

1,360

1,240

1,240

1 240

1*240

l'240

1 240

1 140

1,140

1,140

1 140

l'l40

1 140

1,610

1,480

1,360

1,240

1,140

1 fl^ft

June.

1 030

l'o30

? Q3ft

Q3O

oqn

1,030

1,360

1,610

1,360

1,240

3,620

9,300

23,600

47,000

19,500

99 Wl

40 700

17^600

9,580

7 4fifl

5,780

5,330

4 SSn

3,620

3,430

3,040

2,500

2,180

2,180

2,030

July.

1 740

1 4ftft

1 O£A

1,360 i ^fin

1 740

1,740

1,610

1,480

3,040

2,030

1 740

1,610

1,480

1,480

1,610

5,100

6,480

14,400

6,960

4,240

3,040

2 inn

2,180

1 SSA

1,610

1,480

1,240

1,140

1,030

otn

Aug.

QQf|

oqn

QOf|

835

835

745

745

745

745

660

660

660

585

585

585

585

585

585

585

585

585

585

585

 585

<;as

585

585

585

585

515

515

Sept.

515

515

515

1 140

1*480

930

745

745

660

660

585

585

585

515

515

515

515

515

515

450

450

450

450

450

450

450

450

450

450

515

Oct.

515

515

450

450

450

450

450

515

660

745

660

585

585

515

515

515

450

450

450

515

585

585

745

835

745

660

585

585

585

515

515

Nov.

515

515

515

515

515

450

450

450

450

450

450

450

450

450

450

450

450

450

450

450

450

450

450

450

450

450

450

450

450

Dec.

450

450

515

515

515

515

515

515

515

515

515

515

515

450

450

450

450

450

515

515

515

515

515

515

660

930

930

1,140

1,360

2,030

2,500

NOTE. These discharges were obtained from a rating curve which is well defined below 20,300 second-feet.

Monthly discharge of James River at Buchanan, Va.,for 1910. 

[Drainage area, 2,060 square miles.]

Month.

February. . .............................

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

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

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

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

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

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

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

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

The year ..........................

Discharge in second-feet.

Maximum.

15,400 

12,800 

10,400 

5,780 

2,340 

47,000 

14,400 

930 

1,480 

835 

515 

2,500

47,000

Minimum.

585 

1,240 

1,030 

1,030 

1,030 

930 

930 

515 

450 

450 

450 

450

450

Mean.

3,000 

3,310 

2,680 

2,370 

1,420 

8,240 

2,620 

658 

592 

561 

463 

692

2,200

Per 

square 

mile.

1.46 

1.61 

1.30 

1.15 

.689 

4.00 

1.27 

.319 

.287 

.272 

.225 

.336

1.07

Run-off 

(depth in 

inches on 

drainage 

area).

1.68 

1.68 

1.50 

1.28 

.79 

4.46 

1.46 

.37 

.32 

.31 

.25 

.39

14.49

Accuracy.

A 

A 

A

A 

A 

B 

A 

A 

A 

A 

A 

A
24 SURFACE WATER SUPPLY, 1910, PART II.

JAMES RIVER AT HOLCOMB ROCK, VA.

This station, which is located at the works of the Wilson Aluminum 

Co., at Holcomb Rock, was established in 1899. Since January, 1900, 

two readings daily have been furnished to the United States Geological Survey through the courtesy of George O. Seward, general manager 

of the company.

The gage consists of a copper float inclosed in a stilling box, and 

a vertical rod extending up through the power-house floor. No 

rating curve has been developed for this station.

Daily gage height, in feet, of James River at Holcomb Rock, Va.,for 1910. 

[J. H. Webb, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

1.05

1.2

1.4

1.45

1.75

1.95

2.85

5.45

3.7

2.9

2.3

2.25

2.15

2.0

1.9

1.75

1.8

1.7

1.85

2.1

4.05

8.65

6.45

4.35

3.4

2.95

2.65

2.55

2.45 

2.3

2.3

Feb.

2.05

1.9

1.95

2.25

2.5

2.5

2.35

2.1

2 2

2.1

2.0

2.0

1.6

1.85

1.9

1.95

2.7

9.0

8.95

5.3

4.35

4.2

4.45

4.25

3.55

3.2

2.8

2.95

Mar.

4.8

7.2

5.85

4.9

4.2

3.55

3.35

3.05

2.85

2.65

2.6

2.5

2.35

2.25

2.2

2.2

2.1

2.1

2.1

2.0

2.0

1.9

1.9

1.7

1.75

1.75

1.55

1.75

1.7 

1.7

1.65

Apr.

1.7

1.6

1.45

1.75

1.8

2.0

1.9

1.8

1.8

1.5

1.6

1.6

1.85

2.35

2.4

2.3

3.65

5.75

5.45

4.45

3.8

3.25

2.85

2.65

2.55

2.7

2.8

2.9

2.9 

2.9

May.

2.65

2.5

2.3

2.15

2.05

1.85

1.8

1.65

2.05

1.85

1.8

1.8

1.8

1.8

1.65

1.7

1.7

1.7

1.7

1.7

1.7

1.4

2.95

1.7

1.85

1 9

1.95

1.8

1.6

1.7

1.55

June.

1.55

1.5

1.5

1.5

1.15

1.55

1.6

1.75

1.7

1.6

2.95

7.35

10.35

15.6

10.2

12.65

14.5

9.8

6.8

5.85

4.65

4.1

3.75

3.7

3.9

2.85

2.75

2.7

2.4 

2.4

July.

2.15

2.1

2.0

1.9

2.15

2.0

2.55

2.4

2.4

2.4

2.45

2.2

2.1

2.25

2 9

2.9

3.75

4.35

7.7

4.9

3.55

2.95

2.65

2.0

2.15

1.95

1.9

1.8

1.8 

1.7

1.35

Aug.

1.45

1.4

1.35

1.5

1.4

1.3

1.15

1.4

1.3

1.35

1.3

1.25

1.3

.7

1.35

1.3

.9

1.05

1.35

1.2

.85

1.3

1.3

1.5

1.15

.55

1.15

1.0

1.35 

1.3

1.3

Sept.

1.3 1.4

1.35

1.25

1.4

1.7

1.35

1.3

1.4

1.4

.8

1.1

1.05

1.0

1.1

1.2

1.2

.7

1.0

1.1

.85

.95

.85

.85

.8

1.05

.95

1.15

.95 

.95

Oct.

1.15

.8

1.05

.85

.95

.9

1.0

1.3

1.45

1.5

1.5

1.5

.85

1.05

.95

.8

.95

.75

1.1

1.05

1.15

1.35

1.05

1.45

1.4

1.35

1.1

1.1

1.15 

.85

.85

Nov.

1.15

.9

.9

1.0

1.1

.8

1.0

1.0

.95

.95

1.0

1.0

.25

1.0

.95

1.0

1.0

.9

.8

.65

1.0

.9

.95

.95

.85

1.05

.5

1.15

1.2 

1.15

Dec.

1.05

1.1

.95

.65

1.1

1.3

1.0

1.2

1.15

1.05

.8

1.25

1.1

.95

1.0

9

.9

.6

.8

.75

1.05

.8

1.0

1.15

1.05

1.25

1.8

1.15

1.35 

1.6

2.75

JAMES RIVER AT CARTERSVILLE, VA.

This station, which is located at the highway bridge crossing the 

James between Pemberton and Cartersville, about 50 miles above 

Richmond, was established January 1, 1899.

Willis River enters James River from the south about 1 mile above 

the station, and Rivanna River comes in from the north about 7 

miles above. No important tributaries enter between Cartersville 

and Richmond.
SOUTH ATLANTIC STATES DRAINAGE BASINS.

During severe winters the discharge at this station is affected for 

short periods by ice.

The datum of the chain gage, which is attached to the bridge, has 

remained the same since the establishment of the station.

Discharge measurements are made from the bridge. Three or four 

measurements must be made each year to adequately define the discharge curve, as the river shows great range in stage and in quantity 

of debris and sediment carried. The left bank overflows for several 

hundred feet at a stage of about 20 feet. Above the overflow point 

the discharge is uncertain. The right bank does not overflow.

The following discharge measurement was made by G. C. Stevens:

September 7: Width, 652 feet; area of section, 1,710 square feet; gage height, 1.62 

feet; discharge, 2,690 second-feet.

Daily gage height, in feet, of James River at Cartersville, Va.,for 1910. 

[B. W. Palmore, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

1.45

1.65

2.01

1.97

2.04

1.91

3.23

3.76

5.10

4 57

3.73

3.47

2.97

2.73

2.63

2.45

2.27

2.43

2.46

2.43

3.15

10.99

9.80

7.77

6.77

5.03

4.29

3.87

3.73

3.67

3.61

Feb.

3.40

3.06

3.13

3.73

4.26

3.97

3.45

3.17

3.23

Q Ofl

2.94

2.91

2.90

2.79

2.78

3.20

3.51

7.50

10.91

10.33

7.28

6.67

6.25

5.73

5.47

4.90

4.57

4.11

Mar.

7.79

8.65

9.37

7.63

6.61

6.09

5.15

4.67

4.37

4.07

3.83

3.61

3.37

3.23

3.15

3.10

2.94

2.87

2.74

2.67

2.60

2.57

2.56

2.47

2.35

2.26

2.25

2.23

2.17

2.25

2.16

Apr.

2.17

2.06

2.23

2.43

2.51

2.41

2.27

2.26

2.26

9 17

2.06

2.01

2.31

2.46

2.63

3.23

7.03

10.30

9.35

8.35

6.70

5.55

5.00

4.85

5.13

4.67

4.27

4.09

4.15

May.

4.00

3.67

3.43

3.20

2.93

2.84

2.73

2.79

2.74

2.73

2.77

2.59

2.57

2.53

2.43

2.33

2.24

2.31

2.21

2.16

2.14

2.23

2.67

2.63

3.01

3.58

3.43

2.75

2.63

2.35

2.16

June.

2.13

2.00

1.89

1.83

1.76

1.99

2.07

2.03

2.07

2.63

3.71

5.93

10.45

12.95

17.01

18.65

19.89

16.85

11.47

8.63

6.87

5.67

4.45

3.73

3.63

3.53

3.45

3.44

3.39

3.21

July.

3.03

2.77

2.61

2.55

3.60

3.07

2.73

3.60

4.57

3.70

2.73

4.05

3.35

4.50

3.87

3.36

3.75

4.83

8.10

8.66

8.60

4.45

3.85

3.79

3.57

2.47

2.33

2.09

1.87

1.71

1.63

Aug.

1.55

1.53

1.79

1.44

1.39

1.32

1.24

1.17

1.09

1.19

1.23

1.06

1.03

1.06

1.19

1.29

1.29

1.21

1.15

1.26

1.19

1.43

1.62

1.27

1.17

1.16

1.21

1.12

1.02

.90

1.06

Sept.

1.15

1.40

1.35

1.43

1.80

1.57

1.60

1.58

1.46

1.16

1.09

1.02

1.04

1.07

1.02

1.06

1.01

1.00

.89

.98

.94

.89

.97

.91

.88

.80

.81

.82

.78

.68

Oct.

0.79

.84

.86

.78

.71

.69

.72

1.38

2.82

4.06

2.28

1.86

1.56

1.34

1.27

1.08

.99

.96

.98

1.76

2.25

1.88

2.75

2.12

1.76

1.81

1.58

1.45

1.32

1.39

1.32

Nov.

1.18

1.18

1.32

1.68

1.58

1.40

1.26

1.28

1.20

1.21

1.18

1.12

1.00

.92

1.11

1.02

1.11

1.10

1.08

1.00

1.02

1.02

1.00

1.08

1.09

1.08

.96

1.09

1.08

1.18

Dec.

1.27

1.16

1.11

1.08

1.08

1.28

1.42

1.58

1.51

1.42

1.40

1.42

1.18

1.12

1.26

1.24

1.28

1.34

1.38

1.37

1.30

1.25

1.05

1.88

1.98

2.18

2.08

2.31

2.34

2.40

2.52

NOTE. Floating ice in the river Dec. 7-16 and 18-21.
26 SURFACE WATER SUPPLY, 1910, PART n.

Daily discharge, in second-feet, of James River at Cartersville, Va.,for 1910.

Day.

1.........

2.........

3.........

4.........

5.........

6.........

7.........

8.........

9.........

10.........

11.........

12. ........

13.........

14. ........

15.........

16. ........

17.........

18.........

19.........

20.........

21.........

22.........

23. ........

24.........

25.........

26.........

27.........

28. ........

29.........

30. ........

31.........

Jan.

2,040

2,380

3,040

2,960

3,100

2,850

5,530

6,770

10,300

8,840

6,700

6,080

4,960

4,450

4,250

3,890

3,530

3,850

3,910

3,850

5,350

29,200

25,000

18,200

15,100

10,100

8,100

7,040

6,700

6,560

6,410

Feb.

5,920

5,150

5,310

6,700

8,030

7,280

6,040

5,390

5,530

5,690

4,890

4,830

4,810

4,580

4,560

5,460

6,170

17 400

98 Qnft

9ft Qftft

16,700

14,800

13,600

12,000

11,300

9,730

8,840

7,640

........

Mar.

18,300

21-, 100

23,600

17,800

14,600

13,100

10 400

9,110

8,310

7 t^LA

fi Q4A

6,410

S

ocrt

S

RQrt

5,350

% 94ft

4

QQO

4 7Kfi

4,470

4 330

4 190

4,130

4,110

3,930

3,690

3,510

3,460

3 340

3,500

3,320

Apr.

3 340

3,130

3,460

3,850

4,010

3,810

3,530

3,510

3,510

3,340

3 130

3 040

3,610

^ Qlft

4,250

5,530

15 900

9ft Qftft

OQ CAft

20,100

14 900

U «;ftft

10,000

9,600

10 400

9,110

8,050

7,580

7 740

7 580

........

May.

7 360

6 560

S QQft

5,460

4,870

4,680

4 450

4,580

4,470

4

Afif\

4 540

4,170

4,130

4,050

3,850

3,650

3 480

3,610

3,420

S

OOrt

S OQft

3 460

4,330

4,250

5 040

6 340

S

oon

4

KAfl

4,250

q fiort

3,320

June.

3 97ft

3,020

2,810

2 7flfi

2

CQrt

S fifiA

3,150

3 080

3,150

4,250

6,650

19 finn

97 1dt\

36,500

CO QArt

60,100

65,800

52,200

01 (\f\f\

91 ftftA

15,500

19 Iftft

7,180

6,950

6,720

g 54Q

6,510

6,400

5 QQA

July.

5,600

5,030

4,690

4,560

6 880

5,680

4 940

6,880

9

ortrt

7,110

4 940

7 940

6,300

9 030

7,510

6,330

7,220

9 860

IQ ^ftft

21 100

Ort Qftft

o Qftn

7 4.Aft

7,320

6,810

4 400

4, 100

3,610

3,170

2

OKrt

2,700

Aug.

2

JKA

2,510

3,010

2 °»4ft

2 9^ft

2,130

1 980

1,860

1,720

1,890

I Qfift

1,670

1,620

1,670

1,890

2,070

2,070

I

QQft

1,820

2,020

1,890

2,320

2,680

2,040

1,860

>1 Rift

1,930

1,770

1,600

1,410

1,670

Sept.

1,820

2

9"7rt

2 iaft

2,320

3,030

2,580

2 640

2^600

2,380

1 840

1,720

1,600

1 640

1,690

1,600

1,670

1 P\Qft

1,570

1 400

1 540

1,470

1,400

1,520

1,430

1,380

1 9<ai

1,270

1,280

1,220

1,070

Oct.

1 240

1,310

1,250

1,220

1,120

1 080

1,130

9 9Qft

5,130

7 960

4 000

3,150

2,160

2 040

1,710

I

ECrt

1,510

1,540

2

ocrt

°» Q4ft

3,190

4,980

3,670

2 950

3,050

2,600

2,360

2,130

2,250

2,130

Nov.

1,880

1,880

2,130

2 7Qft

2,600

2 tyro

2,020

2,050

1,910 i cnn

1,880

1 77ft

1,570

1 440

1^760

1 600

1,760

1 74n

1,710

1,570

1,600

1 600

1,570

1,710

1,720

1,710

1,510

1,720

1,710

1,880

Dec.

2 040 1 Rdn

1,760

1,710

1,710

2

f\cn

2 firm

2,470

2

Q1ft

2,270

2,310

1,880

1,770

2,020

1,980

2

ftKrt

2,160

2,230

2,220

2,090

2,000

1,660

3,190

3,390

3,790

3,590

4,060

4,120

4,250

4,500

NOTE. These discharges were obtained as follows: Jan. 1 to June 20, from a rating curve which is well 

defined below 25,800 second-feet; above this the curve has been extended by a study of the area and velocity 

curves. June 21 to Dec. 31, from a well-defined rating curve.

Monthly discharge of James River at Cartersville, Va.,for 1910. 

[Drainage area, 6,230 square miles.]

Month.

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

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

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

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

Discharge in second-feet.

Maximum.

29,200 

28,900 

23,600 

26,800 

7,360 

65,800 

21,100 

3,010 

3,030 

7,960 

2,790 

4,500

65,800

Minimum.

2,040 

4,560 

3,320 

3,040 

3,290 

2,580 

2,700 

1,410 

1,070 

1,080 

1,440 

1,660

1,070

Mean.

7,450 

9,430 

7,690 

8,060 

4,500 

16,000 

7,490 

2,000 

1,770 

2,580 

1,830 

2,530

5,900

Per 

square 

mile.

1.20 

1.51 

1.23 

1.29 

.722 

2.57 

1.20 

.321 

.284 

.414 

.294 

.406

.947

Run-off 

(depth in 

incnes on 

drainage 

area).

1.38 

1.57 

1.42 

1.44 

.83 

2.87 

1.38 

.37 

.32 

.48 

.33 

.47

12.86

Accuracy.

A 

A

A 

A 

A 

B 

A 

A 

A 

A 

A 

A
SOUTH ATLANTIC STATES DBAINAGE BASINS. 27 

ROANOKE RIVER BASIN. 

DESCRIPTION.

Roanoke River is formed by the North and South forks, which rise 

among the eastern foothills of the Appalachian Mountains and unite 

near Lafayette, at the eastern edge of Montgomery County, Va. From 

this junction the river flows in a general southeasterly direction, 

across the northeast corner of North Carolina, and empties into the 

Atlantic through Albemarle Sound. The total drainage area is about 

9,200 square miles. The section of river extending from a short distance below Roatioke to the junction of the Dan is known locally as 

Staunton River and was so called in the reports of the United States 

Geological Survey prior to 1905.

Dan River, which rises in Surry County, N. C., and Patrick County, 

Va., and empties into the Roanoke near Clarksville, in the southwestern part of Mecklenburg County, Va., is by far the largest tributary, 

the other streams of the basin being relatively small and unimportant.

The drainage basin of the Roanoke is divided into two nearly equal 

parts by the fall line, which crosses the river between Weldon and 

Gaston. The eastern part, known as the Coastal Plain, is built up 

of unconsolidated sands, gravels, loams, clays, and marls of recent 

geologic age. It is low and flat and so poorly drained that a large 

proportion of the area is swampy. The general slope of this section 

of the basin is from 1 to 3 feet per mile. The river is sluggish and 

is navigable by light-draft boats at all seasons as far west as Weldon. 

Above the fall line* in the region known as the Piedmont Plateau, 

the country is more broken and the river has greater fall, having 

cut its bed down to the underlying metamorphic rocks. Building 

stones are found in abundance in different sections. Along the river 

are many fine bottoms, which contain some of the best fanning lands 

in the region. The surface is undulating, and the hills become higher 

toward the western margin. Altitudes within the basin range from 

sea level to 3,000 feet above.

The Coastal Plain section of the area is heavily forested, and 

large quantities of timber and shingles are shipped. In the Piedmont Plateau area the extent of forest covering has not been ascertained except in the area drained by the Dan, in which there are 

extensive timbered areas.

The mean annual rainfall for the drainage basin in the Piedmont Plateau ranges from 38 to 47 inches in different parts of the 

area, as determined from six Weather Bureau stations having records 

of 5 to 16 years in length. In the Coastal Plain section the rainfall is 

somewhat greater, increasing toward the coast line.
28 SURFACE WATER SUPPLY, 1910, PART II.

This drainage area of the Roanoke lies so far south that the flow of 

the stream is relatively little affected by ice.

The area contains no lakes, but owing to the hilly character of the 

upper basin sites for reservoirs of moderate capacity probably exist. 

Especially is this true for the portion of the basin drained by Dan 

River, where the river bed is solid rock overlain with sands and 

gravel between the rapids, affording excellent facilities for dams.

In 1905 a survey of Roanoke River was made by the United States 

Geological Survey from Roanoke, Va., to Weldon, N. C. This survey showed that the fall between the two points was 976 feet in a distance of 231 miles, or an average of 4.2 feet per mile.

The United States Geological Survey has maintained records of 

flow in this basin since 1896, and the records compiled since that date 

show the year of greatest run-off to be 1901 and that of least run-off 

1904. The total flow in the latter year was less than half that of the 

former. The region is subject to heavy rainstorms, which produce 

floods that rise very rapidly and subside as quickly.

The following special reports contain information regarding the 

surface waters of the Roanoke River basin:

Hydrography of Virginia: Bull. Geol. Survey Virginia No. 3, 1906, pp. 163-213 

(published by Virginia Board of Agriculture and Immigration, Richmond, Va.). 

This contains all records and discharge data collected in the Roanoke basin prior to 

1906, revised by engineers of the United States Geological Survey.

Water power in North Carolina: Bull. North Carolina Geol. Survey No. 8; postage 

16 cents. This publication includes information regarding the water power of the 

Roanoke and its tributaries in North Carolina.

Water powers of North Carolina: Bull. North Carolina Geol. Survey (in preparation), Dr. J. H. Pratt, State geologist, Chapel Hill, N. C. This includes all records 

of discharge in the Roanoke basin prior to 1908, collected by engineers of the United 

States Geological Survey, except for Roanoke River at Roanoke, Tinker Creek at 

Roanoke, Back Creek near Roanoke, and Banister River at Houston.

Relation of southern Appalachian Mountains to the development of inland water 

navigation and water power: U. S. Forest Service Circulars Nos. 143 and 144.

ROANOKE RIVER AT ROANOKE, VA.

This station was established July 10, 1896, at the Walnut Street 

Bridge in Roanoke. Observation of gage heights was discontinued 

July 14, 1906, but was resumed May 7, 1908, and the records are now 

being furnished to the United States Geological Survey through the 

courtesy of the Roanoke Railway & Electric Co.

The nearest important tributary, Tinker Creek, enters Roanoke 

River about 3 miles below the gaging section. The overflow from 

Crystal Spring, which is approximately 2 second-feet, enters the 

Roanoke between Walnut Street Bridge, where the chain gage is 

located, and Jefferson Street Bridge, one-third mile above, where
SOUTH ATLANTIC STATES DKAINAGE BASINS. 29

discharge measurements are usually made. Crystal Spring is the 

source of water supply for the city of Roanoke.

The records indicate that the discharge is not materially affected 

by ice.

No change has been made in the datum of the gage. Owing to 

varying conditions of flow frequent measurements are required at 

low stages to adequately define the true discharge curve from year 

to year.

The following discharge measurement was made by G. C. Stevens:

September 6: Width, 130 feet; area of section, 229 square feet; gage height, 1.24 

feet; discharge, 278 second-feet.

Daily gage height, in feet, of Roanoke River at Roanoke, Va.,for 1910. 

[C. C. Hogshead, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

0.45

.6

Q

Q

.95

.8

1 3

1.75

1.5

1.25

1.15

1.0

1.05

1.0

.9

.85

.9

95

1.0

1.0

1.85

2.1

1.9

1.6

1.5

1.25

1.2

1.2

1.1

1.0 

.95

Feb.

0.9

1.1

1 9

1.4

1.45

1.1

1 DC

1.4

1.3

1.25

1.1

1.1

1.0

1.0

1.15

1.3

2.0

4.6

2.55

1 95

1.9

1 9

1.85

1.8

1 65

1.65

1.6

1.45

.......

Mar.

1.6

O CK

O 1

9 ft

1 9

1 Q

1.85

1.7

1.6

1.6

1.5

1.4

1.4

1 3

1.25

1.2

1.15

1 9

1 9

1.15

1.15

1.1

1.1

1.1

1.05

1.0

95

1.0

.95

.95 

.95

Apr.

n Q

QC

QC

1.1

1.15

1.05

1.1

1.05

.95

1.0

CK

1.0

1.15

1.1

1.15

1.05

1 15

1.7

1 cc

1 f*^

1.45

1.5

1 45

i ^f*

i 3

i 91?

1 9^

1.25

1.15

1.2

May.

1.2 ii>;

1.1

1.15

1.1

1.1

1.1

1.1

1 9*.

IT;

1 9

1 T»

1.1 1.1

1.05

1.05

1.05

.95

1.0

Q

1.0

1.0

1.0

1.15

1.4

1 OK

1 OK

1 9

1.25

1.15 

1.15

June.

1.1

0^

.85

1.0

i 91;

1.0

1.0

1.05

1.25

2.4

3.05

7.75

6 OK

3

e

4.3

3.25

2 7

2.25

9 n

1.9

2 1

9 fif*

1 Qf»

9 n

1 Z.X.

1 Q

1.45

1.4

July.

1.3

1.35

i 91;

1 25

9 ft

1 je

1.85

1.55

2.0

1 9

1 7^

1.3

1.4

1 9

1 9

1.75

1.9

4 25

9 3K

9 n

1.75

1.5

1.35

1.35

i 3

I

oe

1.2

1.15

1.1

1.15 

1.05

Aug.

1.1

1.05

1.05

1.1

1.0

1 f\S

.95

95

1.0

Q

QK

.9

Q

Q

.85

.9

.8

.8

Q

1.0

Q

.85

.8

.85

.8

.85

QC

Q

.95

.85 

1.0

Sept.

1.3

1 9%

1 ^^

1.35

1.5

1 OK

1.05

1.05

.95

.95

Q

.85

.9

.85

.85

.85

.85

.75

.8

.75

.75

.8

.75

.8

.8

.8

.8

.75

Oct.

0.7

*re

.75

.7

.75

.7

.85

1.25

1.65

1.2

1.05

1.0

1.0

.85

.85

.85

.85

.8

.85

g

.85

.85

9

.9

.8

.85 

.75

Nov.

0.8

.8

.8

.7

7e

7K

.7

.7

.65

.7

.7

.65

.7

.65

.7

.7

.65

.65

.6

.65

.7

.65

.7

.65

.7

.7

.7

.75

.7

Dec.

a 75

.7

.65

.7

.75

q

1.0

.85

.9

.85

.85

.85

.8

.85

.8

.75

.75

1

.8

.7

.4

.5

.7

.9

.95

.95

.95

.85

.9

1.2 

1.4

NOTE. The flow was probably retarded by freezing conditions on Jan. 1 and 2 and Dec. 21 and 22.
30 SURFACE WATER SUPPLY, 1910, PART II.

Daily discharge, in second-feet, of Roanoke River at Roanoke, Va.,for 1910.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

93

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

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

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

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

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

30

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

Jan.

60

80

136

136

151

110

279

519

376

258

218

166

183

166

136

123

136

151

166

166

585

770

620

430

376

258

237

237

200

166

151

Feb.

136

200

237

326

351

200

302

326

279

258

200

200

166

166

218

279

690

3,720

1,180

655

620

620

585

550

459

430

351

Mar.

430

1,490

770

690

620

620.

585

488

430

430

376

326

326

279

258

237

218

237

237

218

218

200

200

200

183

151

151

151

151

Apr.

136

151

151

200

218

183

200

183

151

166

151

166

218

200

218

183

218

488

403

403

351

376

351

302

279

258

258

218

OO7

May.

237

218

200

218

200

200

200

200

258

218

237

218

200

200

183

183

183

151

166

136

166

166

166

218

326

237

258

218

June.

200

151

136

123

166

258

166

166

183

258

1,030

1,720

7,970

5,940

2,260

3,310

1,960

1,340

920

725

655

800

762

690

1,100

725

442

655

388

My.

310

335

287

287

725

388

622

442

725

655

560

310

360

655

655

560

655

3,240

1,000

725

560

415

335

335

310

287

264

244

224

244

205

Aug.

224

205

205

224

186

205

169

169

186

152

169

152

152

152

137

152

122

122

152

186

152

137

122

137

122

137

169

152

169

137

186

Sept.

310

287

335

335

415

287

205

205

169

169

152

137

152

137

169

137

137

137

109

122

109

109

122

109

122

122

122

122

109

102

Oct.

96

109

109

96

109

96

137

287

500

264

205

186

186

137

152

137

137

137

122

152

137

152

152

137

152

137

152

152

122

137

109

Nov.

122

122

109

122

96

109

109

96

96

85

96

96

85

96

85

96

96

85

85

74

85

96

85

96

85

96

96

96

109

96

Dec.

109

96

85

96

109

152

186

137

152

137

137

137

122

137

122

109

109

96

122

96

96

96

96

152

169

169

169

137

152

264

360

NOTE. These discharges were obtained from two well-defined rating curves, one applicable from Jan. 

1 to June 13 and the other from June 14 to Dec. 31. Discharge on Jan. 1 and 2 and Dec. 21 and 22 estimated 

because of probable effect of ice above the station.

Monthly discharge of Roanoke River at Roanoke, Va.,for 1910. 

[Drainage area, 388 square miles.]

Month.

March . .... ....

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

Discharge in second-feet.

Maximum.

770 

3,720 

1,490 

488 

326 

7,970 

3,240 

224 

415 

500 

122 

360

7,970

Minimum.

160 

136 

151 

136 

136 

123 

205 

122 

1102 

96 

74 

85

»60

Mean.

250 

506 

361 

242 

210 

1,190 

546 

163 

175 

158 

96.7 

139

334

Per 

square 

mile.

0.644 

1.30 

.930 

.624 

.541 

3.07 

1.41 

.420 

.451 

.407 

.249 

.358

.861

Run-off 

(depth in 

inches on 

drainage 

area).

0.74 

1.35 

1.07 

.70 

.62

a 42

1.63 

.48 

.50 

.47 

.28 

.41

11.67

Accuracy.

B 

A 

A 

A 

A 

B -A 

A 

A 

A 

A 

B

i Estimated.
SOUTH ATLANTIC STATES DBAINAGE BASINS. 31 

YADKIN OB PEDEE BIVEB BASIN. 

DESCRIPTION.

Yadkin River, called Pedee River below the junction with the 

Uharie, rises on the eastern slope of the Blue Ridge in Caldwell, 

Watauga, and Wilkes counties, N. C., and flows in a general 

southeasterly direction across North Carolina and South Carolina, 

emptying into the Atlantic through Winyah Bay at Georgetown, 

S. C. The length of the stream from source to mouth by general 

course is about 300 miles, and the drainage area comprises about 

10,600 square miles. The head of navigation is at Cheraw, S. C, 

about 149 miles above its mouth.

The river has no tributaries which compare with it in size. The 

larger of the tributaries are Little Pedee and Lynches rivers in South 

Carolina and South Yadkin River in North Carolina.

The upper part of the drainage basin is in the Appalachian Mountains proper and is largely forest covered. The extreme upper portion of the basin reaches an elevation of 3,000 feet, but the streams 

fall rapidly to 1,500 feet elevation and reach 1,000 feet elevation 

above Wilkesboro, N. C. From Wilkesboro down to the fall line, 

near Cheraw, S. C., the basin lies in the Piedmont Plateau. Above 

the fall line the rocks consist of various granites, gneisses, and 

schists; below the fall line these pass beneath the much younger 

sedimentary deposits of the Coastal Plain.

Ice and snow occur in noteworthy amounts only in the higher 

parts of the basin, but even there they do not affect the stream flow 

to any appreciable degree. The average rainfall for the basin is 

50 to 60 inches in the upper portion and 45 to 50 inches in the lower 

portion. Storage is possible at a number of places, but owing to 

steep slopes of the streams especially good sites are probably lacking.

In North Carolina the main stream and many of its tributaries 

afford a great amount of power, much of which has been developed.

The following special reports contain information regarding the 

hydrography of the Yadkin River basin.:

. Water power in North Carolina: Bull. North Carolina Geol. Survey No. 8, pp. 

172-203; postage, 16 cents.

Water powers of North Carolina (in preparation): Bull. North Carolina Geol. Survey, J. H. Pratt, State geologist, Chapel Hill, N. C. This report contains all 

records of discharge collected in the Yadkin River basin prior to 1908 by engineers 

of the United States Geological Survey.

Relation of southern Appalachian Mountains to the development of inland water 

navigation and water power: TJ. S. Forest Service Circulars Nos. 143 and 144.

Hydrography of the southern Appalachian Mountain region, part 2, by H. A. 

Pressey, 1902: Water-Supply Paper TJ. S. Geol. Survey No. 63. The Geological Survey has no copies of this paper for free distribution, but the report may be purchased 

(price, 15 cents) from the Superintendent of Documents, Washington, B.C.
32 StJBFACE WATER SUPPLY, 1910, PAET II.

YADKIN KIVEK, NEAB PEDEE, N. 0.

This station is located near Pedee, N. C., about 1,500 feet below 

the dam of the Rockingham Power Co. A vertical gage was 

installed August 9, 1906, by the engineers of the power company, for 

the purpose of keeping daily records of river height at the power site, 

and the record has been maintained continuously since that time. 

Except for the discharge measurement made on November 13, 1908, 

all the measurements in 1908, 1909, and 1910 were made and furnished by the power company. Gage heights have been furnished 

by the company since August 9, 1906.

The measurements are made from a ferryboat at the ferry, a short 

distance below the gage. The section is somewhat rough and irregular but is better than any other near-by section which was examined. 

The extreme low portion of the rating curve is uncertain, as it is not 

covered by measurements.

Discharge "measurements of Yadkin River near Pedee, N. C., in 1910.

Date.

May 3

Aug. 2

Hydrographer.

W.S.Ide.. ........................................................

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

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

Area of 

section.

Sq.ft. 

3,910

3,670

3,610

A

Feet. 

87.57

87.20

87.22

Discharge.

Sec.-ft. 

3,260

2,830

3,020

Daily gage height, in feet, of Yadkin River near Pedee, N. C.,for 1910. 

[W. S. Ide, observer.]

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.

87.2

87.15

87.4

88.15

87.8

87.6

87.6

87.65

88.4

88.65

88.0

87.65

87.5

87.6

87.75

87.65

87.55

87.55

87.55

87.9

88.35

92.2

91.95

90.35

89.6

89.5

88.9

88.7

93.95

92.95 

90.95

Feb.

90.2

89.5

89.05

88.8

88.75

88.55

88.3

88.2

88.3

88-65

88.7

91.9

91.35

90.15

89.5

89.5

89.95

92.6

94.55

91.4

90.7

91.25

91.25

90.55

90.25

SO Q

89.45

82.25

.......

Mar.

91.5

98.25

96.4

92.9

90.85

90.3

90.5

89.9

89.25

88.95

88.85

89.4

90.3

89.65

89.15

88.75

88.6

QQ A

88.4

88.3

88.25

88.25

88.2

88.2

88.1

88.0

88.0

88.0

87.9

87.8 

87.85

Apr.

87.75

87.75

87.8

87.9

87.9

87.9

87.75

87.65

87.7

87.55

87.5

87.55

87.5

87.55

88.0

88.15

87.95

89.6

89.75

89.2

88.5

88.2

88.0

87.85

87.8

87.8

87.8

88.0

88.05

87.85

May.

87.7

87.6

87.6

87.4

87.45

87.35

87.35

88.15

92.4

91.0

cm 9

89.15

88.45

88.1

87.9

87 7

87.6

87.55

87.5

87.65

87.8

87.75

87.8

87.85

87.85

QQ ft

88.35

88.15

87.8

87.5 

87.3

June.

87,3

87.25

87.15

87.1

87.05

87.35

87.75

87.75

87.7

87.5

89.4

89.5

91.25

94.2

100.3

98 5

93 4

91.25

89.8

89.05

89.35

89.1

88.6

88.6

88.35

88.55

88.7

88.7

87.95

87.7

July.

87.85

87.95

87.65

87.55

87.5

87.5

88.4

88.5

88.4

88.75

89.05

89.05

88.8

88.9

90.35

92.2

90.4

89.25

89.55

89.15

88.45

87.95

87.75

87.55

87.5

87.4

87.4

88.2

88.05

87.65 

87.25

Aug.

87.2

87.2

87.25

88.15

88.7

88.5

90.25

90.05

88.55

88.35

87.9

87,4

87,35

87.55

87.4

87.6

87.4

87.25

87.2

87.25

87.1

87.05

89.50

89.40

88.0

87.7

87.85

87.75

87.6

87. 55 

87.45

Sept.

88.4

93.1

94.3

93.3

91.1

91.3

89.8

88.8

88.5

88.8

89.15

88.55

88.15

87.75

87.7

87.7

87.5

87.3

87.2

87.2

87.2

87.2

87.15

87.2

87.15

87.1

87.1

87.1

87.05

87.1

Oct.

87.2

87.2

87.2

87.2

87.25

87.25

87.3

88.5

91.2

94.0

90.5

89.6

88.75

88.25

87.95

87.7

87.65

87.5

87.45

88.15

88.5

88.35

88.1

87,65

87.55

87.4

87. 35

87.3

87.3

87.2 

87.25

Nov.

87.15

87.25

87.25

87.25

87.3

87.35

87.3

87.25

87.25

87.25

87.25

87.25

87.2

87.15

87.1

87.15

87.2

87.2

87.15

87.15

87.1

87.15

87.2

87.15

87.15

87.15

87,15

87.05

87.1

87.15

Dec.

87.15

87.15

87.15

87.05

87.05

87.45

89.4

90.1

89.05

88.25

87.8

87.55

87.6

87.35

87.35

87.25

87.35

87.35

87.25

87.25

87.4

87.35

87.25

87.4

88.4

89.2

88.6

88.25

87.8

87.85 

88.3
SOUTH ATLANTIC STATES DRAINAGE BASINS. 33 

Daily discharge, in second-feet, of Yadkin River near Pedee, N. C.,for 1910.

Day.

1. ......

2.......

3.......

5.......

6.......

7.......

8.......

9.......

10.......

11.......

19

13.......

14.......

15.......

16.......

17.......

18.......

19.......

20.......

21.......

22.......

23.......

24. ......

25.......

26.......

27.......

28. ......

29.......

30.......

31.......

Jan.

2,900

2,800

3,300

4,130

3,710

3,710

3,820

5,470

4,570

3,820

3,710

4,020

3,820

3,600

3,600

3,600

4,350

14,600

10,300

8,350

8,100

6,640

6,160

11,800

Feb.

9,900

8,100

7,000

6,400

6,280

5,820

5,240

5,010

5,240

6,040

6,160

1A Af\f\

19 Qflrt

9,770

8,100

8,100

9 9«;n

i3,io6

11,200

12,700

12,700

10,800

10,000

9,120

7,980

Mar.

13,400

11 600

10,200

10,700

9,120

7,480

6,760

6,520

7,850

10,200

8,480

7,240

6,280

5,930

5,470

5,470

5,240

5,120

5,120

5,010

4,790

4,570

4,570

4,570

4,350

4,130

4,240

Apr.

4,020

4,020

4,130

4,350

4,350

4,350

4,020

3,820

3,920

3,600

3,500

3,600

3,500

3,600

4,570

4,900

4 460

8,730

7,360

5,700

5,010

4,570

4,240

4,130

4,130

4,130

4,570

4 680

4,' 240

May.

3,920

3,710

3,710

3,300

3 400

3,200

3,200

4,900

19 nnn

9,900

7,240

5,580

4,790

4,350

3,920

3,710

3,600

3,500

3,820

4,020

4,130

4,240

4,240

4,570

5,360

4,900

4,130

3,500

3,100

June.

3,100

3,000

2,800

2 7flfi

3,200

4,020

4,020

3,920

3,500

7,850

19 7nfi

12 700

8,860

7,000

7,720

5,930

5,930

5,360

5,820

6,160

6,160

4,460

3,920

July.

4,240

4,460

3.820

3,600

3,500

5,470

5,700

5,470

6,280

7,000

7,000

6,400

6,640

10,300

16,466

7,480

8,220

7,260

5,580

4 460

4,020

3,600

3,500

3,300

3,300

3,820

3,000

Aug.

2,900

2,900

3,000

4 QfY)

6,160

5,700

10,000

9,510

5,820

5,360

4,350

3,600

3,300

3,710

3,000

2,900

3,000

2 ' 700

7,850

4,570

3,920

4,020

3,710

3,600

3,400

Sept.

5,470

12,800

8,860

6,400

5,700

6,400

7,240

5,820

4,020

3,920

3,920

3,500

3,100

2,900

2,900

2,900

2,800

2,900

2,800

2,700

2,700

2,700

2,700

Oct.

2,900

2,900

2,900

2,900

3,000

3,000

3,100

5,700

12,500

10,700

8,350

6,280

5,120

4,460

3,920

3,820

3,500

3,400

4,900

5,700

5,360

4,790

3,820

3,600

3,300

3,200

3,100

3,100

2,900

3,000

Nov.

2,800

3,000

3,000

3,000

3,100

3,200

3,100

3,000

3,000

3,000

3,000

3,000

2,900

2,800

2,700

2,800

2,900

2,900

2,800

2,800

2,700

2,800

2,900

2,800

2,800

2,800

2,800

2,700

2,800

Dec.

2,800

2,800

2,800

3,400

7,850

9,640

7,000

5,120

4,130

3,600

3,710

3,200

3,200

3,000

3,200

3,200

3,000

3,000

3,300

3,200

3,000

3,300

5,470

7,360

5,930

5,120

4,130

4,240

5,240

NOTE. These discharges are based on a rating curve which is fairly well defined between 3,300 and 

13,400 second-feet. Discharges for all missing days were greater than 14,700 second-feet. Below 3,000 

second-feet the discharges are only approximate.

PEDEE EIVEB AT CHERAW, S. C.

This station, which is located at the highway bridge at Cheraw, 

about half a mile below the bridge of the Seaboard Air Line Railway, was established by the United States Weather Bureau April 1, 

1891. The first discharge measurements by the United States Geological Survey were made during 1909.

Although the flood of August, 1908, had destroyed the gage, it 

was thought possible that the original gage datum could be preserved and a rating made which would apply for some of the previous 

years. A temporary gage was used until the new vertical gage 

attached to the new bridge pier was put into use on November 3, 

1909. The low-water section of the temporary gage was so defective 

and variable that is is impossible to adjust the readings from it to 

the datum of the new gage, which is presumably on the original 

gage datum. The records from August 28, 1908, to November 2, 

1909, therefore, can not be supplied. The gage heights are furnished 

by the United States Weather Bureau.

Before the installation of the new gage, discharge measurements 

were made at the railroad bridge, and by means of reference points 

have been correctly adjusted to the present gage datum.

Conditions of flow appear fairly good, but no rating has yet been 

developed.

14051° WSP 282 12 3
34 SURFACE WATER SUPPLY, 1910, PART II.

Discharge measurements of Pedee River at Cheraw, S. C., in 1910.

Date.

Feb. 17

18

Hydrographer.

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

Width.

Feet 

325

333

Area of 

section.

Sq.ft. 

4,780

5,320

Gage 

height.

Feet. 

7.35

9.18

Discharge.

Sec.-ft. 

9,990

12,600

Daily gage height, in feet, of Pedee River at Cheraw, S. C.,for 1910.

Day.

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

2...-...-.....-.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

22

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

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

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

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

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

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

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

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

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

Jan.

2.5

2.3

2.1

1.9

2.8

3.2

2.8

2.4

2.7

3.2

4.7

3.4

2.8

2.4

2.3

2.4

2

C

2.3

2.4

2.5

2.6

6.4

13 7

10 f)

7.6

6.5

5.4

4.7

7.8

20.2 

15.0

Feb.

10.8

7.7

5.6

5.0

5.2

4.9

4.2

3.9

3.3

3.6

4.7

9.7

13.0

11.6

9 8

6.7

5.0

7.3

19 6

20.3

17.6

11.8

12 5

19 9

9 Q

10.0

8.8

8.0

Mar.

7.1

24.2

28.1

24.5

17.5

11.9

8.2

8.8

8.0

5.9

4.6

4.9

7.8

8.7

7.6

5.4

4.8

4 0

3 9

3.8

3 7

3.6

3

C

3

C

3.4

Q q

3.1

3 A

2.9

2.8 

2.8

Apr.

2.7

2.7

9 fi

2.5 9 >;

2.6

2.7

2.8

2.7

2.6

9 >;

2.4

2.3

2.3

2.5

2.6

2 7

3 A.

7.2

6.4

A Q

4.0

3.4

3 A

2 Q

0 Q

2.7

2 Q

2.9

2.7

May.

2.8

2.7 9 >;

2.4

2.4

2.2

2.0

2.0

9.0

13.8

10.2

6.8

4.7

3.5

3

1

2.9

2.8

2.7

2.5

2.4

2.3

2.7

2.8

2.6

2.6

2.8

3.0

2.7

2.4

2.3 

2.1

June.

2.0

1.9

1.6

1.4

1.2

2.0

2.8

3.1

2.7 -3.3

5.3

7.0

10.2

14.2

28.4

31.8

28.7

21.8

14 9

9.1

6.0

6.2

5.0

3 9

3.4

3

0

3.1

2 Q

2.6

2.4

July.

2.5

2.3

2.5

2.4

2.1

2.0

2.0

3.7

4.0

4.1

4.6

5.5

4.8

1 9

9.1

19 ^

7.5

^ 9

4.4

6.0

4.2

3

0

2.6

2.2

2 0

2.0

2

0

3.5

3.1 

2.1

Aug.

2.0

1.8

2.0

1.9

1.7

1.7

4.3

7.0

6.0

4.2

3.4

2.8

2.5

2.1

2

C

2.2

2.0

2.2

9 ft.

1.8

1.7

1.7

1.6

1.6

1.5

4

0

3.2

2

Q

9 ^

2.2 

2.6

Sept.

3.2

5.8

20.0

19.3

16.2

12.2

9.6

7.4

5.0

3.8

i <;

4.0

3.2

2 9

2.6 2 4

2.2

2 1

2 A

1 9

1.8

1.7

1.7

1.6

1.6

1.5

1.5

1.4

Oct.

1.6

1.8

1.8

1.6

1.5

1.5

1.6

1.8

6.5

15.7

16.7

Q Q

6.0

A. 9

q q

9 ft

9 ^

9 ^

2.1

2 9

4.2

4.0

3 A

3.4

9 O

2.7

9 ^

2 2

1 Q

1.8 

1.7

Nov.

1.6

1.6

1.5

1.6

1.8

2.0

1 9

1 9

1.8

1.8

1.7

1.6

1.6

1.5

1.5

1.5

1.4

1.4

1.4

1.4

i ^

i °.

i ?. i °.

1.2

1 2

1.2

1.2

1.4

1.7

Dec.

1.6

1.5

1.4

1.4

1.5

1 ft

2.1

l ^

7 a

6.2

3

Q

2.7

9 Q

9 9

9 1

2.0 1 9

1 a

9 ft

2

0

2 2

2.1

9 ft

2.0

3 9

4 6

4 4

4.7

4 5

3.2 

3.5

SANTEE RIVER BASIN. 

DESCRIPTION.

Santee River, which is formed by Congaree and Wateree rivers, 

drains a large area extending from the Blue Ridge in western North 

Carolina through the central portion of South Carolina to the Atlantic 

Ocean. The total length of the basin, measured in the general direction of the course of the river, is about 300 miles.

Wateree River, the more northerly of the two streams, rises on the 

eastern slope of the Blue Ridge in McDowell County, N. C., and flows 

first eastward, then southeastward across North Carolina and a portion of South Carolina to its junction with the Congaree. In North 

Carolina and also in that part of its course in South Carolina above 

Wateree Creek, it is known as Catawba River.
SOUTH ATLANTIC STATES DRAINAGE BASINS. ' 35

The Congaree is formed by the junction of Broad and Saluda 

rivers at Columbia, S. C., whence it flows in a southeasterly direction for about 60 miles to its junction with the Wateree. Broad 

River rises on the eastern slope of the Blue Ridge in McDowell and 

Henderson counties, N. C., and Saluda River rises in Pickens and 

Greenville counties, S. C.

The upper portion of the basin is mountainous, its extreme elevation being 3,000 to 5,000 feet in the Catawba basin and 2,000 to 

3,000 feet in the areas drained by Broad and Saluda rivers. These 

upper portions, even to elevations much below 2,000 feet, are largely 

covered with forests, but the greater part of the area is an agricultural section where much of the land is under cultivation. As in 

the Yadkin River basin, the areas lying above the fall line the 

mountain and Piedmont Plateau portions are made up of various 

granite, gneisses, and schists, which pass below the much younger 

sedimentary deposits of the Coastal Plain a short distance below 

Columbia, S. C.

Snow and ice have little effect on stream flow and the operation 

of gaging stations in this region. The average annual rainfall ranges 

from 45 inches in the central and lower portions to 60 inches near 

the headwaters. In general, the storage opportunities of this basin 

appear somewhat meager on account of the steep slopes and narrow 

valleys by which it is characterized.

Excellent water-power sites are found everywhere above the fall 

line, 

' which JL passes near Camden and Columbia, ' 

S. C., 

' 

and many«/

large powers have already been developed.

The following special reports contain information regarding the 

hydrography of the Santee River basin:

Water power in North Carolina: Bull. North Carolina Geol. Survey No. 8 (postage 

16 cents).

Water powers of North Carolina (in preparation): Bull. North Carolina Geol. Survey, Dr. J. H. Pratt, State geologist, Chapel Hill, N. C. This report will contain all 

records of discharge collected in the Santee River basin prior to 1908 by engineers of 

the United States Geological Survey.

Relation of southern Appalachian Mountains to the development of inland water 

navigation and water powers: U. S. Forest Service Circulars Nos. 143 and 144.

Hydrography of the southern Appalachian Mountain region, part 2, by H. A. Pressey, 

1902: Water-Supply Paper U. S. Geol. Survey No. 63. This publication is no longer 

available for free distribution but may be purchased (price 15 cents) from the Superintendent of Documents, Washington, D. C.

River surveys and profiles made during 1903, by W. C. Hall and J. C. Hoyt: WaterSupply Paper U. S. Geol. Survey No. 115. This report and separate sheets showing 

the Catawba and Broad River profiles may be obtained by applying to the Director 

of'the United States Geological Survey, Washington, D. C.

WATEREE RIVER NEAR CAMDEN, S. O.

This station has been maintained by the United States Weather 

Bureau since 1891 at the toll bridge about 2 miles west of Camden.
36 SURFACE WATER SUPPLY, 1910, PART II.

Camden is located about 45 miles above the mouth of Wateree River 

and about 5 miles below the fall line. The United States Geological 

Survey has published records of discharge since August 12, 1904.

The United States Weather Bureau gage was in three sections, of 

which only the one reading from 15 to 32 feet, painted on the upstream 

cylindrical pier on the right bank, was in good condition up to 1908. 

On August 12, 1904, a chain gage was installed on the bridge at the 

same datum as the upper section of the United States Weather 

Bureau gage.

The flood of August, 1908, washed out the bridge and both the 

United States Geological Survey chain gage and the United States 

Weather Bureau vertical staff gage. This last gage was replaced 

September 1, 1908, at presumably the same datum, by repainting it 

on a pier that was left standing at the opposite end of the bridge. 

The exact datum of this new gage has not been accurately determined. For low and ordinary stages a temporary short section is 

used, which has been subject to some change in location and possibly 

in datum.

Some uncertainty exists regarding the datum to which the gage 

heights were referred prior to the establishment of the chain gage in 

August, 1904. Very little shift in the river bed has occurred since 

discharge measurements have been made at this point up to the time 

of the flood in August, 1908. Measurements since that time, made 

at tlje railroad bridge about half a mile above, indicate a great 

amount of change, which possibly may be due to change in the 

datum of the gage.

Both banks are high but are liable to overflow at extreme high 

water. The river below the station has a very small slope, which is 

unfavorable for good rating at high stages, as the position of the flood 

crest will greatly affect the slope. The high part of the curve has 

been somewhat modified to give a greater discharge for high stages.

The river is subject to power regulation above the station, which 

probably affects the daily mean gage heights considerably, especially 

during low water.

The station was discontinued June 30, 1910.

Discharge measurements of Wateree River near Camden, S. C., in 1910.

Date.

Feb. 15..

Feb. 16..

Hydrographer.

»L '

E. H. Swett.. .............................................

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

Width.

Feet. 

362

355

Area of 

section.

Sq.ft. 

5,130

4,420

Gage 

height.

Feet. 

9.85

7.86

Discharge.

Sec.-ft. 

5,570

2,720

NOTE. Measurements made from railroad bridge about one-half mile above the regular section.
SOUTH ATLANTIC STATES DBAINAGE BASINS. 37

Daily gage height, in feet, of Wateree River near Camden, S. C.,for 1910. 

[H. Arthur Brown, observer.]

Day.

1. .........

2..........

3..........

4..........

5..........

6..........

7..--......

8.........

9..........

10.. ........

11..........

12..........

13. .........

14.......... 

15..........

Jan.

5.9

5.5

5.45

6.2

6.6

6.1

5.75

5.3

5.0

A Q

9.2

5.3

6.2

7.2 

6.7

Feb.

11.6

8.8

8.5

7.9

7.2

6.8

7 3

7.8

7.9

8 Q

9.3

14.2

14.2

12.3 

10.4

Mar.

14.1

25.8

25.1

20.6 las

12.2

10.4

10.6

10.3

8.5

9.0

*8.6

9.1

9.5 

10.0

Apr.

7.4

7.9

6.0

6.1

6.6

7.1

7.0

6.3

6.4

5 A

5.7

6.8

7.8

7.4

as

May.

5 4

6.0

6.0 a2

7.2

a4

K. QK

5.35

10.5

14,8

13.2

12.4

10.8

7.4 

5.7

June.

6.7

6.3

7.2

6.7

5.75

7.6

8.3

7.4

7.1

8.6

8.7

9 0

14,0

20.4 

27.1

Day.

16..........

17..........

18..........

19

20. .........

21 ..........

99

23..........

24..........

OK

26..........

27..........

28..........

29.......... 

30

31..........

Jan.

4

K

ao

A Q

6.1

6 9

6.8

8.0

10.6

10.8

8.6

8.4

7.3

9.1

20.2 

16.7

14.8

Feb.

8.6

9.3

IS 4

15.2

1Q S

15.8

16.4

14.8

18.3

21.2

243

10.8

11.3

Mar.

9

n

8.1

8.2

7.4

6.0

ao

7 9

6.8 a4

7.0

7.5

7.4

6.8

6.7 

6.6

7.3

Apr.

6.7

7.8

ae

7.6

as

6.6

7 9

a4

6.1 ai

7.2

6.8

6.5

5.75 ai

May.

6.6

7.3

7 S

7.2

7 9

7.7 a2

7.1

7.1

8. 9

8.7

8.1

7.1

5.75 

6.3

as

June.

oft o

23.0

19 4

ia4

15.6

12.2

10 7

9.9

10.0

10.7

9.6

9.8

8.6

9.2 

9.6

Daily discharge, in second-feet, of Wateree River near Camden, 8. C.,for 1910.

Day.

1. .........

2. .........

4. .........

5....-.--..

6..........

7. ........

8..........

10..........

11..........

12..........

1 Q

14..........

15. .........

Jan.

l,90fl 

1,560 

1,510 

2,150 

2,490

2,060 

1,770 

1,390 

1,150 

2,760

4,890 

1,390 

2,150 

3.030 

2,580

Feb.

7,330 

4,490 

4,200 

3,660 

3,030

2,670 

3,120 

3,570 

3,660 

4,590

4,990 

10,200 

10,200 

8,100 

6,090

Mar.

10,100 

26,800 

25,700 

18,700 

13,500

7,990 

6,090 

6,290 

5,990 

4,200

4,690 

4,290 

4,790 

5,190 

5,690

Apr.

3,210 

3,660 

1,980 

2,060 

2,490

2,940 

2,850 

2,240 

2,320 

1,470

1,720 

2,670 

3,570 

3,210 

2,240

May.

1,470 

1,980 

1,980 

2,150 

3,030

2,320 

1,940 

1,430 

6,190 

11,000

9,090 

8,210 

6,490 

3,210 

1,720

June.

2,580 

2,240 

3,030 

2,580 

1,770

3,390 

4,020 

3,210 

2,940 

4,290

4,390 

4,690 

10,000 

18,400 

28,900

Date.

16..........

17..........

18..........

19..........

20..........

21 ..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30.......... 

31 ..........

Jan.

700 

1,980 

1,070 

2,060 

2,760

2,670 

3,750 

6,290 

6,490 

4,290

4,110 

3,120 

4,790 

18, 100

13,400 

11,000

Feb.

4,290 

4,990 

9,310 

11,400 

17,600

12,200 

13,000 

11,000 

15,500 

19,600

10,400 

6,490 

7,000

Mar.

4,690 

3,840 

3,930 

3,210 

1,980

1,980 

3,660 

2,670 

2,320 

2,850

3,300 

3,210 

2,670 

2,580 

2,490 

3,120

Apr.

2,580 

3,570 

2,490 

3,390 

 2,670

2,490 

3,030 

2,320 

2,060 

2,060

3,030 

2,670 

2,400 

1,770 

2,060

May.

2,490 

3,120 

3,570 

3,030 

3,660

3,480 

2, 100 

2,940 

2,940 

4,590

4,390 

3,840 

2,940 

1,770 

2,240 

2,400

June.

27,400 

22,300 

17,000 

13,000 

11,900

7,990 

6,390 

5,590 

5,690 

6,390

5,290 

5,490 

4,290 

4,890 

5,290

NOTE. These discharges were obtained from a rating curve which is not well defined.

Monthly discharge of Wateree River near Camden, S. C.,for 1910. 

[Drainage area, 4,500 square miles.]

Month.

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

Discharge in second-feet.

Maximum.

18,100 

19,600 

26,800 

3,660 

11,000 

28,900

Minimum.

760 

2,670 

1,980 

1,470 

1,430 

1,770

Mean.

3,850 

7,950 

6,400 

2,570 

3,610 

8,180

Per

square 

mile.

0.856 

1.77 

1.42 

.571 

.802 

1.82

Run-off 

(depth in 

inches on 

drainage 

area).

0.99 

1.84 

1.64 

.64 

.92 

2.03

Accuracy.

B 

B 

B

C , BB :
38 SURFACE WATER SUPPLY, 1910, PART II. 

SAVANNAH RIVER BASIN. 

DESCRIPTION.

Savannah River rises on the southern slope of the Blue Ridge, 

in the northeast corner of Georgia and the northwest corner 

of South Carolina, some of its headwaters coming across the State 

line from North Carolina. Its general course is southeast, and it 

forms the boundary between Georgia and South Carolina from the 

North Carolina line to the Atlantic Ocean. The basin is about 260 

miles long and contains about 11,100 square miles.

The principal tributaries are Tallulah, Seneca, and Broad rivers. 

The name Tugaloo River is applied to the main stream above the 

mouth of the Seneca, and in turn it becomes Chattooga River above 

the mouth of the Tallulah.

A small area of the upper end of the basin lying in the Appalachian 

Mountains has an elevation of 3,000 feet and even more, but the fall 

is very rapid down to about 1,000 feet in the Piedmont Plateau region, 

in which most of the drainage basin lies. The Coastal Plain portion 

of this basin, from Augusta, Ga., down, is comparatively narrow.

Above the fall line, which passes a few miles above Augusta, Ga., 

the main streams and many smaller tributaries afford excellent water 

powers, having a good amount of fall and a large minimum flow.

Ice and snow have little or no effect on stream flow in this area. 

The average annual rainfall reaches 70 inches in the extreme upper 

portion and ranges from 50 to 60 inches in the other parts. The 

basin contains a number of fairly good sites for storage reservoirs 

on Tugaloo River and on the tributaries of the Seneca and on Broad 

River in Georgia.

The following special reports contain information regarding the 

hydrography of the Savannah River basin:

Water resources of Georgia, by B. M. and M. R. Hall: Water-Supply Paper U. S. 

Geol. Survey No. 197. This report contains data collected in this basin prior to 1906.

River surveys and profiles made during 1903, by W. C. Hall and J. C. Hoyt: WaterSupply Paper U. S. Geol. Survey No. 115. This report and separate sheets, showing 

the Catawba and Broad River profiles, may be obtained by applying to the Director, 

United States Geological Survey, Washington, B.C.

Relation of southern Appalachian Mountains to the development of inland water 

navigation and water power: U. S. Forest Service Circulars Nos. 143 and 144.

TUGALOO RIVER NEAR MADISON^ S. C.

This station was originally established at Cooks Ferry July 19, 

1898, and was discontinued December 31, 1901, when the ferry was 

moved. It was reestablished July 7, 1903, at Holcombs Ferry, 1 

mile west of Madison, S. C., 900 feet below the Southern Railway 

bridge, about 1^ miles above the point where the old station
SOUTH ATLANTIC STATES DRAINAGE BASINS.

was located, and 2 miles below the mouth of Toccoa Creek. The data 

from this station have been used largely for water-power estimates.

The gage at Holcombs Ferry is a vertical staff in three sections. 

The low-water section, reading from 1 foot to 16 feet, is attached 

to a sycamore tree on the left bank about 30 feet above the ferry 

landing. The second section reads from 16 to 22 feet and is attached 

to another sycamore tree on the left bank about 18 feet above the 

ferry landing. The .high-water section, reading from 21 to 31 feet, 

is fastened to a locust tree on the left bank at the fork of the road, 

about 175 feet from the ferry landing.

The gage heights are probably not seriously affected by artificial 

control, although there are some flash dams on headwater streams, 

used for booming logs, and when the water from one of these dams 

is released considerable rise occurs at the station for a few hours, 

often amounting to a foot or more.

The datum of both gages has remained constant during the period 

of their maintenance. There is, however, no established relation 

between the two gage zeros. The datum of the present gage is 

630.10 feet above sea level.

Discharge measurements are made from a small boat held in place 

by a cable stretched across the river. Both banks are moderately 

high, but will overflow for about 200 feet on each side at extreme 

high stages. The bed of the river is sandy and changeable, necessitating frequent changes in the rating. The high-water part of the 

rating curve has not yet been developed.

The station was discontinued June 30, 1910.

Daily gage height, in feet, of Tugaloo River near Madison, S. C.,for 1910. 

[T. A. Spencer, observer.]

Day.

2. .........

3. ........ .

4. .........

5....--.-..

C. .........

7..-..-....

8..........

9

10..........

11..........

12..........

13..........

Jan.

3.5

3.3

3.4

3.4

3.0

3.2

9.6

5.5

4. 1

4.1

3.8

3.6

3.55 Q <;

Q C

Feb.

3.5

3.4

3.4

3

AK

3.5

3.4

3.25

3.3

3.3

3.5

3.6

3.8

3.5

0 Q

3.4

Mar.

10.3

8.2

6.3

5.5

5.4

4.8

4.75

4.5

4.2

4.3

4

K

A 7

4.2

4.25

4 0

Apr.

3.5

3.45

3.45

3.4

3.3

3.5

3.4

3.45

3.3

Q OK

3.2

3.4

3 OK

3 9

May.

3.2

3 2

3.1

3.2

3.2

3.3

3.2

18.0

13.5

7.0

5.7

5.0

4.6

4.3

A OK

June.

4.4

4.3

5.1

4 4

7.7

5.3

47

A CC

4.4

A Q

4 6

7.5

6.1

6.0

Day.

16..........

17. .........

18..........

10

90

91§::::::::::

23..........

f)A

25..........

Ofl

97

28..........

sn

31 ..........

Jan.

3 4

3.4

3.4

S 7

S Q.

4.35

A K

3.85

^ Q

3 7

3.6

3

K

3.5

41

S 7

3.6

Feb.

3.55

3.8

9.5

K ft

A. 7

44

48

42

42

S Q

Q OK

3.8

5.2

Mar.

3.9

3.8

3.9

3 Q

* 3

41

4 0

3.8

3

7C

3.75

3 7

3

fiC

3

t<

3.65

3.5

Apr.

3.2

5.8

5.6

43

3.7

3.5

3.45

3.4

3.4

3.4

3.6

3.4

3.3

3.4

o o

May.

4.3

4.5

4 1

48

8.0

5.8

5.75

5.7

9.8

6.8

5.7

5.3

4. 9

5 A

47.

June.

6.1

5.2

4.7

A K

A K

4.3

44

48

A Q

48

4 6

4.2

n n

42
40 SURFACE WATER SUPPLY, 1910, PART H.

Daily discharge, in second-feet, of Tugaloo River near Madison, S. C.,for 1910.

Day.

1. .........

2..........

3..........

4. .........

5..........

6..........

7.........

8..........

9. .........

10. ........ .

11..........

12..........

13-......--.

14..........

15..........

Jan.

1,250 

1,120 

1,180 

1,180 

940

1,060 

6,940 

2,880 

2,000 

1,690

1,460 

1,320 

1,280 

1,250 

1,250

Feb.

1,250 

1,180 

1,180 

1,3CO 

1,250

1,180 

1,090 

1,120 

1,120 

1,250

1,320 

1,460 

1,250 

1,120 

1,180

Mar.

7,640 

5,540 

3,650 

2,880 

2,790

2,250 

2,210 

2,000 

1,760 

1,840

2,000 

2,170 

1,700 

1,800 

1,610

Apr.

1,250 

1,220 

1,220 

1,180 

1,120

1,250 

1,180 

1,220 

1,220 

1,120

1,090 

1.060 

1,180 

1,090 

1,060

May.

1,060 

1,060 

996 

1,060 

1,060

1,120 

1,060 

15,300 

10,800 

4,340

3,070 

2,420 

2,080 

1,840 

1,800

June.

1,920 

1,840 

2,510 

1,920 

2,250

5,040 

2,700 

2,170 

2,040 

1,920

1,840 

2,080 

4,840 

3,460 

3,940

Day.

16..........

17..........

18..........

19..........

20..........

21..........

99

23..........

24..........

25. .........

26..........

97

28..........

29.....--...

30.......... 

31..........

Jan.

1,180 

1,180 

1,180 

1,390 

1,540

1,880 

2,000 

1,500 

1,540 

1,390

1,320 

1,250 

1,250 

1,690

1,390 

1,320

Feb.

1,280 

1,460 

6,840 

2,980 

2,170

1,920 

2,250 

1,760 

1,760 

1,540

1,500 

1,460 

2,600

Mar.

1,540 

1,460 

1,540 

1,540 

2,700

1,690 

1,610 

1,460 

1,460 

1,430

1,430 

1,390 

1,360 

1,32C 

1,360 

1,250

Apr.

1,060 

3,170 

2,980 

1,840 

1,390

1,250 

1,220 

1,180 

1,180 

1,180

1.320 

l',180 

1,120 

1,180 

1,060

May.

1,840 

1,960 

2,000 

2,000 

2,250

5,340 

3, 170 

3,120 

3,070 

7,140

4,140 

3,070 

2,700 

2,340 

2,420 

2,170

June.

3,46o 

2,600 

2,17Q 2,00° 

2,00°

1,840 

1,920 

2,250 

2,340 

2,250

2,080 

1,760 

1,690 

1,610 

1,760

NOTE. These discharges were obtained from a rating curve which is fairly well defined between 690 and 

1,600 second-feet.

Monthly discharge of Tugaloo River near Madison, 8. C.,for 1910. 

[Drainage area, 593 square miles.]

Month.

Discharge in second-feet.

Maximum.

6,940 

6,840 

7,640 

3,170 

15,300 

5,040

Minimum.

940 

1,090 

1,250 

1,060 

996 

1,610

Mean.

1,610 

1,710 

2,140 

1,330 

3,150 

2,410

Per

square 

mile.

2.72 

2.88 

3.61 

2.24 

5.31 

4.06

Run-off 

(depth in 

inches on 

drainage 

area).

3.14 

3.00 

4.16 

2.50 

6.12 

4.53

Accuracy.

B 

B 

B 

B 

C 

B

NOTE. As no measurements were made in 1910 the accuracy of these estimates is dependent on the 

permanency of conditions of flow.

SAVANNAH RIVER AT WOODLAWN, S. C.

This station is located at the Charleston & Western Carolina 

Railway bridge 1,000 feet from the depot at Woodlawn, S. C., 17 

miles above Augusta, Ga., and 10 miles above the Augusta waterpower dam. It is 5 miles above Stevens Creek, which is a large 

tributary from the Carolina side. The station was established 

November 9, 1905, and has been maintained continuously except 

from August 27 to October 12, 1908, when the gage was destroyed by 

a flood which washed out the two main spans of the east-channel 

bridge. The gage is read twice a day in order to equalize the slight 

fluctuations due to water-power operations.

The original standard chain gage was attached to the railroad 

bridge. The present temporary staff gage used since October 12 ; 

1908, consists of three vertical sections attached to trees from 50 to 

80 feet above the bridge. The datum of both gages is the same and 

has not changed since their installation.
SOUTH ATLANTIC STATES DBAINAGE BASINS. 41

Discharge measurements are made from the upstream side of the 

railway bridge.

Both banks overflow slightly at extreme high stages. An island 

which divides the channel into two sections is also overflowed at high 

stages, the overflow passing through about 900 feet of wooden trestle. 

The bed of the stream is composed mainly of rock and is rough, 

causing broken and irregular current in some portions of the cross 

section. Conditions of flow have changed somewhat since 1908, probably because a span of iron bridge lies crosswise in the main channel 

a short distance below the station, in what was originally the deepest 

and swiftest part. This obstruction probably did not affect the 

.1907-8 rating materially, as the trusswork was less obstructed than 

later on.

The monthly estimates for August to December, 1908, as published 

in Water-Supply Paper 242, are liable to some error and should be 

used with caution. Measurements in 1909 and in January, 1910, 

indicate that the obstruction altered the channel conditions and 

necessitated a new rating for 1909 and 1910. The natural conditions 

appear to be constant.

The station was discontinued June 30, 1910.

Discharge measurements of Savannah River at Woodlawn, S. C., in 1910.

Date.

Jan. 21

22

Hydrographer.

E. H. Swett . . ............................................

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

Width.

Feet. 

589

596

Area of 

section.

Sq.ft. 

3,100

3,580

Gage 

height.

Feet. 

4.94

5.77

Discharge.

Sec.-ft. 

6,440

8,620

Daily gage height, infect, of Savannah River at Woodlawn, S. C.,for 1910. 

[J. C. Parks, observer.]

Day.

1. .........

2..........

3..........

4..........

5..........

6..........

7..........

8..........

9....-...-.

10..-...-...

11..........

12..........

13..........

14..........

15..........

Jan.

3.9

4.15

4.2

4.35

6.6

5.95

5.3

4.8

4.6

4.5

4.5

4.5

4

K

445

Feb.

7.2

6.7

6.3

5.25

5.0

4.9

5.0

4.95

5.0

5.0

6.4

6.2

7.3

S

QC

5.65

Mar.

15.8

H 9

7.6

6.6

6.4

6.5

6.5

6.6

6.6

6.5

7.0

7.0

6.6

6.7

6.6

Apr.

4.8

4.8

4.75

4.75

4.7

4.6

4.6

4.6

4.5

4.45

4 t\

4 t;

4.5

4 EC

4.6

May.

4.5

4.4

4 ^t;

4.4

4.4

4.55

5.1

13.3

8.0

6.4

5 7

5

0

5.1

June.

5.0

4 9

5.7

S

/f

5.2

6.6

5.9 P; p;

S o

C Q

6.4

6.7

7 Q

9 7

in ft

Day.

16..........

17..........

18..........

19

20..........

21

OO

23

24..........

25- .....---.

26..........

OO

9Q

3f)

31..........

Jan.

4.5

4.7

4.5

4.5

4 95

5.6

6.2

5.8

6.1

5.75

6.3

6.6

11.1

9.6

8.3

Feb.

5.5

9.9

11.8

8 Q

9.4

8.9

8 n

6.9

6.2

5.85

5.7

12 9

------

Mar.

6.5

6.5

6.4

6.1

6.0

=, Q

7.0

5.35

>; 9

CL 1

5.0

5.0

5

1

5.0

4.9

4.85

Apr.

4.5

8.4

8.2

7 9

6.4

5.1

4.8

4.65

4.55

4 5

A t*

4.5

4.5

4.5

May.

5.0

4.9

4.8

4.7

4.6

5.2

7.3

6.4

6.5

8.4

7.8

7.0

6.1

5.8

5.5

5.15

June.

8.9

7.2

6.0

5.8

5.65

5.3

5.65

=, 7

5.55

5.25

5.05

4.8

4.6

4.8

5.5
42 SURFACE WATER SUPPLY, 1910, PART IT.

Daily discharge, in second-feet, of Savannah River at Woodlawn, S. C., for 1910.

Day.

2..........

3. ........ .

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13 ..........

14..........

15..........

Jan.

3,980 

4,540 

4,650 

5,000 

5,110

11,800 

9,440 

7,410 

6,080 

5,590

5,350 

5,350 

5,350 

5,350 

5,230

Feb.

14,200 

12,200 

10,600 

7,270 

6,590

6,330 

6,590 

6,460 

6,590 

6,590

11,000 

10,300 

14,600 

9,440 

8,460

Mar.

62,400 

34,900 

15,800 

11,800 

11,000

11,400 

11,400 

11,800 

11,800 

11,400

13,400 

13,400 

11,800 

12,200 

11,800

Apr.

6,080 

6,080 

5,960 

5,960 

5,830

5,590 

5,590 

5,590 

5,350 

5,230

5,350 

5,350 

5,350 

5,470 

5,590

May.

5,350 

5,110 

5,110 

5,000 

5,110

5,110 

5,470 

6,860 

43,000 

47,200

17,600 

11,000 

8,620 

7,410 e;s60

June.

6,590 

6,330 

8,620 

7,700 

7,130

11,800 

9,270 

8,000 

7,130 

9,270

11,000 

12,200 

16,700 

26,400 

32,600

Day.

16..........

17..........

18..........

19

20..........

21 ..........

22..........

23..........

24..........

95

26..........

27..........

28..........

29..........

30..........

31. .........

Jan.

5,350 

5,830 

5,350 

5.110 

5,350

6,460 

 8,310 

10,300 

8,940 

9,940

8,780 

10,600 

11,800 

34,300

25,900

19, 100

Feb.

8,000 

7,700 

27,500 

38,400 

22,100

24,800 

22,100 

17,600 

13,000 

10,300

9,100 

8,620 

44,800

Mar.

11,400 

11,400 

11,000 

9,940 

9,600

9,270 

13,400 

7,560 

7,130 

6,860

6,590 

6,590 

6,860 

6,590 

6,330 

6,200

Apr.

5,350 

7,700 

19,600 

18,600 

14,200

11,000 

6,860 

6,080 

5,710 

5,470

5,350 

5,350 

5,350 

5,350 

5,350

May.

6,590 

6,330 

6,080 

5,830 

5,590

7,130 

14,600 

11,000 

11,400 

19,600

16,700 

13,400 

9,940 

8,940 

8,000 

7.000

June.

22,100 

14,200 

9,600 

8,940 

8,460

7,410 

8,460 

8,620 

8,160 

7,270

6,720 

6,080 

5,590 

6,080 

8,000

NOTE. These discharges are based on a rating curve that is fairly well defined between 5,400 and 20,000 

second-feet.

Monthly discharge of Savannah River at Woodlawn, S. C.,for 1910. 

[Drainage area, 6,600 square miles.l

Month.

February ...............................

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

Discharge in second-feet.

Maximum.

34,300 

44,800 

62,400 

19,600 

47,200 

32,600

Minimum.

3,980 

6,330 

6,200 

5,230 

5,000 

5,590

Mean.

8,760 

14,000 

12, 700 

7,060 

11,100 

10,500

Per 

square 

mile.

1.33 

2.12 

1.92 

1.07 

1.68 

1.59

Run-off 

(depth in 

inches on 

drainage 

area).

1.53 

2.21 

2.21 

1.19 

1.94 

1.77

Accuracy.

B 

A 

A 

A 

A 

A

TALLULAH RIVER AT TALLULAH FALLS, GA.

This station is located at the wagon bridge at Tallulah Falls, about 

one-fourth, mile above the beginning of the falls proper. It was 

established August 29, 1900, but the record for that year extended 

only to October 19. Readings were resumed January 18, 1901, and 

were again discontinued December 31, 1901. On July 15, 1904, the 

station was reestablished and observations have been continued 

without break except from July 1 to August 15, 1909. On August 16, 

1909, the station was reestablished by special request of the North 

Georgia Electric Co.

The original staff gage, established in 1900, about 50 feet above 

the bridge, is still in place, and other gages which have superseded 

it have been set to agree with the original datum. The present gage 

is of the standard chain type and is located on the bridge, from which 

discharge measurements are made. Both banks are high and not 

subject to overflow. The bed of the stream is rough and composed 

of rocks. The flow is not perceptibly affected by artificial control 

of water. Conditions of flow have changed slightly since the establishment of the station.

The following measurement was made by M. R. Hall:

June 24: Width, 63 feet; area of section, 405 square feet; gage height, 2.70 feet; 

discharge, 904 second-feet.
SOUTH ATLANTIC STATES DRAINAGE BASINS. 43

Daily gage height, in feet, of Tallulah River at Tallulah Falls, Ga., 1910. 

[Wyly Pitts, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

27.....--..-.....

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

29...........*...

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

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

Jan.

1.4

1.5

1.5

1.4

1.4

1.7

3.2

2.25

1.95

1.8

1.7

1.6 

1.6

1.6

1.5

1.5

1.5

1.5

1.65

1.55

2.25

1.9

1.7

1.65

1.6

1.6

1.6

1.65

1.65

1.6

1.6

Feb.

1.5

1.5

1.55

1.65

1.55

1.5

1.4

1.4

1.55

1.45

1.55

1.65 

1.35

1.35

1.5

1.7

1.9

3.0

2.3

2.05

2.05

2.0

1.9

1.8

1.7

1.7

1.95

2.75

Mar.

3.8

3.0

2.55

2.35

2.2

2.1

1.95 

1.95

1.9

2.05

2.1

2.0 

1.9

1.8

1.75

1.75

1.7

1.7

1.7

2.2

1 Q

1.8

1.75

1.7

1.6

1.65

1.6

1.6

1.6

1.55

 1.5

Apr.

1.5

1.5

1.5

1.5

1.45

1.6

1.4 

1.4

1.4

1.4

1.4

1.4. 

1.5

1.4

1.4

1.5

3.0

2.2

1.9

1.8

1.7

1.6

1.6

1.55

1.65

1.6

1.5

1.5

1.5

May.

1 4

1.4

1.4

1.4

1.4

1.4

2.0 

4.6

3.6

2.65

2.4

2.2 

2.2

2.0

1 Q

1 Q

2.1

2 9

9 ft

2.55

3.2

2.7

2.7

3.3

3.8

2.85

2

ee

2.4

2.3

2.25

2.15

June.

9 fl5

2.0

2.35

2.0

2

CC

3.2

2.6 

2.25

2.2

2 1 5

2.1

2.3

2.7

2.4

9 Q

2.6

2.3

2 9

2.05

2.0

2.3

2.3

2.5

2.0

2

n

1 Q

1.8

1.85 9 n

July.

.......

.......

1 Q5

1.9

1.85

1 75

1 S

1.7

1.7

1 OS

1.8

1.7

1.7

1.6

Aug.

1.6

1.5

1.6

1.7

1.6

1.7

1.7 

1.6

1.55

1 55

1.4

1.5 

1.5

1.6

1.6

1.45

1.4

1.5

1.4

1.4

1.3

1 3

1.3

1.3

1.35

1 45

1.4

1.3

1.3

1.4

2.75

Sept.

2

9C

1.8

1.55

1.6

1 ^

1.45

1.4 

1.4

1.4

1.6

1.35

1.35 

1.3

1.25

1.3

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.95

1.5

1.4

1.25

1.2

1.6

1.5

Oct.

1.3

1.35

1.1

1.1

1.1

1.15

1.65 

2.2

2.15

1.7

1.45

1.4 

1.3

1.3

1.2

1.2

1.2

1.1

1.1

1.1

1.05

1.0

1.0

1.0

1.0

1.0

1.0

1.15

1.1

1.0

1.0

Nov.

1.0

1.0

1.0

1.0

1.0

1.0

1.0 

1.0

1.0

1.0

1.0

.9 

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

.9

.9

1.0

.95

.95

1.0

1.0

1.0

Dec.

1.0

2.3

3.4

1.85 

1.55

1.4

1.3

1.25

1.2 

1.1

1.1

1.1

1.1

1.1

1.15

1.2

1.1

1.0

1.0

1.3

2.1

1.5

1.35

1.3

1.3

1.3

1.8

1.55

Daily discharge, in second-feet, of Tallulah River at Tallulah Falls, Ga., 1910.

Day.

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

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

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

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

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

7.-.....--..--..

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

365

400

400

365

365

480

1,330

725

588

520

480

440

440

400

400

400

400

460

420

725

565

480

460

440

440

440

460

460

440

440

Feb.

400 /inn

420

460

420

400

365

365

420

382

420

460

348

400

480

cce

1,170

750

632

632

610

565

520

480

588

1,000

Mar.

1 Qfifl

1,170

880

775

700

588

588

565

632

655

610

565

500

500

480

480

480

700

565

520

KAA

480

440

460

440

440

440

420

400

Apr.

400

400

400

382

365

365

365

365

365

365

400

365

365

400

1,170

700

565

520

480

440

420

420

460

440

400

400

May.

365

365

365

365

365

365

2,970

1,730

940

800

700

700

610

565

ccc

700

880

1 330

970

Q7ft

1 Qfifl

1 060

880

800

791;

678

June.

eqo

610

77 c

610

930

1 vvi

910 791;

700

678

RK'!

75n

970

800

1,100

910

7 en

700

678

632

610

750.

7 en

ocn

610

610

565

520

542

610

July.

KOQ

565

enn.

520

480

4sn

588

520

480

480

Aug.

440

400

440

480

440

480

480

420

420

QftC

400

400

440

440

382

365

400

365

365

qqn

330

330

qqn

348

382

365

330

qqn

365

1 ' 000

Sept.

79 K

con

420

365

365

365

440

348

348

330

O1O

33ft

265

265

265

265

265

265

800

588

/mn

365

312

295

440

400

Oct.

33n

348

265

265

265

280

460

700

672

480

382

365

330

330

295

295

9QC

265

265

265

251

237

937

237

237

237

237

280

237

237

Nov.

937

237

" 237

237

237

237

237

237

237

237

237

212

237

237

237

237

937

237

237 237'

237

237

212

212

237

224

224

237

237

237

Dec.

237

212

212

212

750

1,520

542

420

365

330

312

295

265

265

265

265

265

280

295

265

v 237

237

330

655

400

348

330

330

330

520

420

NOTE. These discharges were obtained from a fairly well defined rating curve.
44 SURFACE WATER SUPPLY, 1910, PART n.

Monthly discharge of Tallulah River at Tallulah Falls, Ga.,for 1910. 

[Drainage area, 191 square miles.]

Month.

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

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

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

Discharge in second-feet.

Maximum.

1,330 

1,170 

1,960 

1,170 

2,970 

1,330

1,000 

725 

700 

237 

1,520

2,970

Minimum.

365 

348 

400 

365 

365 

520

330 

265 

237 

212 

212

212

Mean.

489 

517 

616 

447 

866 

742 

o682 

413 

386 

318 

234 

378

508

Per 

square 

mile.

2.56 

2.71 

3.23 

2.34 

4.53 

3.88 

3.57 

2.16 

2.02 

1.66 

1.23 

1.98

2.66

Run-off 

(depth in 

inches on 

drainage 

area).

2.95 

2.82 

3.72 

2.61 

5.22 

433 

4.12 

2.49 

2.25 

1.91 

1.37 

2.28

36.07

Accuracy.

A 

A 

A 

A 

A 

A 

C 

A 

B 

B 

B 

B

a July 1-19 estimated to average 787 second-feet by comparison with. Broad River near CarlteQ, Ga. 

BROAD RIVER (OF GEORGIA) NEAR CARLTON, GA.

This station, which is located at the Seaboard Air Line Railway 

bridge 3 miles east of Carlton, Ga., and 2 miles above the mouth of 

the south fork, was established May 27, 1897. Gage readings are 

taken by the United States Weather Bureau and are furnished to the 

United States Geological Survey.

Records of this station are valuable for water-power studies, both 

on Broad River and on Savannah River, to which it is tributary. 

The flow is affected little or not at all by artificial control. Measurements are made from the upstream side of the bridge.

The datum of the chain gage, which is on the bridge, has remained 

constant since the establishment of the station; its elevation is 384 

feet above sea level. The left bank overflows for about 400 feet at a 

gage height of about 16 feet. The bed of the stream is sand and 

gravel and is slightly changeable.

Discharge measurements of Broad River (of Georgia) near Carlton, Ga., in 1910.

Date.

Feb. 9

May 16

Hydrographer.

E.H. Swett..................... . . .... ...............

M. R. Hall ................................................

Width.

Feet. 

182

171

Area of 

section.

Sq.ft. 

445

386

Gage 

height.

Feet. 

2.93

2.54

Discharge.

Sec.-ft. 

795

759
SOUTH ATLANTIC STATES DRAINAGE BASINS. 45

Daily gage height, in feet, of Broad River (of Georgia) near Carlton, Ga.,for 1910.

[M. C. Power, observer.]

Day.

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

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

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

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

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

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

7.....-.....-.-.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

2.5

2.8

2.5

2.4

2.2

2.5

3.0

3.4

2.7

2.6

2.6

2.2

2.1

2.5

2.5

2.4

2.4

2.4

2.4

2.4

2.7

3.5

2.6

3.0

3.2

3.2

3.1

3.9

5.1

4.0

3.7

Feb.

3.5

3.1

2.8

3.1

9 3

2.1

2.3

2.2

2.8

2.6

3.3

i 1

2.8

2.6

2.4

2.6

2.5

6.3

6.1

4.1

3.9

4.2

3.6

3.5

3.6

3.4

2.9

2.6

Mar.

7.5

6.9

5.2

4 1

3.1

3-0

3.3

3.1

2.8

2.6

2.4

2.9

2.3

2.5

2.3

2.5

2.9

2.7

2.5

2.4

2.6

2.4

2.4

2.5

2.7

2.3

2.1

2.7

2.4

2.0

2.3

Apr.

2.4

2.1

2.3

9 7

2.4

2.0

2.3

2.4

9 fi

2.3

2.3

2.1

2.0

2.1

2.3

2.0

2.3

4.0

3.8

2.6

2.3

2.2

2.3

2.0

2.3

2.0

2.2

2.4

2.1

2.3

May.

2.3

2.1

2.2

2.0

2.2

2.3

2.1

2.6

4.3

4 1

3.7

3.5

3.2

3.0

2.8

2.6

2.7

2.5

2 A

3.8

4 5

3.5

i 1

2.8

3.7

4 7

3.7

3.3

3.0

2.7

2.3

June.

2.0

2.2

2.4

i r\

2.2

2.5

3.4

4.0

1 9

2.8

3.5

4.3

1 Q

4.6

7.1

4.5

3.0

2.8

9 Q

2.8

2.7

3.1

2.2

2.8

3.2

2.7

2.3

2.0

2.3

4.5

July.

3.9

5.3

3.9

3.6

4.0

4.6

4.5

4.9

5.5

4.0

3.5

2.4

2.8

2.4

4.9

3.8

2.3

3.3

3.7

3.1

2.7

2.2

2.8

3.0

2.5

2.3

2.7

2.3

2.6

2.2

2.0

Aug.

2.7

2.2

2.5

2.6

2.2

2.6

3.1

2.7

3.9

3.1

2.6

2.2

2.7

2.5

2.2

2.0

2.3

2.0

2.2

2.5

2.6

2.3

2.2

2.4

2.7

2.5

2.2

2.3

2.1

2.3

13.0

Sept.

14.5

9.5

5.2

4.0

3.3

3.6

3.1

2.4

2.6

2.2

2.2

2.3

2.1

2.3

2.2

2.0

2.2

2.1

2.2

2.1

2.2

2.0

2.6

3.1

2.6

2.2

2.0

2.3

2.5

2.3

Oct.

2.1

2 1

2.2

9 n

2.2

2.2

2.5

3.4

3.0

2.7

2.3

2.0

2.2

2.4

2.1

2.3

2.1

2.0

2.2

2.1

2.2

2.0

2.2

2.0

2.1

2.2

2.0

2.1

2.3

2.2

2.0

Nov.

2.2

2.0

2.1

2.2

2.0

2.3

2.2

2.0

2.1

2.2

2.1

2.2

2.1

2.2

2.0

2.2

2.1

2.3

2.2

2.0

2.2

2.1

2.0

2.2

2.1

2.0

2.2

2.3

2.5

2.3

Dec.

2.2

2.1

2.0

2.2

2.5

4.8

4.0

3.5

3.3

2.5

2.3

2.0

2.2

2.4

2.2

2.1

2.0

2.7

2.3

2.8

2.4

2.2

2.4

2.7

3.0

2.6

2.2

2.1

2.0

2.3

2.7

Daily discharge, in second-feet, of Broad River (of Georgia} near Carlton, Ga.,for 1910.

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.

750

930

695

595

750

1,070

1,370

865

805

805

595

545

750

750

695

695

695

695

695

865

1,450

805

1,070

1,220

1,220

1,140

1 7Qfl

2,990

1,880

1,620

Feb.

1,450

1,140

930

1,140

645

545

645

595

930

805

1,290

1 140

930

805

695

805

750

4 430

4,180

1,970

1,790

1,540

1,450

1,540

1,370

1,000

805

Mar.

6,060

3,100

1,970

1,140

1,070

1 9Qfi

1,140

930

805

695

1,000

645

750

645

1,000

750

695

805

695

750

865

645

545

865

695

500

645

Apr.

695

545

645

865

695

500

645

695

805

645

645

545

500

545

645

500

645

1 880

l'700

805

645

595

645

500

645

500

595

545

645

May.

645 <\AR

ISQK

595

fi4/>

545

805

9 1fift

1,970

1,620

1 4f;n

1,220

1,070

930

805

865

7 en

695

1,700

2,350

1 450

l'l40

930

865

1,620

1,290

1,070

865

645

June.

500

CQC.

695

1,070

595

1,370

1,880

1,220

QQfl

1,450

2 160

1 7Qfi

2,450

5,500

2

0Cfl

1,070

QOn

645

930

865

1 '101 140

930

1,220

865

645

Cfifi

645

2

OCfi

July.

1,790

3,210

1 7Qfl

1,540

1,880

2,450

2,350

2,770

3 Adn

1,880

1,450

ftQC

930

695

2,770

1 700

645

1 9Qft

1,140

865

595

QOn

1,070

750

645

865

645

805

595

500

Aug.

865

750

805

595

805

1,140

865

1,790

1,140

805

595

865

750

Cflfi

645

500

750

805

645

595

695

865

750

645

545

645

U 7f¥l

Sept.

17,200

S oon

3,100

1,880

1,290

1,540

1 140 '695

805

595

595

545

645

CQC

Cflfi

595

<\AK

595

545

595

cnn

805

1,140

805

595

500

645

750

' (UK

Oct.

545

545

595

500

595

7 en

1,370

1,070

865

645

cnfl

695

KAK

645

545

Cfifi

CQC

545

Cftfi

CQC

500

545

595

500

KAK

645

CQC

500

Nov.

595

500

545

595

500

645

CQC

500

545

595

545

545

595

500

545

645

595

500

595

545

500

595

545

500

595

645

750

645

Dec.

595

545

500

595

750

2,660

1,880

1,450

1,290

750

645

500

595

695

595

545

500

865

645

930

695

595

695

865

1,070

803

595

545

500

645

865

NOTE. These discharges were obtained from a rating curve which is well defined below 9,800 second-feet.
46 SURFACE WATER SUPPLY, 1910, PART II.

Monthly discharge of Broad River (of Georgia) near Carlton, Ga.,for 1910. 

[Drainage area, 762 square miles.]

Month.

February ......................................

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

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

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

Discharge in second-feet.

Maximum.

2,990 

4,430 

6,060 

1,880 

2,560 

5,500 

3,440 

14,700 

17, 200 

1,370 

750 

2,660

17,200

Minimum.

545 

545 

500 

500 

500 

500 

500 

500 

500 

500 

500 

500

500

Mean.

1,020 

1,330 

1,230 

705 

1,130 

1,290 

1,430 

1,210 

1,670 

624 

573 

820

1,080

Per 

square 

mile.

1.34 

1.75 

1.61 

.925 

1.48 

1.69 

1.88 

1.59 

2.19 

.819 

.752 

1.08

1.42

Run-ofl 

(depth in 

inches on 

drainage 

area).

1.54 

1.82 

1.86 

1.03 

1.71 

1.89 

2.17 

1.83 

2.44 

.94 

.84 

1.24

19.31

NOTE. The uniformity of the minima and also the high values of certain of the maxima render the 

accuracy of the records at this station somewhat questionable. The values in the above tables should 

be used with caution.

ALTAMAHA RIVER BASIN. 

DESCRIPTION.

Altamaha River rises in the north-central part of Georgia, along 

the southern slope of the Chattahoochee Ridge, flows southeastward, 

and discharges into the Atlantic Ocean near Darien. The basin is 

about 250 miles long and has an area of 14,100 square miles.

The two main tributaries forming the Altamaha are Oconee and 

Ocmulgee rivers, which unite about 100 miles above Darien. Oconee 

River rises in Hall County and flows in a southeasterly direction to 

the Altamaha. Apalachee River enters the Oconee near the southeast 

corner of Morgan County. Little River enters the main stream about 

15 miles above Milledgeville, Ga. Ocmulgee River, the westernmost 

of the main tributaries, is formed by streams that rise in Fulton, 

Dekalb, and Gwinnett counties; Yellow, South, and Alcovy rivers are 

its upper tributaries. Towaliga River enters the Ocmulgee at about 

the southwest corner of Jasper County, which is above Macon. 

Ohoopee River is a tributary of the Altamaha about 30 miles below 

the junction of Oconee and Ocmulgee rivers.

The portion above the fall line, which passes near Milledgeville and 

Macon, lies entirely in the Piedmont Plateau and contains great 

masses of granite, including Stone Mountain in Dekalb County, 16 

miles east of Atlanta, which rises about 700 feet above the surrounding country and covers several square miles. The larger part 

of the basin lies in the Coastal Plain region. Very little of this 

basin is too steep for agriculture, and only a rather small amount of 

original forest remains. Probably the larger part of the lands now
SOUTH ATLANTIC STATES DRAINAGE BASINS. 47

wooded consists of lands once cultivated but now carrying secondgrowth timber in the Piedmont region and cut-over timber lands in 

the southern portion.

The mean annual rainfall of the basin is about 50 inches. The basin 

contains many good reservoir sites for partial storage in connection 

with power plants, and larger sites are no doubt available, especially 

on Oconee River. Above the fall line all the streams have considerable slope and afford many excellent sites for water-power 

development.

The following special reports contain information regarding the 

hydrography of the Altamaha River basin:

Water resources of Georgia, by B. M. and M. R. Hall: Water-Supply Paper U. S. 

Geol. Survey No. 197.. This report contains data on stream flow, water power, and 

river surveys collected prior to 1906.

River surveys and profiles made during 1903, by W. C. Hall and J. C. Hoyt: WaterSupply Paper U. S. Geol. Survey No. 115. This report may be obtained by applying to the Director United States Geological Survey, Washington, D. C.

Relation of southern Appalachian Mountains to the development of inland water 

navigation: U. S. Forest Service Circular No. 143.

OCMULGEE RIVER NEAR JACKSON, GA.

This station, which is located at Pittmans Ferry, 8 miles southeast 

of Jackson and 6 miles above the old Flovilla station at Lamars 

Ferry, was established May 18, 1906, to take the place of the Lamars 

Ferry station, for which records of discharge had been obtained from 

July 26, 1901, to September 27, 1902; from July 1 to December 31, 

1903; and from August 1, 1904, to December 31, 1905.

Yellow Water Creek comes in one-half mile below the station, and 

Tussahaw Creek enters 3 miles above. The station is three-fourths 

mile below the large dam and power plant of the Central Georgia 

Power Co., which was completed late in 1910. Water powers above 

cause moderate fluctuations of gage heights, but the mean of two 

readings a day is thought to be sufficiently accurate up to the time 

the new power plant was put in operation. .Some of the 1910 records 

were affected by the filling of the new reservoir.

The datum of the vertical staff gage, the lowest section of which is 

located 15 feet above the ferry cable, has remained constant since 

the establishment of the station.

Both banks overflow at high stages for about 200 feet. The current is rather sluggish at low stages, and as all measurements are 

made from a boat it is not practicable to make flood measurements.

Conditions of discharge are constant, as a permanent rock shoal 

about 400 feet below the station controls the height of water at the 

gage. The channel at the section is deep and subject to some filling 

in of the bottom.
48 SUSP ACE WATER SUPPLY, 1910, PART II.

Discharge measurements ofOcmulgee River near Jackson, Ga., in 1910.

Date.

Aug. 18

19

Nov. 20

621

Dec. 9

Hydrographer.

F . P. Thomas .............................................

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

G. F. Harley..............................................

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

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

Width.

Feet. 

282

282

Area of 

section.

Sq.ft. 

1,200

1,230

1,480

Gage 

height.

Feet. 

4.22

4.22

2.80

3.81

4.85

Discharge.

Sec.-ft. 

606

589

a 20

256

1,400

a Estimated. 6 Made below mouth of Yellow Water Creek. Flow of the creek deducted.

Daily gage height, in feet, ofOcmulgee River near Jackson, Ga.,for 1910. 

[C. A. Pittman, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

4.6

4.6

4.5

4.5

4.5

4.8

5.05

4.85

4.7

4.65

4.6

4.6

4.55

4.55

4.5

4.5

4.5

4.5

4.6

4.9

5.3

5.0

5.0

5.2

5.0

4.9

5.9

6.3

5.7

5.4

Feb.

5.2

5.0

5.0

5.1

5.0

4.8

4.8

4.75

4.75

4.75

4.9

5.15

5.1

5.05

4.85

4.8

5.0

7.1

6.65

5.75

5.8

5.7

8.9

6.9

6.0

5.55

10.8

Mar.

10.6

9.3

6.2

5.75

5.45

5.3

5.2

5.1

5.0

5.2

5.8

5.55

5.25

5.15

5.05

4.95

4.9

4.9

4.85

4.85

4.85

4.8

4.8

4.8

4.8

4.75

4.7

4.7

4.7

4.7

Apr.

4.7

4.7

4.65

4.65

4.6

4.65

4.6

4.5

4.6

4.55 PL n

4. 0

4.7

4.8

8.0

9 9

5.4

5.2

4.9

4.8

it a

4.8

4.8

4.8

4.7

4.7

May.

4.6

4.6

4

C

4.5

4.5

4.5

4.6

4.75

4.8

4.65

4.6

4.75

4.6

4.5

4.6

4.7

4.7

4.85

5.1

5.05

5.1

5.85

6.1

5.8

5.2

4.8

4.7

4.55

4.5

June.

4.4

4.4

4.35

4.4

4.8

4.75

4.55

4.45

4.7

4.85

5.9

5.5

5.3

6.3

5.1

4.85

4.6

4.5

4.5

5.75

4.85

4.65

4.6

4.55

4.4

4.4

4.4

6.3

July.

6.7

6.65

7.0

6.5

6.35

.5.85

5.8

6.35

6.4

6.2

5.7

5.4

5.1

5.0

5.2

5.5

5.6

5.1

4.75

4.65

4.6

4.6

4.5

5.05

4.9

4.8

4.55

4.5

4.5

4.5

4.45

Aug. .

4.4

4.4

4.3

4.3

4.55

4.9

4.9

4.85

4.6

4.5

4.4

4.4

4.3

4.3

4.3

4.25

4.2

4.3

4.7

4.3

4.3

4.2

4.2

4.5

4.3

4.2

4.2

4.15

4.2

4.55

Sept.

5.0

4.9

4.95

5.75

5.2

4.75

4.45

4.3

4.3

4.55

4.45

4.3

4.3

4.25

4.2

4.15

4.15

4.1

4.1

4.2

4.3

4.2

4.2

4.1

4.05

4.1

4.1

4.0

4.6

4.4

Oct.

4.3

4.2

4.2

4.2

4.2

4.2

4.25

4.95

5.15

4.9

4.65

4.5

4.4

4.3

4.25

4.2

4.2

4.2

4.2

4.1

4.15

4.2

4.05

4.15

4.15

4.15

4.15

4.2

4.15

4.1

4.2

Nov.

4.2

4.2

4.1

4.15

4.2

4.2

4.2

4.2

4.3

4.25

4.25

4.25

4.2

4.25

4.2

4.1

4.0

3.95

3.6

2.78

3.8

3.8

3.85

4.25

4.1

3.92

4.4

4.3

4.2

4.3

Dec.

4.3

4.3

4.3

4.2

4.3

4.7

4.65

3.42

4.85

4.85

4.8

4.0

4.55

4.85

4.1

4.2

3.85

4.1

4.25

4.1

4.25

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.3

4.35

NOTE. Gage heights Nov. 19-23 affected by the closing of the dam above the station. On Nov. 20, 

flow through the dam was entirely stopped.
SOUTH ATLANTIC STATES DKAINAGE BASINS. 49

Daily discharge, in second-feet, ofOcmulgee River near Jackson, Ga.,for 1910.

Day.

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

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

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

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

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

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

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

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

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

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

11. ...

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

1,080

1,080

1 '925 080

925

Qoe

1,420

1,920

1,520

1,240

1,160

1,080

1,080

1,000 

1,000

925

925

925

925

1,080

1,620

2,440

1,820

1,820

2,230

1,820

1,620

3,660

4,480

2,640

Feb.

2,230

1,820

1,820

2,020

1,420

1,420

1,330

1,330

1,330

1,620

2,130

2,020

1,920 

1,520

1,420

1,820

6,120

5,200

3,360

3,460

3,870

3,260

9,820

5,720

3,870

2,950

13, 700

Mar.

13 300

lo'600

5,820

4,280

3 QAfi

2,740

2 AAC\

2,230

2,020

1,820

2,230

3,460

2,950

2,330

2

1QA

1,920

1,720

1,620

1,620

1,520

1,520

1,520

1,420

1,420

1,420

1,420

1,330

1,240

1,240

1,240

1,240

Apr.

1,240

1,240

1,1CO

1,160

1,080

1,160

1 '925 080

1,080

925

1,000

1,000

1,820

1,620 

1,240

1,420

7,970

10,400

4,280

2,640

2,230

1,820

1,620

1,420

1,420

1,420

1,420

1,420

1.240

1,240

May.

1,080

1 080

1,000

Q9S

925

QOC

925

1,080

1,330

1,420

1,160

1,080

2,330

1,330

1 fiQA

925

1,080

1,240

1,240

1,520

2,020

1,920

2,020

3,560

4,080

3 4Afi

2,230

1,420

1,240

1,000

925

June.

7Qn

790

7Qft

7on

790

1,420

858

1,240

1,520

3,660

2,840

2,440

4 AQC\

2,020

1,520

1,160

1,080

925

925

3,360

1,520

1,160

1,080

1,000

790

790

790

4,480

July.

5,300

5,200

S QOfi

4,900

4 con

3

CCA

3,460

4 CQfi

4 690

 > o^n

2,640

2,020

1,820

2

Oon

3,050

2,020

1,330

1,160

1,080

1,080

925

1,420

1,000

925

925

925

858

Aug.

7on

670

670

1,000

1,620

1,620

1,520

1,080

925

7Qfi

7on 7*>n

670 

670

670

618

565

670

1,240

670

670

565

565

925

670

565

565

518

565

1,000

Sept.

1,820

1,720

2 or>n

i ^n

858

670

670

1 000

858

670

670

618 

565

518

518

470

470

565

670

565

565

470

430

470

470

390

1,080

790

Oct.

670

565

c/?c

ccc

ccc

ccc

618

1,720

1,620

1,160

925

790

670 

618

565

565

565

565

470

518

565

430

518

518

518

518

565

518

470

565

Nov.

565

565

470

C1 Q

C£C

C£C

KCC

CCC

618

618

565

618

CJ3C

470

390

355

170

18

260

260

290

618

470

334

790

670

565

690

Dec.

670

670

670

C£C

670

1 240

1,160

1,520

1,520

1,420

390

1,520 

470

565

290

470

618

470

618

670

670

670

670

670

670

670

670

670

730

NOTE. These discharges were obtained from a rating curve which is fairly well defined.

Monthly discharge ofOcmulgee River near Jackson, Ga.,for 1910. 

[Drainage area, 1,400 square miles].

Month.

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

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

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

Discharge in second-feet.

Maximum.

4,480 

13,700 

13,300 

10,400 

4,080 

4,480 

5,920 

1,620 

3,360 

2,130 

790 

1,520

13,700

Minimum.

925 

1,330 

1,240 

925 

925 

730 

858 

518 

390 

430 

18 

120

18

Mean.

1,600 

3,230 

2,750 

1,990 

1,530 

1,580 

2,630 

819 

903 

715 

500 

755

1,570

Per

square 

mile.

1.14 

2.31 

1.96 

1.42 

1.09 

1.13 

1.88 

.585 

.645 

.511 

.357 

.539

1.12

Run-off 

(depth in 

inches on 

drainage 

area}.

1.31 

2.40 

2.26 

1.58 

1.26 

1.26 

2.17 

.67 

.72 

.59 

.40 

.62

15.24

Accuracy.

A 

A 

A 

A 

A 

A 

A 

A 

A 

A 

B 

A

14051° WSP 282 12-
50 SURFACE WATER SUPPLY, 1910, PART II.,

OCMULGEE RIVER AT MACON, GA.

This station is located at the Fifth Street Bridge in the city of 

Macon, near the Southern Railway passenger depot and about 500 

feet above the Central of Georgia Railway bridge. The United States 

Weather Bureau established a gage at Macon on January 21, 1893, 

and October 18, 1895, discharge measurements were begun by the 

United States Geological Survey. Gage heights are furnished by 

the United States Weather Bureau.

Above Macon Ocmulgee River and most of its tributaries afford 

abundant water power. Some fluctuation in gage heights at low 

stages is probably caused by control of flow at mills above. Very 

great fluctuations will be caused by the operation of the large dam 

near Jackson, which was completed late in 1910. As at other stations 

situated just below the fall line, rapidly rising or falling stages are 

likely to be attended by variations in surface slope, causing greater 

or less discharge than for the normal rating.

[ The United States Weather Bureau gage originally used at this 

station is a heavy timber bolted to a pier of the Central of Georgia 

Railway bridge. On October 9, 1905, a standard chain gage was 

installed on the Fifth Street Bridge, where discharge measurements 

are made. These gages have been referred to the same datum and 

have given practically the same readings, varying slightly owing to 

surface slope between locations.

i Both banks are high and neither is subject to overflow. The bed 

of the river is soft and shifting, and a great amount of change in the 

station rating curve has occurred as the result of changes in the river 

bed at and below the station.

Discharge measurements of Ocmulgee River at Macon, Ga., in 1910.

Date.

Apr. 27

27

Nov 9

9

Ilydrographer.

M. R. Hall................................................

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

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

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

Width.

Feet. 

249

940

230

230

Area of 

section.

Sq.ft. 

1,300

1,340

747

750

£&

Feet. 

4.09

4.13

1.76

1.82

Discharge.

Sec. -ft. 

1,990

2,060

921

940
SOUTH ATLANTIC STATES DRAINAGE BASINS. 

Daily gage height, in feet, of Ocmulgee River at Macon, Ga., for 1910.

51

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

20.......*........

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

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

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

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

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

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

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

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

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

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

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

Jan.

2.8

3.0

3.0

3.0

2.8

2.8

3.1

4.0

4.7

3.7

3.2

3.1

3.0

3.0

2.9

2.8

2

O

2

0

2.8

2.8

3.4

4.4

5.0

4.6

4.7

4.8

4.5

5.2

13.9

10.3

7.7

Feb.

6.4

5.3

5.0

5.4

5.4

4.8

4.0

4 0

3.8

3.6

3.9

6.4

6.0

5.2

4.8

4.4

4.1

10.6

12.2

10.6

7.8

10.4

Q 7

9 4

16.3

9.1

7.3

Mar.

10 1

18.3

14,4

11.0

9 9

7.8

6.8

6-3

6.0

5.7

5.4

6.0

7.5

6.5

5.9

5.4

5.1

4.7

4.6

4.5

4.4

5.0

4.4

4 4

4.3

4.2

4.0

4.0

4.1

4.0

4.0

Apr.

3.8

3.6

3.5

3.5

3.6

3.5

3.5

3.3

3.2

3.0

3.0

2.9

3.1

4.3

4.5

4 1

11.2

16.0

14.0

9 0

6.8

5.8

5.2

4.8

4 ^

4.0

4.0

4 1

3.9

3.8

May*

3.4

3 2

3.1

3.0

2 Q

9 Q

2

Q

2

Q

3.4

3.6

3.7

3.2

3.1

5.0

3.5

2.8

2.7

3.1

3.4

3

0

3.4

4 6

4.7

5 1

4 9

7.6

6.6

4.3

3.4

3.1

2 7

June.

2.5

2.4

2 3

2.2

9 9

2.4

3.7

3.5

2.8

2.4

9 Q

4.7

8.4

6.6

6.1

9 1

5.6

4 ^

3.4

3 A

2.8

2.5

5.8

4 0

3.1

3.0

3.0

2.4

2.2

3.2

July,

12.5

11.8

12.7

13.3

in 3

7 9

9.0

10.1

9.9

9..9

8 9

10.2

6.9

5.3

4.6

5.2

7.0

12.3

7.6

K Q

4.0

3.5

^ 1

9 Q

4.6

4 4

1 Q

3.1

2.8

2.8.

2.5

Aug.

9 d

2.3

2.2

2.1

6.2

3.0

3.0

4.1

3.8

3.0

9 7

2.2

2.2

2.2

2.1

9 ft

1.8

1.7

t) f\

3.2

2.0

1.7

1.7

1.6

2.6

1.9

1.8

1.6

1.4

4 6

Sept.

3.2

4.2

3.8

4.3

6.3

4.6

3.2

2.3

1.9

1.9

3.1

2.5

2.1

1.9

1.8

1.6

1.5

1.5

1.3

1.1

1.4

1.9

1.5

1.3

1.3

1.1

1.1

1.2

1.4

2.4

Oct.

2.1

1.8

1.5

1.4

1.5

1.5

1.7

6.7

5.8

4.8

4.1

3.1

2.5

2.1

1.8

1.8

1.6

1.5

1.5

1.6

1.5

1.5

1.4

1.3

1.3

1.5

1.4

1.4

1.4

1.4

1.4

Nov.

1.4

1 4

1.5

1.6

1.5

1.6

1.5

1.5

1.8

1.6

1.6

1.6

1.4

1.4

1.3

1.3

1.5

1.0

1.3

1.0

.8

.2

.8

.8

2.0

1.4

1.3

1.7

2.4

1.6

Dec.

1.4

1.8

1.7

1.8

1.6

3.2

3.5

2-7

2.4

2.2

3.4

3.1

1.8

1.7

1.6

2.4

1.4

1.5

1.7

1.8

1 6

1.5

1.5

1.9

2.0

1.9

1.8

1.8

1.8

2.2

2.3

NOTE. Low gage heights Nov. 20-24 caused by stopping water at the new dam near Jackson. 

Daily discharge, in second-feet, of Ocmulgee River at Macon, Ga.,for 1910.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

1,370

1, 460

1,460

1,460

1,370

1,370

1,510

1,950

2,340

1,800

1,550

1,510

1,460

1,460

1,420

1,370

1,370

1,370

1,370

1,370

1,650

2,170

2,520

2,280

2,340

2,400

2,220

12,900

6,590

4,310

Feb.

3,410

2,700

2,520

2,760

2,760

2,400

1,950

1,950

1,850

1,750

1,900

3,410

3,150

2,400

2,170

2

AAA

6,920

9,100

6,920

4,380

6,700

5,960

5,670

22,500

8,790

5,400

Mar.

36,300

00 9AA

14,600

7,410

5,490

4,380

3,680

3,340

3,150

2,960

2,760

3,150

4,170

3,480

3,080

2,760

2

COA

2 Q4fl

2,280

2 99ft

2,170

2,520

2,170

2,170

9 19ft

2 flfift

1,950

2,000

1,950

1,950

Apr.

1,850

1 7£A

1 7ftft

1,700

1,750

1 700

1,700

1,600

1,550

1,460

1,420

1,510

2,120

2,000

7,670

21,200

13.200

5,310

3,680

3,020

2,640

9 Af)f\

2,120

1,950

1 950

1,900

1,850

May.

1,650

1 KKA

1,510

1,460

1,420

1,420

1 Q7A

1,370

1,650

1,750

1,800

1,550

1,510

2 ^9ft

1 7ftft

1,370

1 330

1,510

1 650

i Ann

1,650

2,340

2,580

2 460

4 240

3,540

1,650

1,510

1,330

June.

1,240

i iQft

1,150

1,110

1,110

1,190

1 OAA

1,700

1,370

1,190

1,420

2 340

4 830

3

KAf)

3 99ft

5,400

2

OQA

1,650

1,460

1,370

1 240

3^020

1,950

1,510

1 460

1,460

1,110

1,550

July.

9,610

8

£AA

9

QOA

11,300

6,590

4 460

5,' 310

6,370

6,160

6,160

5,230

6,480

3,750

2 7ftft

9 98ft

2,640

3 Q9ft

9 9gQ

4,240

S ncft

1 QZft

1,700

1,510

1,420

2 9Sft

2,170

1,900

1,510

1,370

1,370

1 94O

Aug.

1,190

1 -ISA

1,110

1,070

3,280

i 4Af>

1,460

2,000

1,850

i 4Af>

1,330

1,110

1,110

1,110

1,070

1,110

1,020

049

902

1,020

1,550

1,020

902

QAO

Off)

1,280

QP.9

Q49

862

784

2,280

Sept.

1,550

S ftfift

1,850

2,120

3 o.4ft

2,280

1,150

982

QS9

1,510

1,240

1,070

QO9

Q49

862

OOO

822

746

670

784

089

822

746

746

670

670

708

784

1,190

Oct.

1,070

822

784

822

822

902

3,610

3,020

2,400

2,000

1,510

1,240

1,070

942

942

862

822

822

SA9

822

822

784

746

746

Q99

784

784

784

784

784

Nov.

784

784

822

862

822

862

822

822

942

862

862

862

784

784

746

74fi

634

746

634

562

360

562

562

1,020

784

74fi

902

1,190

862

Dec.

784

942

902

942

862

1,550

1,700

1,330

1,190

1,110

1,650

1,510

942

Qft9

862

1,190

7S4

822

902

942

862

822

822

982

1,020

QQ9

942

942

942

1,110

1,150

NOTE. These discharges were obtained from a well-defined rating curve.
52 SUKFACE. WATER SUPPLY, 1910, PAET II.

Monthly discharge ofOcmulgee River at Macon, Ga.,for 1910. 

[Drainage area, 2,420 square miles.]

Month.

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

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

Discharge in second-feet.

Maximum.

12,900 

22,500 

36,300 

21,200 

4,240 

5,400 

11,300 

3,280 

3,340 

3,610 

1,190 

1,700

36,300

Minimum.

1,370 

1,750 

1,950 

1,420 

1,330 

1,110 

1,240 

784 

670 

746 

360 

784

360

Mean.

2,330 

4,570 

5,330 

3,280 

1,850 

1,930 

4,400 

1,260 

1,190 

1,130 

785 

1,040

2,410

Per

square 

mile.

0.963 

1.89 

2.20 

1.36 

.764 

.798 

1.82 

.521 

.492 

.467 

.324 

.430

.996

Run-off 

(depth in 

inches on 

drainage 

area).

1.11 

1.97 

2.54 

1.52 

.88 

.89 

2.10 

.60 

.55 

.54 

.36 

.50

13.56

Accuracy.

A 

A 

B 

A 

A 

A 

A 

A 

A 

A 

B 

A

OCONEE RIVER NEAR GREENSBORO, GA.

This station, which is located at the new wagon bridge about 5 

miles west of Greensboro on the road to Madison, Ga., was established 

July 25, 1903.

Town Creek enters above the station. The operation of a number of 

mills and factories above may cause considerable fluctuation in the 

low-water flow, but the gage is read twice a day, and the mean of the 

two readings is believed to be sufficiently accurate.

The chain gage is attached to the downstream lower chord of the 

bridge from which measurements are made. The datum has not 

changed since the establishment, of the station. The left bank is low 

and overflows at a stage of about 12 to 15 feet for a distance of about 

600 feet.

Discharge measurements ofOconee River near Greensboro, Ga., in 1910.

Date.

Jan. 20

20

Apr. 30

30

Oct. 28

28

Hydrographer.

E.H.Swett. ..............................................

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

M. R. Hall. ...............................................

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

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

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

Width.

Feet. 

122

122

120

120

115

115

Area of 

section.

Sq.ft. 

457

454

507

515

334

345

Gage 

height.

Feet. 

2.71

2.70

2.82

1.74

1.74

Discharge.

Sec.-ft. 

856

857

909

897

516

533
SOUTH ATLANTIC STATES DEAINAGE BASINS. 53

Daily gage height, in feet, ofOconee River near Greensboro, Ga.,for 1910. 

[A. M. Thurmond, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

2.95

2.96

2.9

2.75

2.75

2.7

3.1

2.7

3.05

3.05

2.8

2.8

2.75

2.75

2.75

2.65

2.65

2.6

2.75

2.7

4.0

4.1

3.85

4.2

4.3

3.75

7.0

10.8

10.9

6.8

5.2

Feb.

4.2

3.75

3.7

3.8

3.65

3.3

3.1

3.05

3.15

3.15

3.25

4.3

4.2

3.75

3.65

3.4

3.8

9.8

10.8

10.4

6.6

7.8

6.4

11.2

11.7

7.8

5.4

7.7

Mar.

16.3

17.8

14.8

8.0

5.7

5.2

4.8

4.4

4.2

4.2

4.4

4.8

4.9

4.8

3.8

3.75

3.45

3.45

3.4

3.35

3.55

3.5

3.4

3.35

3.2

3.2

3.35

3.25

3.1

Apr.

3.2

3.15

2.9

2.95

2.95

2.85

2.85

2.65

2.65

9 AR

2.45

9 Afi

2 01

2 0

3

0

4.7

9

0

R fi

5.8

4.5

3.9

3.6

3.25

3.05

2.85

3.1

2.95

2.95

2.9

2.75

May.

2 7

2.6

2

KK

2

AK

9 A.

2 OK

2.25

3.7

3.4

3 OK

2.85

9 0

9 71

2.35

2 OK

2 OK.

2.35

2.6

3.0

4.0

5.1

4.6

4.4

4.6

6.0

5.5

3.8

3 IK

2

'7K

2.65

2.6

June.

2 45

2

oe

2

K

3 9

3.5

s QI

3.7

.3.25

2.65

2 6

2.75

ft 9

fi 9

8.2

9

0

8 0

6.8

4 7

3.65

3.25

4.0

6.2

4.5

3.4

3.2

2.75

2.55

2.55

3.75

11.0

July.

8

O

7 1

ft 0

11.6

9

K

6.2

5.2

4 0

4.4

4.0

4.2

3

7K

3.55

3.5

3.45

3.35

3.2

3.25

3.0

2.85

3.0

2.85

9 a

2

7C

2.6

2.5

Aug.

2.45

2.45

9 o

9 °.

O OK

3 OK

O oe

3 QK

3.45

9 71

2.5

9 91

911

9 IK.

2.1

1

OK

1 SI

2 11

2.3

2.3

2

f\R

3

f\

1 QK.

1.75

9 11

1.95

1.85

1.8

1.8

3.35

6.4

Sept.

6 0

S 7

6.5

5.8

4.1

2.65

2 is

2.35

2 85

2.75

2 EC

2.35

2.1

2

fiC

1 QK

1.75

1 71

1.65

1.65

1.85

i 7i

2.4

3.3

4.3

2.45

2.15

2

1

2.5

2.95

Oct.

9 Q

2.75

9 t

2.0

1 0

1 71

2.0

c 7

5.3

4.7

3.25

2.85

2.6

2.2

2 9

9 1

2.1

2.15

1.85

1.6

1.75

1.75

1.6

1.6

1.65

1.65

1.65

1.85

1.7

1.75

1.7

Nov.

1.75

1 OK

1.75

1 S

1.7

1 a

1.7

1.8

1.8

1.7

1.75

1 71

1.65

1.75

1 71

1 7K

1 D

1 ft

1.8

1.7

1 7«[

1 71

1 71

1.8

1.85

1.85

1.7

1.85

1.95

2.0

Dec.

1.85

1.75

1.6

1.7

2.15

6.5

6.6

4.4

3.75

3

1

2.75

2.55

2.35

2.1

2.05

9 1

2.05

2. IS

2.25

2.2

2.1

2.15

2.3

2.45

2.55

2.6

2.55

2.3

2.45

2.65

2.55

Daily discharge, in second-feet, ofOconee River near Greensboro, Ga.,for 1910.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

11

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

951

951

932

875

875

856

1,010

856

990

990

894

894

875

875

875

837

837

818

875

856

1,370

1,410

1,310

1,460

1,500

1,270

2,880

5,270

5,340

2,770

1,920

Feb.

1,460

1,270

1,250

1,290

1,230

1,090

1,010

990

1,030

1,030

1,070

1,500

1,460

1,270

1,230

1,130

1, 2£0

4,610

5,270

5,000

2,660

3,350

2,550

5,550

5,900

3,350

2,020

3,290

Mar.

9,300

10,500

8 18ft

3,470

2,180

1,920

1,720

i id.n

1,460

1 460

1 KAf\

1,720

1,780

1,720

1 OQn

1,270

1,150

1,130

1,110

1,190

1,190

1,150

1,170,

1,130

1,110

1,050

1,050

1,110

1,070

1,010

Apr.

1,050

1,030

932

951

Oil

J3O7

837

764

764

7fi4

951

932

1,050

1,680

4,610

3,830

2,220

1,590

1,330

1,210

1,070

990

913

1,010

951

951

932

875

May.

856

818

ftflrt

764

746

79ft

OQ9

i 9in

1 1^0

1,070

913

932

875

728

728

728

728

818

970

1,370

1,880

1,640

1,540

1,640

2,330

2,080

1,290

1,030

875

837

818

June.

764

692

709

1,050

1,170

1 Qlfi

1,250

1,070

837

DID

R71

3,590

4,220

4,020

2,770

1,680

1,230

1,070

1,370

2,440

1,590

1,130

1,050

875

800

800

875

5,410

July.

8,000

10,000

9 j.no

7,800

5

Afi(\

3,650

3,170

4,020

5,830

4,420

2

AA(\

1,920

1,540

1,370

1,460

1,270

1,190

1,170

i iin

1,110

1,050

1,070

970

913

970

913

894

875

818

782

Aug.

764

764

710

710

1,110

1,070

1,070

i ^cn

i i^n

ft71

782

692

657

657

640

556

556

657

710

710

623

606

589

524

657

589

556

540

540

1,110

2,550

Sept.

2,820

3,900

2,600

2,220

1,410

837

800

728

728

913

875

800

728

640

623

589

524

524

492

492

556

524

746

1,090

1,500

764

657

640

782

951

Oct.

932

875

710

606

572

524

606

2,180

1,980

1,680

1,070

913

818

674

674

640

657

556

476

524

524

476

476

492

492

492

552

508

524

508

Nov.

524

556

524

540

508

540

508

540

540

508

524

524

492

524

524

524

540

540

540

508

524

524

524

540

556

556

508

556

589

606

Dec.

556

524

476

508

657

2,600

2,660

1,540

1,270

1,010

875

800

728

640

623

640

623

657

692

674

640

657

710

764

800

818

800

710

764

837

800

NOTE. These discharges were obtained from a rating curve which is fairly well denned below 6,000 

second-feet. Discharges July 1-5 estimated by means ofa hydrograph comparison with the other Oconee 

River stations.
54 SURFACE WATEK SUPPLY, 1910, PART II.

Monthly discharge of Oconee River near Greensboro, Ga.,for 1910. 

[Drainage area, 1,100 square miles.]

Month.

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

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

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

The year. .........................

Discharge in second-feet.

Maximum.

5,340 

5,900 

10.500 

4,610 

2,330 

5,410 

a 10, 000 

2,550 

3,900 

2,180 

606 

2,660

10,500

Minimum.

818 

990 

1,010 

764 

692 

692 

782 

524 

492 

476 

492 

476

476

Mean.

1,430 

2,290 

2,190 

1,260 

1,080 

1.680 

2,820 

809 

1,050 

753 

534 

873

1,390

Per

square 

mile.

1.30 

2.08 

1.99 

1.15 

.982 

1.53 

2.56 

.735 

.955 

.685 

.485 

.794

1.26

Run-off 

(depth in 

inches on 

drainage 

area).

1.50 

2.17 

2.29 

1.28 

1.13 

1.71 

2.95 

.85 

1.07 

.79 

.54 

.92

17.20

Accuracy.

A 

A 

A 

A 

A 

A 

B 

A 

A 

A 

A 

A

a Estimated. 

OCONEE RIVER AT FRALEYS FERRY, NEAR MILLEDGEVELLE, GA.

This station is located at Fraleys Ferry, 6 miles above Milledgeville 

Ga., and about 4 miles below the mouth of Little River. It was 

established May 23, 1906, to take the place of the Milledgeville station. Records were discontinued December 31, 1908, but were 

resumed October 6, 1909. A temporary gage was maintained 

from October 20, 1905, to November 14, 1905, at Fraleys Ferry, and 

the original station at Milledgeville was maintained from August 22, 

1903, to December 31, 1905. The Milledgeville station is now maintained by the United States Weather Bureau, but on account of the 

daily fluctuation caused by a milldam above and the shifting channel 

at the station, mean monthly discharges have not been computed 

since 1904. At Fraleys Ferry, which is far above the influence of the 

dam at Milledgeville, the flow is only slightly affected by dams from 

above. Two gage readings a day are made in order to average any 

daily fluctuations which may occur.

The sloping staff gage is located 100 feet above the ferry at which 

discharge measurements are made. Owing to swiftness of current it 

has been impossible to make any measurements at high-water stages. 

The bed of the stream is sandy and changing, but rock shoals below 

control the water level at the station and a good rating has been 

developed for low stages.
SOUTH ATLANTIC STATES DEAINAGE BASINS. 55

Daily gags height, in feet, of Oconee River at Fraleys Ferry, near Milkdgeville, Ga. t

for 1910. 

[H. A. Taylor, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

5.7

5.75

5.75

5.8

5.8

5.75

6.0

6.35

6.4

6.1

6.0

5.85

5.85

5.8

5.8

5.8

5.8

5.75

5.75

5.8

6.3

6.8

6.55

6.4

6.8

6.6

6.4

7.6

0)

0)

8.0

Feb.

7.0

6.5

6.55

6.75

6.6

5.95

6.3

6.2

6.1

6.2

6.4

7.4

7.1

6.65

6.5

6.4

6.45

8.6

8.2

8.2

Mar.

8.0

7.5

7.2

7.0

6.9

6.8

6.8

7.0

7.0

6.85

6.65

6.5

6.45

6.4

6.4

6.4

6.4

6.&

6.4

6.3

6.25

6.25

6.2

6.2

6.15

6.15

6.1

Apr.

6.1

6.05

6.1

6.05

6.0

6.0

5.9

5.9

5.85

5.85

5.8

5.8

5.9

6.15

5.95

5.9

8.5

8.3

7.2

6.65

6.45

6.3

6.2

6.1

6.1

6.1

6.1

6.1

6.0

May.

6.0

5.85

5.8

5.8

5.7

5.7

5.65

5.95

6.55

6.4

6.2

5.95

6.7

6.35

6.05

5.75

5.7

5.8

5.85

6.0

6.45

7.0

6.5

6.15

6.55

7.1

6.55

6.05

5.85

5.7

5.6

June.

5.5

5.4

5.35

5.5

5.7

5.85

6.45

6.2

5.75

5.55

5.5

7.1

7.4

8.0

8.6

7.8

6.9

6.3

6.05

6.05

6.8

6.65

6.3

6.0

6.05

5.85

5.7

6.5

7.8

July.

8.1

8.0

8.6

8.8

7.7

7.2

6.8

6.45

6.65

6.6

6.55

6.6

6.95

6.75

6.45

6.0

5.85

6.0

6.45

5.9

5.75

5.8

5.8

5.7

5.7

Aug.

5.6

5.6

5.45

5.4

6.35

5.9

5.8

5.9

6.05

5.75

5.45

5.5

5.4

5.4

5.3

5.3

5.3

5.2

5.2

5.2

5.5

5.3

5.2

5.2

5.3

5.45

5.35

5.2

5.1

5.1

5.35

Sept.

6.6

7.7

7.6

7.8

6.85

6.1

5.7

5.5

5.45

5.55

6.25

5.9

5.75

5.45

5.35

5.3

5.2

5.1

5.1

5.1

5.1

5.0

5.05

5.1

5.9

5.85

5.3

5.25

5.25

5.35

Oct.

5.6

5.5

5.45

5.3

5.2

5.2

5.1

9.1

8.3

7.2

6.4

5.85

5.65

5.5

5.4

5.4

5.4

5.3

5.3

5.25

5.1

5.1

5.1

5.1

5.1

5.1

5.1

5.1

5.1

5.1

5.2

Nov.

5.2

5.2

5.2

5.2

5.2

5.2

5.3

5.2

5.2

5.2

5.2

5.2

5.2

5.2

5.2

5.2

5.2

5.2

5.2

5.3

5.4

5.4

5.3

5.3

5.3

5.3

5.3

5.45

5.6

5.4

Dec.

5.3

5

0

5.2

5.2

5 45

7.0

7.3

6.9

6.25

5.85

5.8

5.7

5.6

5.5

5.4

5.4

5.4

5.45

5.75

5.75

5.6

5.5

5.4

5.5

5.8

5.9

5.7

5.6

5.6

5.65

5.9

NOTE. Water was over the gage on days for which no gage heights are given.

Daily discharge, in second-feet, of Oconee River at Fraleys Ferry, near Milledgeville, Ga.,

.for 1910.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

25........ .

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

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

28..........

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

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

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

Jan.

1,740

1,800

1,870

1,870

1,800

2,150

2,680

2,760

2,300

2,150

1,940

1,940

1,870

1,870

1,870

1,870

1,800

1,800

1,870

2,600

3,420

3,000

2,760

3,420

3,080

2,760

4,880

5,650

Feb.

3,770

2,920

3,000

3,340

3,080

2,080

2,600

2,450

2,300

2,450

2,760

4,500

3,950

3,160

2,920

2,760

2,840

6,850

8,800

9,700

9,100

8,400

8,200

8,800

9,600

10,000

6,050

6,050

........

Mar.

9,800

11,600

10,400

5,650

4,690

4,130

3,770

3,590

3,420

3,420

3,770

3,770

3,500

3,160

2,920

2,840

2,760

2,760

2,760

2,760

3,080

2,760

2,600

2,520

2,520

2,450

2,450

2,380

2,380

2,300

Apr.

2,300

2,220

2,220

2,150

2,150

2,010

2,010

1,940

1,940

1,870

1,870

2,010

2,380

2,080

2,010

6,650

8,200

6,250

4,130

3,160

2,840

2,600

2,450

2,300

2,300

2,300

2,300

2,300

2,150

May.

2,150

1,940

1,870

1,870

1 740

1,740

1,680

2,080

3,000

2,760

2,450

2,080

3,250

2,680

2,220

1,800

1,740

1,870

1 940

2,150

2,840

3,770

2,920

2,380

3,000

3,950

3,000

2,220

1,940

1,740

1,610

June.

1,490

1,380

1,320

1,490

1,740

1,940

2,840

2,450

1,800

1,550

1,490

3,950

4,500

5,650

9,000

6,850

5,260

3,590

2,600

2,220

2,220

3,420

3,160

2,600

2,150

2,220

1,940

1,740

2,'920

5,260

July.

7,000

9,000

12,000

10,800

8,800

5,850

5,650

6,850

7,250

5,070

4,130

3,420

2,840

3,160

3,080

3,000

3,080

3,680

3,320

2,840

2,150

1,940

2,150

2,840

2,010

1,800

1,870

1,870

1,740

1,740

Aug.

1,610

1,610

1,380

2,680

2,010

1,870

2,010

2,220

1,800

1,440

1,490

1,380

1,380

1,270

1,270

1,270

1,170

1,170

1,170

1,490

1,270

1,170

1,170

1,270

1,440

1,320

1,170

1,080

1,080

1,320

Sept.

3,080

5,070

4,880

5,260

3,500

2,300

1,740

1,490

1,440

1,550

2,520

2,010

1,800

1,440

1,320

1,270

1,170

1,080

1,080

1,080

1,080

990

1,040

1,080

2,010

1,940

1,270

1,220

1,220

1,320

Oct.

1,610

1,490

1,440

1,270

1,170

1,170

1,080

7,860

6,250

4,130

2,760

1,940

1,680

1,490

1,380

1,380

1,380

1,270

1,270

1,220

1,080

1,080

1,080

1,080

1,080

1,080

1,080

1,080

1,080

1,080

1,170

Nov.

1,170

1,170

1,170

1,170

1,170

1,170

1,270

1,170

1,170

1,170

1,170

1,170

1,170

1,170

1,170

1,170

1,170

1,170

1,170

1,2-70

1,380

1,380

1,270

1,270

1,270

1,270

1,270

1,440

1,610

1,380

Dec.

1,270

1,270

1,170

1,170

1,440

3,770

4,310

3,590

2,520

1,940

1,870

1,740

1,610

1,490

1,380

1,380

1,380

1,440

1,800

1,800

1,610

1,490

1,380

1,490

1,870

2,010

1,740

1,610

1,610

1,680

2,010

NOTE. These discharges were obtained from a rating curve which is well defined below 5,600 secondfeet. Discharges for days when water was over the gage, estimated by means of a hydrograph comparison 

with the other Oconee River stations.
56 SURFACE WATER SUPPLY, 1910, PART II. -

Monthly discharge of Oconee River at Fraleys Ferry, near Milledgeville, Ga., for 1910. 

[Drainage area, 2,840 square miles.]

Month.

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

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

Discharge in second-feet.

Maximum.

08, 300 

olO,000 

ol3,000 

o8,200 

3,950 

o9,000 

ol2,000 

2,680 

5,260 

7,860 

1,610 

4,310

13,000

Minimum.

1,740 

2,080 

2,300 

1,870 

1,610 

1,320 

1,740 

1,080 

990 

1,080 

1,170 

1,170

990

Mean.

2,810 

5,090 

4,190 

2,780 

2,330 

3,020 

4,570 

1,470 

1,940 

1,780 

1,240 

1,830

2,740

Per 

square 

mile.

0.989 

1.79 

1.48 

.979 

.824 

1.06 

1.61 

.518 

.684 

.627 

.437 

.644

.964

Run-off 

(depth in 

inches on 

drainage 

area).

1.14 

1.86 

1.71 

1.09 

.95 

1.18 

1.86 

.60 

.76 

.72 

.49 

.74

13.10

Accuracy.

A 

B 

B 

A 

A 

A 

B 

A 

A 

A 

A 

A

o Estimated. 

OCONEE RIVER AT DUBLIN, GA.

This station is located at the iron highway bridge in the eastern 

part of Dublin. Continuous records of gage heights have been 

obtained at this point since February 11, 1898, supplied for most of 

the time by the United States Weather Bureau. Fragmentary 

records of gage heights and discharge measurements were obtained 

prior to 1898.

The staff gage is attached to the lower part of the Wrightsville & 

Tennille Railroad bridge, 500 feet downstream from the highway 

bridge at which measurements are made. Its datum has remained 

the same since its establishment.

Fluctuation caused by water powers abova the station are unimportant. This portion of the river is navigable, and although the 

current is good at the station the slope below is small; it is therefore 

to be expected that rapidly rising or falling stages will cause much 

difference in surface slope and consequently in the discharge.

At a stage of about 20 feet the left bank overflows for 1,100 feet 

through an iron frame trestle approach to the bridge. This ground 

is thickly covered with brushy growth, which probably retards the 

flow of water over the overflow section. The right bank does not 

overflow.

Discharge measurements of Oconee River at Dublin, Ga., in 1910.

Date.

i 

Apr. 26

26

Nov. 10

10

Hydrographer.

M.R.Hall...... ..........................................

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

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

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

Width.

Feet. 

227

227

195

Area of 

section.

Sq.ft. 

1,250

1,260

799

810

Gage 

height.

Feet. 

1.91

1.83 -.14

-.13

Discharge.

Sec.-ft. 

2,880

2,860

1,360

1 4ftft
SOUTH ATLANTIC STATES DRAINAGE BASINS. 

Daily gage height, in feet, ofOconee River at Dublin, Ga.,for 1910.

57

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

1.5

1.1

1.2

1.2

1.2

1.2

1.4

1.3

1.8

2.3

2.1

1.5

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.4

1.7

2.1

3.1

3.9

2.7

2 9

2.9

3.1

3.4

6.8

7 %

Feb.

7.5

10.0

10.4

6.9

4.9

3.6

3.6

3.4

2.8

2.6

2.0

2.9

4.6

5.2

4.5

3.2

3.2

3.5

6.4

7.1

7.8

8.7

9.2

9.9

10.4

11.0

11.8

13.3

Mar.

14.9

14.3

12.4

11.6

13.3

15.6

15.3

13.4

9.6

5.0

3.8

3.8

4.2

4.2

4.1

3.2

3.4

2.7

2.2

2.2

2.3

2.4

2.4

2.2

2.2

2.2

2.1

2.2

2.2

2.1

2.1

Apr.

2.0

1.6

1.4

1.3

1.3

1.3

1.2

1.2

1.1

1.1

1.0

.9

.9

.9

1.0

1.3

1.6

3.8

6.0

7.5

9.0

9.7

6.3

3.3

2.6

2.0

1.7

1.6

1.6

1.6

May.

1.5

1.5

1.4

.8

.7

.5

.6

.5

.8

2.2

2.0

1.7

1.5

1.3

1.2

1.6

1.2

.6

.6

.6

.8

1.0

2.3

2.7

2.8

2.7

2.5

2.4

2.2

1.7

1.7

June.

1.5

1.2

1.0

- .1

 .2

- .2

.6

1.2

2.2

1.2

.6

.8

1.0

4.0

7.2

9.6

10.6

10.7

10.0

7

0

3.2

2.3

3.0

3.3

2.8

2.2

1.9

1.4

1.2

1.1

July.

2.9

6.8

8.1

9.3

12.0

13.5

14.0

14.5

14.1

12.0

10.3

8.4

7.6

6.4

4.2

3.3

3.4

3.1

4.4

5.1

4.8

4.3

3.0

2.4

1.9

2.8

2.4

1.4

.9

1.1

1.0

Aug.

0.8

.5

.4

.4

.4

.3

1.8

1.3

1.0

1.3

1.0

.7

.5

.4

.1

.1

.0

.0

.0

- .1

- .1

- .2

- .2

_ 2

 .2

- .3

- .3

- .2

- .3

 .4

- .4

Sept.

-0.3

 .4

3.5

4.6

4.8

5.2

3.2

1.4

.4

.1

.3

.5

1.1

.9

.5

.1

- .1

- .2

- .3

- .4

 .4

- .5

- .5

- .5

- .6

- .6

1.1

1.0

.8

.6

Oct.

0.7

.6

.3

.3

.3

.2

.2

.3

3.3

6.0

6.5

5.1

2.7

2.0

.8

.4

.3

.3

.3

.2

.4

.4

- .1

- .3

- .4

- .4

- .4

- .5

- .5

- .5

Nov.

-0.5

__ §

- .5

 . 5

- .5

- .4

- .3

- .3

- .1

_ 2

 .2

- .3

- .3

- .3

- .3

- .3

- .3

.1

.3

.3

.2

.2

.1

.1

.1

.1

.1

.1

Dec.

0.5

.2

.1

.1

.0

.0

.4

3.8

3.1

3.1

2.7

1.1

1.2

1.1

1.1

.6

.4

.3

.4

.9

1.0

1.1

.9

.7

.6

.6

.8

1.0

.7

.6

.6

Daily discharge, in second-feet, ofOconee River at Dublin, Ga.,for 1910.

Day.

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

^2...........

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

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

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

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

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

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

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

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

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

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

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

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

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

1C. ..........

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

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

19

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

2,560

2,240

2,320

2,320

2,320

2,320

2,480

2

A(\f\

3,230

3,060

2 EGA

2,400

2,320

2,320

2,320

2

QOA

2,480

2,720

3,060

3,920

4,650

3,570

3 74(1

3,740

4,190

7,690

8,540

Feb.

8,540

11,900

12,500

5,620

4,370

4,370

4 190

3,660

3,480

2,980

3,740

5,320

5,920

5,220

4,010

4,280

7,230

8,920

10, 100

10,800

11,800

19 CAA

13,400

14,600

17,000

Mar.

19,600

18,600

15,500

14,300

17,000

20,800

20,300

17,100

11,300

5,720

4,560

4,560

4,940

4

QA(\

4,010

4

1QA

3,570

3 14.O

3,140

3,230

3,320

3,320

3,140

3,140

1 14ft

3,060

3,140

3,140

3,060

3,060

Apr.

2,980

2,640

2,480

2,400

2,400

2,400

2,320

2,320

2,240

2,240

2,160

2,080

2 080

2,080

2,160

2,400

4

CCA

6,780

8,540

10,500

11,500

4,100

3 4S2A

2

AQA

2,720

2,640

2,640

May.

2,560

2,560

2,480

2,000

1,920

1,770

1,840

1,770

2 ft.no,

3,140

2,980

2,720

2,560

2,320

2 fiJ.fi

1,840

1 (MA

1,840

2,000

2,160

3,230

3,570

3,660

3,570

3,400

3,140

2,720

2,720

June.

2,560

2,320

2,160

1,330

1,260

1,260

1,840

2

QOA

3,140

2,320

1,840

9 ftftfi

2,160

4,740

8,170

11,300

13,000

n Qftft

8,920

4,010

3,830

4,100

S fifift

3,140

2,890

2 480

2^320

2,240

July.

3,740

9,310

10,900

14,900

17,300

18, 100

18,300

14,900

12,400

9 700

7,230

4 Q4fi

4,100

4,190

3 Q9ft

5,120

5,820

5,520

5,030

3,830

3,320

2

onA

3,660

3,320

2,080

2,240

2,160

Aug.

2,000

1,700

1,700

1,700

1,620

2,800

2,160

2,400

2,160

1,920

1,770

1,700

1,400

1,400

1,330

1,330

1,260

1,260

1,260

1 260

1,200

1,200

1,260

1,200

1,140

1,140

Sept.

1,200

1,700

4,280

5,320

5,520

5,920

4,010

2,480

1,700

1,470

1,620

1,770

2,240

2,080

1,770

1,470

1,330

1 260

1,200

1,140

1,140

1,070

1,070

1,070

1,000

1,000

2,240

2,160

2,000

1,840

Oct.

1,920

1,840

1,620

1,620

1,620

1,540

1,540

1,620

4,100

6,780

7,340

5,820

3,570

2,980

2,000

1,700

1,620

1,620

1,620

1,620

1,540

1,700

1,700

1,330

1,200

1,140

1,140

1,140

1,070

1,070

1,070

Nov.

1,070

1,070

1,070

1,070

1,070

1,070

1,070

1,140

1,200

1,200

1,330

1,260

1,260

1,200

1,200

1,200

1,200

1,200

1,200

1,470

1,620

1,620

1,540

1,540

1,470

1,470

1,470

1,470

1,470

1,470

Dec.

1,770

1,540

1,470

1,470

1,400

1,400

1,700

4,560

3,920

3,920

3,570

2,240

2,320

2,240

2,240

1,840

1,700

1,620

1,700

2,080

2,160

2,240

2,080

1,920

1,840

1,840

2,000

2,160

1,920

1,840

1,840

NOTE. These discharges were obtained from a rating curve which is not well defined.
58 SURFACE WATER SUPPLY, 1910, PAST II.

Monthly discharge of Oconee River at Dublin, Ga.,for 1910. 

[Drainage area, 4,180 square miles.]

Month.

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

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

Discharge in second-feet.

Maximum.

8,540 

17,000 

20,800 

11,500 

3,660 

13,000 

19,000 

2,800 

5,920 

7,340 

1,620 

4,560

20,800

Minimum.

2,240 

2,980 

3,060 

2,080 

1,770 

1,260 

2,080 

1,140 

1,000 

1,070 

1,070 

1,400

1,000

Mean.

3,200 

7,730 

7,640 

3,670 

2,550 

4,310 

7,640 

1,610 

2,140 

2,200 

1,290 

2,150

3,820

Per 

square 

mile.

0.766 

1.85 

1.83 

.878 

.610 

1.03 

1.83 

.385 

.512 

.526 

.309 

.514

.914

Run-off 

(depth in 

inches on 

drainage 

area).

0.88 

1.93 

2.11 

.98 

.70 

1.15 

2.11 

.44 

.57 

.61 

.34 

.59

12.41

Accuracy.

B 

B 

B 

B 

B 

B 

B 

B 

B 

B 

B 

B

NOTE. Intercomparisons with the other Oconee stations show rather unfavorable results for Dublin. 

The means appear generally low, especially for May, June, August, September, October, and November.

EASTERN GULF OF MEXICO DRAINAGE BASINS.

APALACHICOLA RIVER BASIN. 

DESCRIPTION.

This Apalachicola basin is drained almost entirely by Chattahooch.ee 

and Flint rivers. These two main streams unite at the extreme 

southwest corner of Georgia to form Apalachicola River, which flows 

southward through Florida and empties into the Gulf of Mexico at 

Apalachicola. The basin is about 350 miles long and comprises an 

area of 19,500 square miles.

Chattahoochee River rises in the Blue Ridge in Lumpkin, White, 

and Habersham counties, Ga., near the northeast corner of the 

State, and flows southwestward until it reaches the Alabama line 

at West Point, Ga.; thence it flows southward, forming the western 

boundary of Georgia, until it reaches Apalachicola River at the 

southern boundary of the State. Its upper tributaries are Chestatee 

and Soque rivers, which join the Chattahoochee in Hall and Habersham counties, respectively. The basin of the Chattahoochee, which 

is slightly larger than that of the Flint, is peculiarly narrow, especially 

for the portion in the mountain and plateau regions. It lies between 

two ridges, higher than the country on either side, like two great 

levees, rescuing its water from the many encroaching tributaries of 

Tallulah, Broad, Oconee, Ocmulgee, and Flint rivers on the south 

and Ocoee, Etowah, and Tallapoosa rivers on the north. The 

fall line is well defined at Columbus, Ga., where the river breaks 

through the southern rim of its plateau basin. The greatest amount 

of fall after leaving the small headwater streams occurs at and immediately above Columbus. The mountain portion of the basin above 

Gainesville, Ga., is largely in forests and contains much land too steep
EASTERN GULF OF MEXICO DRAINAGE BASINS. 59

for cultivation. The Piedmont Plateau and Coastal Plain areas are 

mostly cleared.

Flint River rises in Fulton County, Ga., a few miles south of 

Atlanta, and flows in a southerly direction to Apalachicola River. 

It drains the south-central portion of Georgia, extending from Atlanta 

south to the Florida line. The principal tributaries of the Flint are 

Whitewater, Elldns, Big Potato, Muckalee, Kinchafoonee, Ichawaynochaway, and Spring creeks. The upper portion of the Flint 

drains the granitic areas of the Piedmont Plateau, passing to the 

quartzites on the southern border, and, with less change in elevation 

than other Georgia streams, into the Coastal Plain. The fall line is 

not so well defined as it is on Chattahooch.ee River. The entire basin 

of the Flint is an agricultural country, and the lands are mostly 

cleared, both in the Plateau and Coastal Plain areas. Their roughest 

section, containing the most waste lands, is the pine mountain region 

at the southern border of the Piedmont Plateau. An unusual feature 

of the regimen of its flow is that the lower area contributes more 

low-water flow per square mile than the upper portions. The river 

at Albany has a greater minimum run-off per square mile than it 

has at Woodbury.

The mean annual rainfall for the Apalachicola basin is about 50 

inches, except for the upper portion of the Chattahoochee drainage, 

where it reaches 60 inches.

Opportunities for water-power development are great, and in most 

parts of the basin the demand for power is good.

The following special reports contain information regarding the 

hydrography of the Apalachicola River basin:

Water resources of Georgia, by B. M. and M. R. Hall: Water-Supply Paper U. S. 

Geol. Survey No. 197. This contains data on stream flow, river surveys, and water 

power collected prior to 1906.

River surveys and profiles made during 1903, by W. C. Hall and J. C. Hoyt: WaterSupply Paper U. S. Geol. Survey No. 115. This report may be obtained by applying 

to the Director United States Geological Survey, Washington, B.C.

Relation of southern Appalachian Mountains to the development of inland water 

navigation and water power: United States Forest Service circulars Nos. 143 and 144.

CHATTAHOOCHEE EIVEE NEAR NORCROS8, GA.

This station, which is located at Medlocks Bridge, about 4J miles 

north of Norcross, 1-J miles above the mouth of John Creek, and 5 

miles below the mouth of Suwanee Creek, was established January 

9, 1903, to take the place of the Oakdale station about 30 miles 

below, which was maintained from July 30, 1896, to May 31, 1904, 

when its records became unreliable on account of the Bull Sluice 

power plant above.

Artificially controlled flow from water powers above causes some 

daily fluctuation in gage heights. To eliminate the error from this 

source the gage is read twice a day.
60 SURFACE WATER SUPPLY, 1910, PART II.

The original gage was a vertical staff attached to an oak tree 

on the right bank about 100 feet above the gage. A chain gage, 

established March 14, 1903, was read in connection with the vertical 

gage until June 28, 1905, when a standard chain gage was installed 

on the toll bridge. The datum of the vertical staff gage originally 

used and of the present chain gage has not been changed.

The right bank is high and overflows only slightly; the left bank 

will overflow for about 800 feet at a gage height of 16 to 18 feet. 

The bed of the stream is sandy and changeable, necessitating frequent 

discharge measurements and occasional changes in the rating.

Since May 1, 1910, the gage heights have been furnished by the 

United States Weather Bureau.

Discharge measurements of Chattahoochee River near Norcross, Ga., in 1910.

Date.

Apr. 28

28

June 23

Oct. 29

Hydrographer.

M. R. Hall ................................................

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

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

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

M. R. Hall............................. ...................

Width.

Feet. 

164

164

166

168

168

165

Area of 

section.

Sq.ft. 

1,100

1,090

1.230

1,090

1,080

1,010

Gage 

height.

Feet. 

2.64

2.62

3.46

2.45

2.41

2.41

Discharge.

Sec.-ft. 

1,660

1,640

2,430

1,460

1,390

1,320

Daily gage height, in feet, of Chattahoochee River near Norcross, Ga., for 1910. 

[W. O. Medlock, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

2.6

2.6

2.55

2.5

2.5

2.6

3.65

4.4

3.4

3.05

2.9

2.75

2.7

2.7

2.65

2.55

2.5

2.55

2.55

2.6

3.2

3.55

3.1

3.2

3.15

3.0

2.9

3.1

3.45

3.3

3.05

Feb.

2.9

2.8

2.8

2.85

2.8

2.65

2.6

2.55

2.6

2.6

2.6

2.85

3.0

2.8

2.75

2.75

3.65

7.1

5.5

3.9

3.75

4.0

3.7

3.5

3.3

3.15

3.05

3.2

Mar.

5.0

6.0

4.6

3 Q

3.6

3 A

^ 95

3.15

3

1

3.05

3.3

3.55

3.25

3.1

3.0

9 Q

2 Q

2.8

2.8

2.8

2 OK

2.8

2.75

2.75

2.7

2.7

2.6

2.6

2.6

2.6

2.6

Apr.

2.5 9 i

2.5 9 i

2.5

2.5

2.5

2.4

2 A

2.4

2.4

2.4

2.45

2.4

2.4

2.7

6.1

5.9

3.75

3.2

2

QK

2.85

2.75

2.7

2.7

2.7

2.75

2.65

2.6

2.5

May.

2.4

2.4

2.4

2.35

2.3

2.35

4.7

10.4

6.4

4.2

3.6

3.6

3.15

3.0

2.9

3

AK

3.4

3.45

5.1

8.8

6.4

5.4

8.4

6.6

4.6

4.0

3.65

3.35

June.

3.15 3 1

3.65

3 7

3.2

6.6

5.4

3.85

3.45

3.4

3.4

4.8

6.1

i n

4.5

4.2

3.6

3

ot:

3.2 Q i

3 9

3.25

3.35

3.25

3.35

2.9

2.8

4.0

3.95

July.

4.2

4.0

4.7

4.6

5.5

6.0

5.0

4.7

4.4

4.1

3.6

3.45

3.5

3.85

3.45

3.3

3.1

3.05

3.05

2 Q

2.8

2.8

2.75

2.8

2.7

2.7

2.85

2.7

2.8

2.7

Aug.

2.6

2.5

2.7

2.5

3.4

3.05

4.6

3.95

3.1

2.75

2.65

2.5

2.5

2.6

2.5

2.55

2.45

2.4

2.3

2.3

2.3

2.25

2.2

2.2

2.2

2.45

2.5

2.4

2.2

2.2

3.4

Sept.

6.8

4.1

3.55

3.0

2.75

2.55

2.45

2.4

2.9

3.5

2.8

2.45

2.35

2.3

2.25

2.2

2.15

2.1

2.1

2.1

2.1

2.05

2.1

2.5

2.4

2.1

2.05

2.05

2.0

2.9

Oct.

2.7

2.2

2.1

2.1

2.1

2.2

2.3

2.9

4.0

3.25

2.6

2.4

2.3

2.25

2.2

2.1

2.1

2.05

2.1

2.1

2.1

2.1

2.0

a 1.65

2.0

1.98

2.1

2.2

2.3

2.0

ol.6

Nov.

1.9

2.15

2.2

2.1

2.1

1.92

ol.52

1.92 9 n

2.0

2.1

2.2

2.2

ol.58

2.05

2.15

2.1

1.92

1.88

1.88

a 1.5

1.82

1.98

1.92

1.9

1 95

1.85

a 1.6

2.3

2.15

Dec.

2.15 9 it;

2.1

3.9

fi 9

4 9

3.2

2

7K

9 fi

2.4

a2.3

2.5

2.3

2.4

2.4

2 OK

9 9

ol.S

2.05

2.15

2.1

2.2

2.4

2.8

2.5

2.35

2.25

2.25

2.3

2.4

a After the middle of October the low stages on Mondays were the result of stored water at the Galnesville 

power plant.
EASTERN GULP OF MEXICO DRAINAGE BASINS. 61 

Daily discharge, in second-feet, of Chattahoochee River near Norcross, Ga.,for 1910.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

20.........'......

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

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

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

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

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

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

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

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

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

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

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

Jan.

1,560

1,560

1,510

1,470

1,470

1,560

2,520

3,270

2,270

1 Ofifl

1,820

1,680

1,640

1,640

1,600

1,510

1,470

1,510

1,510

1,560

2 non

2,420

2,000

2,090

2,040

1,910

1,820

2,000

2,320

2,180 

1,960

Feb.

1,820

1,730

1,730

1,780

1,730

1,600

1,560

1,510

1,560

1,560

1,560

1,780

1,910

1,730

1 680

1 680

2! 520

6,640

4,540

2,770

2,620

2,870

2,570

2,370

2,040

1,960

2 nan

Mar.

3,940

5,150

3,480

2,770

2,470

2.270

2,140

2,040

2,000

1,960

2,180

2,420

2,140

2,090

1,910

1,820

1,820

1,730

1,730

1,730

1,780

1,730

1,680

1,680

1,640

1 fUfl

f 560

I

ccfl

1,560

1,560 

1,560

Apr.

1,470

1,470

1,470

1,470

1,470

1,470

1,470

1,380

1,380

1,380

1,380

1,380

1,430

1,380

1,380

1 640

5,280

5,020

2,620

2,090

1,860

1,780

1 680

1 640 i'fun

1,640

1 680

1 600

l'560

1,470

May.

1,380

1,380

1 380

1,340

1,340

1 300

1,340

3,590

11,900

5,670

3,070

2,470

2,470

2,040

1,910

1,820

1,960

2,270

2,320

4,060

9 9sn

5; 670

4,420

6 640

8

fMA

5 Q4fl

3,480

2 Q7ft

2 con

2,320 

2,220

June.

2 fWf>

2,000

2,520

2,570

2,090

5 Q4fl

2,720

2,320

2 97ft

2,270

3.700

5; 280

3 940

3,' 370

3,070

2,470

2,220

2,090

2,000

2 AQft

2,140

2,140

2 99fl

2,040

1,820

1,730

2 R7ft

2,820

July.

3,070

3,070

2,870

3,590

3,480

A ZAft

5,150

3,940

3,590

3,270

2,970

2,470

2,320

2,370

2,720

2 39ft

2,180

2,000

1,960

1,960

1,820

1,730

1,730

1,680

1,730

i ftdn

1,780

1 640

1^730 

1,640

Aug.

1,560

1,470

1,640

1,470

2,270

1 Ofifl

3,480

2,820

2,000

1,680

1,600

1,470

1,470

1,560

1,470

1,510

1 430

1^380

1,300

1,300

1,300

1,260

1,220

1,220

1,220

1,430

1,470

1 ^Sfl

1,220 

2,270

Sept.

6,220

2,970

2,420

1,910

1,680

1,510

1,430

1,380

1,820

2,370

1,730

1,430

1,340

1 300

1,260

1,220

1,170

1,130

1,130

1,130

1,130

1,090

1,130

1,470

1,380

1.130

1,090

1,090

1,050

1,820

Oct.

1,640

1,220

1,130

1,130

1,130

1,220

1,300

1,820

2,870

2

~l Aft

1,560

1,380

1,300

1,260

1,220

1,130

1,130

1,090

1,130

1,130

1,130

1,130

1,050

770

1,050

1,030

1,130

1,220

1 300

1,050 

730

Nov.

970

1,170

1,220

1,130

1,130

986

670

986

1,050

1,050

1,130

1,220

1,220

710

1,090

1,170

1,130

986

954

954

650

906

1,030

986

970

1,010

930

730

1,300

1,170

Dec.

1,170

1,170

1,130

1,130

2,770

5,410

3,820

2,090

1,680

1,560

1,380

1,300

1,470

1,300

1,380

1,380

1,260

1,220

890

1,090

1,170

1,130

1,220

1,380

1,730

1,470

1,340

1,260

1,260

1,300 

1,380

NOTE. These discharges were obtained from a rating curve well defined below 8,000 second-feet.

Monthly discharge of Chattahoochee River near Norcross, Ga.,for 1910. 

[Drainage area, 1,170 square miles.]

Month.

March..... .

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

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

The year. .........................

Discharge in second-feet.

Maximum.

3,270 

6,640 

5,150 

5,250 

11,900 

5,940 

5,150 

3,480 

6,220 

2,870 

1,300 

5,410

11.900

Minimum.

1,470 

1,510 

1,560 

1,380 

1,300 

1,730 

1,640 

1,220 

1,090 

730 

670 

890

670

Mean.

1,870 

2,220 

2,120 

1,820 

3,520 

2,710 

2,540 

1,610 

1,630 

1,270 

1,020 

1,590

1,990

Per 

square 

mile.

1.60 

1.90 

1.81 

1.56 

3.01 

2.32 

2.17 

1.38 

1.39 

1.09 

.872 

1.36

1.70

Run-off 

(depth in 

inches on 

drainage 

area).

1.84 

1.98 

2.09 

1.74 

3.47 

2.59 

2.50 

1.59 

1.55 

1.26 

.97 

1.57

23.15

Accuracy.

A 

A 

A 

A 

A 

A 

A 

A 

A 

A 

A 

A
62 STJEFACE WATEE SUPPLY, 1910, PART II.

CHATTAHOOCHEE EIVEE AT WEST POINT, GA.

This station, which is located at the Montgomery Street Bridge in 

West Point, was established July 30, 1896, for the purpose of obtaining run-off data especially valuable for estimating the water power 

afforded by the river, the best of which occurs in the 35 miles lying 

between West Point and Columbus, Ga.

The operation of power plants above causes some fluctuations of 

flow at low stages, but is not thought to affect the mean gage height 

seriously, as the gage is read twice a day.

The chain gage is attached to the handrail of the downstream 

footway, from which measurements are made. Its datum has remained the same since the station was established.

The right bank is high and overflows only at high water, when 

most of the town is flooded; the left bank is somewhat lower and overflows for about 800 feet at a gage height of 20 feet.

The bed is sandy and shifts considerably, but the rating curve has 

been good and constant owing to a rocky ledge below which has controlled the heights at the gage. During 1910 and probably part of 

1909 gage heights have been affected by backwater from a new dam 

4 feet higher than the old one at the water-power plant at Langdale, 

Ala., 5 miles below. The daily filling and lowering of the pond causes 

considerable variation in the relation of velocity to gage height. 

Besides the daily variation, which probably extends even to high 

water, the effect of the higher dam is to change the rating curve.

Discharge measurements of Chattahoochee River at West Point, Ga., in 1910.

Date.

May 7

Aug. 25

26

5

Hydrographer.

M. R. Hall...................... .........................

F. P. Thomas. ............................................

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

M. R. Hall. . ..............................................

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

Width.

Feet. 

383

375

375

371

371

Area of 

section.

Sq.ft. 

2,680

2,510

2,530

2,180

2,250

Gauge 

height.

Feet. 

2.87

2.28

2.27

1.80

1.96

Discharge.

Sec.-ft. 

2,840

2,250

2,100

1,690

1,580
EASTERN GULF OF MEXICO DRAINAGE BASINS. 63

Daily gage height, in feet, of Chattahoochee River at West Point, Ga.,for 1910. 

[A. V. Dunn, observer.]

Day.

1.....J..........

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.

3.15

3.2

3.2

3.15

3.1

3.15

4.1

5.0

4.6

4.4

3.8

3.5

3.3

3.3

3.35

3.2

3.2

3.1

3.2

3.45

4.0

4.5

4.2

4.4

4 4

4.1

3.95

4.3

5.3

5.1

4.4

Feb.

4.2

3.8

3.9

4.2

4.0

3.65

3.45

3.4

3.45

3.4

3.65

4.3

4.2

3.85

3.6

4.0

6.7

8.6

7.6

6.0

6.2

5.8

5.6

6.0

5.4

4.6

4.9

Mar.

6.6

8.0

7.3

6.3

5.2

4.6

4.3

4.1

3.95

3.85

4.2

4.3

4.4

4.1

3.8

3.7

3.6

3.55

3.55

3.65

3.55

3.4

3.4

3.35

3.3

3.3

3.3

3.3

3.25

3.25

3.2

Apr.

3.05

3.1

3.15

3.05

3.1

3.2

3.1

3.1

3.1

2.95

2.95

2.9

3.0

3.0

2.95

3.6

7.2

7.9

7.0

5.2

4.2

3.55

3.55

3.4

3.45

3.45

3.3

3.3

3.3

May.

3.2

3.0

2.8

2.8

2.65

2.8

2.9

3 1

3.5

% 4

7.5

4.8

3 Q

3.8

3.5

3.3

3 1

3.55

3.2

3.35

5.3

6.6

7.2

7.6

11.2

9.2

6.8

f, 0

4.3

3.7

3.5

June.

3.3

3.1

3.1

3.2

3.4

3.7

3.8

5.1

4.2

4.1

4.3

4.2

4.5

5.6

5.6

4.8

4.4

4.2

3.55

3.3

3.4

4.3

4.0

3.7

3.6

3.45

3.3

3.15

3.5

7.3

July.

11.1

8.4

8.6

7.7

6.6

5.5

5.1

5.7

5.6

5.2

5.0

4.6

4.0

3.65

3.55

3.5

3.85

4.6

3.9

3.45

3.2

3.1

3.1

3.75

3.6

3.3

3.1

9 Q

2.8

3.3

3.05

Aug.

2.9

3.0

3.2

2.6

4.9

5.7

7.6

7.4

5.8

4.4

3.6

3.6

3.75

3.0

2.8

2.8

2.95

3.0

2.85

3.1

2.9

2.65

2.45

2.45

2.4

2.4

2.6

2.6

2.55

2.4

2.5

Sept.

2.7

4.2

6.4

4.8

3.75

3.2

2.9

2.7

2.85

3.0

3.05

3.0

3.0

2.65

2.3

2.3

2.4

2.5

2.3

2.1

2.0

2.35

2.25

2.3

2.3

2.1

2.4

2.2

2.7

3.4

Oct.

2.85

3.05

2.6

2.6

2.2

2.15

2.65

3.0

3.8

3.65

3.7

3.25

3.0

2.6

2.6

2.6

2.25

2.25

2.2

2.1

2.1

2.2

2.25

2.1

2.1

2.1

1.95

2.1

2.3

2.3

2.1

Nov.

2.2

2.1

2.0

2.0

2.1

2.5

2.4

2.25

2.15

2.1

2.1

2.3

2.2

2.1

2.1

2.2

1.95

2.05

2.35

2.5

2.2

2.1

2.1

2.2

2.1

2.3

2.3-

2.5

2.6

2.1

Dec.

2.1

2.45

2.25

2.4

3.85

4.7

5.0

5.4

4.2

3.5

3.3

3.0

2.7

2.4

2.5

2.65

2.7

2.6

2.7

2.6

2.3

2.2

2.35

2.9

3.3

3.3

2.8

2.85

2.8

3.3

3.4

Daily discharge, in second-feet, of Chattahoochee River at West Point, Ga.,for 1910.

[A. V. Dunn, observer.]

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.

3,360

3,440

3.440

3,360

3,280

3,360

5,060

6,870

6,050

5,650

4,490

3,950

3,610

3,610

3,700

3,440

3,440

3,280

3,440

3,860

4,870

5,850

5,250

5,650

5,650

5.060

4,780

5,450

7,500 

7,080

5,650

Feb.

5,250

4,490

4,680

5,250

4,870

4,220

3,860

3,780

3,860

3,780

4,220

5,450

5,250

4,580

4,130

4,130

4,870

10,600

15,400

12,800

9,030

9,490

8,590

8,150

9,030

7,710

6,050

6,660

........

Mar.

10,400

13,900

19 inn

9 70/1

7 9on

6,050

5,450

5,060

4,780

4,580

5,250

5,450

5,650

5,060

4 490

4,310

4,130

4,040

4,220

4,040

3,780

3,780

3,700

3,610

3,610

3,610

3,610

3,520 

3,520

3,440

Apr.

3,200

3,280

S

Qfifl

3,200

3,440

3,280

3,280

3,280

3,040

3,040

2,960

3,120

3,040

4,130

11 800

13, 600

11,400

7,290

5,250

4,130

4,040

4,040

3,780

3,860

3,860

3,610

3,610 

3,610

May.

3,440

3,120

2 01 A

2,810

2 Kon

2,810

2 Qfifi

3 280

3,950

7,710

12,600

6,450

4 680

A Ann

S

QCrt

3,610

S

oon

4,040

3,440

3,700

7,500

10,400

11,800

19 Sfifi

99 ftnn

17,000

10,900

7,290

5,450 

4,310

3,950

June.

3,610

3,280

S

OOn

3

AA(\

3

7Qfk

4,310

4 490

7 080

5,250

5,060

5,450

5,250

5,850

8,150

8,150

6,450

5

({Kf\

5,250

3,610

3,780

5,450

4,870

4,310

4,130

3,860

3,610

3,360

3,950 

12,100

July.

14,900

15,400 IQ inn

10,400

7 o^n

7,080

8

*>7fl

8,150

7 290

6,870

6 050

4,870

4,220

4 040

3,950

4,580

6,050

4 680

3,860

3,440

3,280

3,280

4 400

4,130

3,610

3,280

2,960

2,810 

3,610

3,200

Aug.

2,960

3,120

3 440

2,520

6 660

8,370

12,800

8,590

5,650

4,130

4,130

4,400

3 ion

2,810

2,810

3 040

3,' 120

2,880

3,280

2,960

2,590

2,310

2

Q1rt

2,240

2,520

2,520

2,450

2,380

Sept.

2,660

*250

9

QKft

6

AK(\

4

AfV\

^ AA(\

2,660

3 19fl

3,200

3,120

3,120

2

KQrt

2,110

2,110

2,240

2

QOrt

2,110

i sfin

1,740

2,180

2,040

2,110

2,110

1 860

2,240

1 980

2*660 

3,780

Oct.

2,880

3,200

2,520

2,520

1,980

1,920

2,590

3,120

4,490

4,220

4,310

3,520

3,120

2,520

2,520

2,520

2 run

2,040

1,980

1 860

1,860

1,980

2,040

1,860

1 860

1,860

1,680

1,860

2,110 

2,110

1,860

Nov.

1,980

1,860

1,740

1,740

1 860

2,380

2,240

2,040

1,920

1,860

1,860

2,110

1,980

1 860

1^860

1,980

1,680

1 800

2480

2,380

1,980

1 860

1^860

1 980

1 860

2,110

2,110

2,380

2,520 

1 860

.......

Dec.

1,860

2,310

2,040

2,240

4,580

6,250

6,870

7,710

5,250

3,950

3,610

3,120

2,660

2,240

2,380

2,590

2,660

2,520

2,660

2,520

2,110

1,980

2,180

2 Qfif>

3,610

3,610

2,810

2,880

2,810 

3,610

3,780

NOTE. These discharges were obtained from a rating curve which is fairly well defined below 22,200 

second-feet.
64 SURFACE WATEK SUPPLY, 1910, PART II.

Monthly discharge of Chattahoochee River at West Point, Ga.,for 1910. 

[Drainage area, 3,300 square miles.]

Month.

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

The year ..........................

Discharge in second-feet.

Maximum.

7,500 

15,400 

13,900 

13,600 

22,800 

12,100 

22,500 

12,800 

9,950 

4,490 

2,520 

7,710

22,800

Minimum.

3,280 

3,780 

3,440 

2,960 

2,590 

3,280 

2,810 

2,240 

1,740 

1,680 

1,680 

1,860

1,680

Mean.

4,630 

6,440 

5,3fiO 

4,530 

6,450 

5,030 

6,530 

4,100 

3,040 

2,480 

1,990 

3,300

4,480

Per 

square 

 mile.

1.40 

1.95 

1.62 

1.37 

1.95 

1.52 

1.98 

1.24 

.921 

.752 

.603 

1.00

1.36

Run-off 

(depth in 

inches on 

drainage 

area).

1.61 

2.03 

1.87 

1.53 

2.25 

1.70 

2,28 

1.43 

1.03 

.87 

.67 

1.15

18.42

Accuracy.

B 

B 

B 

B 

B 

B 

B 

B 

B 

B 

B 

B

CHATTAHOOCHEE RIVER AT ALAGA, ALA.

This station, which is located at the Atlantic Coast Line Railway 

bridge one-fourth mile east of Alaga, 4 miles east of Gordon, and 

one-half mile west of Saffold, Ga., is about 35 miles above the junction of Chattahoochee and Flint rivers. The station was originally 

established in 1904 by the United States Weather Bureau and discharge measurements were begun by the United States Geological 

Survey June 15, 1908. On this date the gage-chain length was 

determined and its datum referred to a reference point on the iron 

bridge, accepting the chain length as it was. The original datum 

could not be determined, although the chain had no doubt stretched 

somewhat. ,

The river is navigable from its mouth to Columbus, Ga., a long 

distance above the station. Conditions of flow are probably changing on account of silting of the river bed.

Only three low-water measurements have been made at this 

station, one in 1908 and two in 1909. No rating curve has yet been 

developed.
EASTERN GULF OF MEXICO DRAINAGE BASINS. 65 

Daily gage height, in feet, of Chattahoochee River near Alaga, Ala., for 1910.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

4.3

3.9

3.6

3.6

3.8

3.4

3.7

4.2 

5.3

6.8

6.3

6.2

5.4

4.6

4.2

4.0

3.8

3.6

3.7

3.6 

3.7

4.3

4.7

6.0

6.0

6.0

6.0

5.8

8.3

10 f\

12.0

Feb.

10.0

8.2

6.8

6.1

6.3

7.8

7.0

5.9 

5.3

4 9

4 9

5.6

6.6

7.7

7.3

6.3

5.5

6.2

12.2

15.0 

14.8

13.8

13.8

13.7

14.2

16.9

14.6

12.0

------

Mar.

13.6

24.0

22.5

18.5

15.2

12.5

10.6

9.2 

8.5

7.8

7.4

7.4

a i

8.7

8.1

7.4

6.7

6.3

6.0

5.8 

5.7

5.7

5.7

5.5

5.4

5.2

5.1

5.1

4.9

4.9

4.8

Apr.

4.7

4.5

4.3

4.1

4.4

4.3

4.3 

4.3

4.0

3.8

3 7

4.1

6 Q

5.7

5.0

7.8

26.4

27.6

23.0 

1 *; 7

11.1

8.7

7.5

6.8

6.4

6.1

5.6

5.6

5.5

May.

5.4

5.1

4 9

4.8

4.4

4.2

4.0

3.9 

3.9

4

0

R 0

5

0

9 a

ft A.

5.8

5.1

4.8

4 4

4.1

4.1 

4.3

4.0

5.7

8.3

9.7

11.0

15.1

14.1

10.4

8.1

6.2

June.

5.2

4.6

4.2

3.9

3.7

3.6

3.7

4.5 

4.9

5 7

ft 1

7

c

ft A

7.8

7.1

7.6

8.7

7 Q

6.4

5.6 

4.8

4.4

4.9

6.7

6.6

6.1

5.2

5.0

4.7

4.3

July.

5.4

6.8

15.5

14.7

16.2

15.4

12.8

9.9 

8.8

9 9

9

0

Q A

8.0

8.1

6.7

5.6

5.1

5 9

6.3

10.6 

9.5

7.2

5.6

5.6

6.1

6.0

6.6

5.6

5.0

4.4

3.9

Aug.

d. 9

5.2

4.4

3.8

3.8

4.1

6.1

8.8 

9.7

11.6

9

0

7 o

5.5

4.6

5.3

4.6

3.5

3.4

3.3

3.6

3.6

3.2

3.3

2.7

2.5

2.3

2.2

2.1

1.8

2.0

Sept.

2.5

2.5

3.4

4.0

8.1

8.0

5.5

4.3 

3.3

3

n

4.1

A. Q

4.1

3.6

3.2

3.1

3.0

2.5

1 Q

1.5 

1.6

2.0

1.5

1.4

1.7

1.6

1.4

1.4

1.5

1.4

Oct.

1.7

1.7

3.0

2.4

2.4

2.1

2.2

2.4 

2.5

9 9

3 7

4.0

3 9

3.8

3.1

2.5

2.0

1.8

1.6

1.7 

1.4

1.3

1.2

1.0

.9

.9

1.1

1.3

1.4

1.3

1.2

Nov.

1.1

1 9

1.4

1 9

1.2

1.4

1.4

1.2 

1.4

1 9

1.7

1.5

1.4

1.2

1.1

1.0

1.5

1.3

1.6

2.1 

2.1

1.6

1.8

2.0

1.6

1.5

1.2

1.4

1.9

1.9

Dec.

2

C

2.4

2.2

1.8

1.6

1.8

2.5

5.7 

6.6

6.5

6.0

5.6

4.6

3.3

3.0

2.5

2.5

9 1

9 Q

2.9 

2.9

2.8

2.0

2.6

2.0

1.9

2.7

2.7

2.6

2.8

3.5

FLINT RIVER NEAR WOODBURY, GA.

This station, which is located at the Macon & Birmingham Railroad bridge 3 miles east of Woodbury, Ga., was established March 29, 

1900. It is below the mouth of Elkins Creek and above Cane Creek.

Up to June 30, 1910, the gage was read twice a day to eliminate 

or lessen the effect of fluctuations which may be caused by the operation of power plants above, but since that time the gage heights 

have been furnished by the United States Weather Bureau and the 

readings have been made once a day.

The vertical staff gage is located 300 feet above the Macon & 

Birmingham Railroad bridge, from which discharge measurements 

are usually made. The datum of the gage, which is 660 feet above 

sea level, has remained the same since the establishment of the station. Above gage height 10 feet the banks are subject to overflow 

for a width of about 350 feet, but all water passes beneath the bridge 

and its approaches.

Discharge measurements of Flint River near Wbodbury, Ga., in 1910.

Date.

May 25

25

Hydrographer.

M. R. Hall................................................

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

Width.

Feet.

278

978

Area of 

section.

Sq.ft. 

990

990

Gage 

height.

Feet.

US

1.18

Discharge.

Sec.-ft. 

955

931

14051° WSP 282 12 5
66 SURFACE WATER SUPPLY, 1910, PART II.

Daily gage height, in feet, of Flint River near Woodbury, Ga., for 1910.

Day.

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

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

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

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

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

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

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

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

9

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

0.9

9

.9

9

.9

g

1.45

1.45

1.4

1.25

1.15

1.0

.9

.9

.9

.9

.8

.8

9

.9

1.3

1.5

1.55

1.55

1.55

1.5

1.35

2.2

3.2

2.9

2.5

Feb.

1.85

1.55

1.65

1.75

1.55

1.35

1.2

1.2

1.2

1.35

1 9

1.75

1.6

1.45

1.35

1.35

4.3

4.4

3.6

3.1

3.6

3.0

5.1

4.7

3.4

2 7>i

4.3

Mar.

6.0

4.6

4.6

3.6

2.8

2 9

1.85

1 65

1.45

1.7

1 Qn

2.15

2.15

1.7

1.5

1.35

1.25

1.2

1.2

1.2

1.2

1.15

1.1

1.1

1.1

1.1

1.0

1.0

1.0

1.0

Apr.

1.0

9

.9

9

.9

9

.9

.8

.8

.8

.8

.8

9

1.3

1.15

1 in

4.7

6.0

4 Q

3.7

2.55

1.6

1.35

1 9*1

1 1 *

1.15

1.1

1.15

1.1

1.0

May.

0.9

.85

.8

.8

.7

.7

.7

.85

1.0

9

.95

.8

.8

.75

.65

.6

.6

.8

.85

.8

1.0

1 IK

1 IK

1.15

1.2

1.4

1.85

1.4

1.15

.75

.6

June.

0.5

.4

.4

.4

.45

fin

.8

.75

.7

9

1.55

1.35

1.3

1.25

1.5

1.55

1.25

.95

.8

.7

CC

.85

1.0

oc

1.0

1.05

.75

.65

.55

.95

July.

1.2

2.0

2.8

2.8

3.1

3.2

2.5

1.7

1.5

1.3

1.0

1.4

2.1

1.4

.9

,9

.9

1.5

4.0

2.3

1.2

9

.7

1.7

1.7

1.2

.9

.7

.7

.7

.6

Aug.

0.5

.4

.5

.5

.8

1.5

1.2

1.7

1.6

1.4

1.0

1.2

1.0

.9

.7

.6

.5

.5

.5

.7

.8

.7

.6

.4

.4

.4

.3

.2

.2

.3

Sept.

0.5

.6

.7

1.6

1.4

1.3

1.0

.9

.6

.5

.4

.3

.3

.2

.1

.1

.1

.1

.1

.1

.1

.0

.0

.0

.1

.7

Oct.

1.1

.5

.4

.3

.3

.3

.5

.8

.8

.7

.4

.4

.3

.3

.2

.2

.2

.1

.1

.1

.1

.1

.2

.2

Nov.

0.2

.3

.3

.3

.3

.6

.6

.5

.5

.4

.4

.4

.4

.4

.5

.5

.5

.5

.5

.5

.4

.5

.6

.6

.7

.8

Daily discharge, in second-feet, of Flint River near Woodbury, Ga.,for 1910.

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.

700

700

700

700

700

1,230

1,230

1,180

1,020

925

785

700

700

700

620

620

700

700

1,070

1,280

1,340

1,340 

1,340

1,280

1,120

2,180

3,560 

3,140 

2,580

Feb.

1,710

1,340

1,970

1,580

1,340

1,120

Q7fi

970

970

1,120

1,780

1,580

1,400

1,230

1,120

5,310

5,480

4,160

3,420

4,160

3,280

6,700 

5,990

3,850

2

AQA

5,310

Mar.

8,450

5,820

5,820

4,160

3,000

2,180

1,710 i -ifift

1,230

1 QQA

1,520

1 840

2,110

1,520

1,280

1,120

1,020

970

Q7rt

970

970

925

875 

875

8

7K

875

785

785 

785 

785

Apr.

7<in

700

700

700

700

700

700

620

620

620

620

620

7ftn

1.070

925

QOK

5,990

8

AKf\

6,160

4,320

2 650

1 400

1,120

1,020

QC>n

QOC

Q9n

875 

785

May.

700

660

620

545

CytC

545

660

785 7nn

74fi

620

620

582

510

475

47 n

fifin

7Ke.

925

925 

970

1,180

1,710

1,180

925

582

J.7P*

June.

410

QCK

355

355

382

C1 A

620

545

7ftn

1 ^4fi

1,070

1,020

1 9Gfi

1,340

1,020

740

KAZ

442

70 c

660 

785

OOA

582

. 510

442 

740

July.

Q7ft

1 900

3

AAA *$ ooo

3,420

3

KCA

3

KQA

1,520

1 9Cft

1,070

785

1 Ififi

2

A^A

1,180

700

700

700

1 9fifi

4 Qfin

2

Q-(f\

Q7fi

7HH

545

1,520 

1,520

Q7fi

700

545

545 

545 

475

Aug.

410

QKK

410

410

620

1,280

Q7fi

1 400

1 1GA

7QC

970

785

700

545

475

410

410

KAK

KAti

475

355 

355

QkK

OKK

OAK

260 

260

OAK

Sept.

410

J.7K

545

972

1 400

i i on

1,070

928

785

742

700

A7 n

410

355

305

260

220

220

OOA

OOA

220 

190

190

1 Art

220 

545

Oct.

Q7 C

64°

410

OKE

305

QAC

305

410

515

620

CQC

(Y7A

n4H

QCE

one

305

260

260

260

220

220

220 

220

220

OOA

260

260 

260 

260

Nov.

260

305

305

305

305

QQA

47 K

475

442

410

410

ooo

QKE

355

QCE

410

410

410

410

410

410

410

QKE

410

475

475

545 

620

NOTE. These discharges were obtained from a rating curve which is fairly well defined below 6,500 

second-feet. Discharges interpolated for days when gage was not read^
EASTERN GULF OF MEXICO DRAINAGE BASINS. 67

Monthly disdiarge of Flint River near Wbodbury, Ga. t /or 1910.

[Drainage area, 990 square miles.]

Month.

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

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

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

Discharge in second-feet.

Maximum.

3,560 

6,700 

8,450 

8,450 

1,710 

1,340 

4,800 

1,520 

1,400 

875 

620

8,450

Minimum.

620 

970 

785 

620 

475 

355 

475 

260 

190 

220 

260

Mean.

1,170 

2,620 

1,910 

1,600 

738 

712 

1,520 

606 

479 

372 

400 

1520

1,040

Per ' 

square 

mile.

1.18 

2.65 

1.93 

1.62 

.745 

.719 

1.54 

.612 

.484 

.376 

.404 

.525

1.05

Run-off 

(depth in 

inches en 

drainage 

area).

1.36 

2.76 

2.22 

1.81 

.86 

.80 

1.78 

.71 

.54 

.43 

.45 

.61

14.33

Accuracy.

A 

A 

A 

A

A 

A 

A 

A 

B 

B 

B 

C

o Estimated by comparison with other Flint River stations. 

FLINT RIVER NEAR MONTEZUMA, GA.

This station, which is located at the iron highway bridge about 1 

mile west of Montezuma, was established in 1904 by the United States 

Weather Bureau, by whom gage heights are supplied. Discharge 

measurements were made by the United States Geological Survey 

during 1905 and succeeding years.

The flow is not appreciably affected by artificial control.

The chain gage is attached to the upstream side of the bridge from 

which measurements are made. The datum of the gage has remained 

the same since the establishment of the station.

The right bank will overflow for a great distance at a stage of about 

12 feet. The overflowed portion is largely covered with a dense 

growth of brush. The left bank is not liable to overflow. The current toward the left bank becomes sluggish at low stages, and at 

times there is considerable back current near the bank. Conditions 

of flow are permanent and a fairly good rating has been developed, 

but the gage heights for 1910 were very uncertain, and hence they 

have been omitted, together with the daily and monthly discharges.

The following discharge measurement was made by M. R. Hall:

December 13: Width, 190 feet; area of section, 1,480 square feet; gage height, 

2.92 feet; discharge, 1,480 second-feet.

FLINT RIVER AT ALBANY, GA.

The station is located at the Dougherty County bridge in Albany, 

about 700 feet below the Atlantic Coast Line bridge, where the discharge measurements are made. It was originally established by the 

United States Weather Bureau in 1893 and was maintained with 

some interruptions until the United States Geological Survey began
68 SURFACE WATER SUPPLY, 1910, PART II.

to make discharge measurements in 1901. Since that time it has been 

maintained continuously, all gage heights being furnished by the 

United States Weather Bureau except those for a portion of 1903.

This station is about 2 miles below the mouth of Muckalee Creek. 

The operation of the power plant on that creek just above its mouth 

probably causes some fluctuations in the flow of Flint River at the 

station.

Fairly accurate measurements can be made at the section at the 

Atlantic Coast Line bridge, although it is very rough, and train 

switching in the railroad yard interferes with the work. The section 

at the Georgia Northern Railway bridge, 1 mile above, at which 

measurements are sometimes made, is considered better, especially 

for medium and low stages.

The original staff gage was washed out in 1898. It was again 

injured in 1902, and on June 18, 1902, a new gage was installed by 

the United States Weather Bureau at a datum 0.75 foot lower than 

that of the former gage. The 1902 gage heights, as published by the 

United States Weather Bureau and the United States Geological 

Survey, all refer to the new gage datum. The present standard chain 

gage, installed by the United States Geological Survey April 20, 

1904, on this same bridge, has the same datum and reads in conformity with the United States Weather Bureau gage.

The river overflows both banks but only under the approaches to 

the bridge. The bed is rock and very rough and the current is 

irregular. Conditions of flow are permanent and a very good rating 

has been developed.

The following discharge measurement was made at the Georgia 

Northern Railway bridge, about 1 mile above the station, by M. R. 

Hall:

December 14: Width, 105 feet; area of section, 1,950 square feet; gage height, 

1.10 feet; discharge, 2,760 second-feet.

Daily gage height, in feel, of Flint River at Albany,. Ga.,for 1910. 

[D. W. Brosnan, observer.]

Day.

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

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

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

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

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

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

7........---....

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

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

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

Jan.

1.8

1.7

1.5

1.4

1.4

1.4

1.6

1.7

1.7

1.5

Feb.

3.5

4.6

6.0

6.6

6.6

5.8

4.9

4.5

3.9

3.4

Mar.

9 0

9.5

10.1

10.2

9.8

9.6

9.3

8.8

9.5

10.1

Apr.

1.6

1.5

1.5

1.5

1.4

1.4

1.5

1.3

1.3

1.2

May.

3.1

2.6

2.3

2.0

1.8

1.6

1.5

1.3

1.2

1.2

June.

1.1

1.0

.8

.5

.2

.1

.5

.8

.4

.2

July.

3.8

3.6

3.6

3.7

4.1

4.4

5.8

6.8

7.0

6.5

Aug.

1.8

1.6

1.5

1.2

1.2

1.1

1.0

1.0

.9

.7

Sept.

-0.4

- .4

 2

.0

.4

1.1

1.3

1.2

.8

.6

Oct.

-0.2

- .2

- .2

- .2

- .2

.1

.3

.4

.9

.8

Nov.

-0.6

- .6

 .6

 .4

 .2

 .2

- .2

- .1

- .1

- .1

Dee.

0.3

.3

.3

.3

.2

.5

.7

.7

.6

1.0
EASTERN GULF OF MEXICO DRAINAGE BASINS. 69 

Daily gage height, in feet, of Flint River at Albany, Ga.,for 1910 Continued.

Day.

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

12............... is

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

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

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

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

18...........:...

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

v

Jan.

1.4

1.4

1.6

1.8

2.0

2.0

1.8

1.6

1.6

1.5

2.0

2.2

2.2

2.4

2.5

2.6

2.6

2.6

2.8

3.2

3.5

Feb.

3.2

3.9

3.5

3.2

3.2

3.1

3.1

3.6

3.6

4.0

5.5

6.9

8.7

9.3

9.6

9 8

9.7

9.2

Mar.

9.6

6.2

4.8

4.2

3.9

3.9

3.8

3.4

3.1

3.0

2.8

2.6

2.2

2.0

2.0

1.8

1.7

1.7

1.7

1.6

1.6

Apr.

1.1

1.1

1.1

1.1

1.1

1.2

2.1

2.7

3.3

5.9

7.6

11.1

12.4

12.7

11.1

7.5

5.5

5.1

4.2

3.5

May.

1.2

1.7

1.9

1.7

1.5

1.4

1.1

.8

.6

.5

.4

.3

.8

1.2

1.8

1.5

1.3

1.3

1.2

1.2

1.1

June.

0.2

.8

1.5

2.1

3.5

4.7

5.0

5.2

5.0

5.0

4.0

3.1

2.6

2.5

2.5

2.4

2.4

2.4

2.8

3.3

July.

5.5

5.0

3.9

3.6

3.2

2.7

2.6

2.6

2.5

2.2

2.2

2.1

5.0

5.0

4.6

3.7

3.2

2.8

2.8

2.4

2.0

Aug.

1.2

2.0

2.5

3.2

4.0

3.8

2.8

2.2

1.8

1.6

1.5

1.5

1.2

1.0

.4

.1

.0

.0

- .1

- .3

- .4

Sept.

0.8

1.3

1.8

2.2

2.5

2.5

1.8

1.0

.8

.3

.0

 1

- .2

- .2

- .3

- .4

- .4

- .4

- .4

- .3

Oct.

0.7

.5

.5

.6

.6

.6

.6

.4

.2

.2

.1

- .1

- .3

 .5

- .6

- .6

- .5

- .2

- .2

- .4

- .6

Nov.

0.2

.2

.1

.0

- .1

- .1

- .2

 .2

.2

.2

.2

.1

.3

.7

1.1

1.4

1.3

1.0

.8

.4

Dec.

2.0

2.1 i:s

1.4 1.1

1.0

.9

1.0

.7

.5

.5

1.0

1.1

1.2

.9

.7

.6

.5

.9

1.5

1.7

NOTE. Comparisons indicate that there may be occasional errors in the above record of gage heights. 

Daily discharge, in second-feet, of Flint River at Albany, Ga.,for 1910.

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.

3,380

3,290

3,110

3,020

3,020

3,020

3,200

3,290

3,290

3,110

3,020

3,020

3,200

3,380

3,570

3,570

3,380

3,200

3,200

3,110

3,570

3,770 

3,770

3,980

4,080

4,190 

4,190 

4,190

4,410

4,860

5,210

Feb.

5,210

6 480

8,170

8,920

8,920

7,920

6,820

6,360

5,670

5,100

4,860

5,670

5,210

4,860

4,860

4,750

4,750

5,320

5,320

5,780

7,540

9,300 

11,500

12,300

12,700

12,900 

12,800 

12,200

........

Mar.

U onn

12,500

13,300

13,400

12,900

12,700

12,300

11,700

12,500

13,300

12,700

8,420

6,700

6,020

5,670

5,670

5,560

5,100

4,750

4,640

4,410

4,190 

3,770

3,570

3,570

3,380 

3,290 

3,290

3,290

3,200

3,200

Apr.

3,200

3,110

3,110

3,110

3,020

3,020

3,110

2,930

2,930

2,840

2,760

2,760

2,760

2,760

2,760

2,840

3,670

4,300

4 osn

8,040

10,200

14,600 

16,300

16,700

14,600

10,000 

7,540 

7 060

6,020

5,210

May.

4,750

4,190

3,870

3,570

3,380

3,200

3,110

2 osn

2,840

2,840

2,840

3 9QH

3,480

3,290

3,110

3,020

2,760

2,500

2,330

2,250

2,170

2,090 

2,500

2,840

3,380

3,110 

2,930

9 Q^fi

2 840

2,760

June.

2,760

2,670

2,500

2,250

2,010

1,930

2,250

2,500

2,170

2,010

2

CflA

3,110

3,670

5,210

7,180

6 940

6 940

5,780

4,750 

4,190

4 080

4^080

3,980 

3,980 

3 980

4,410

4 980

July.

5,560

5,320

5,320

5,440

5,900

6,240

7,920

9 170

9,420

8,800

7,540

6 940

5,670

5

OOA

4,860

4,300

4,190

4,190

4 080

3^770

3,770

3,670 

6 940

R 04/1

6,480

5,440 

4,860 

4,410

3 980

3' 570

Aug.

3,380

3,200

3,110

2,840

2,840

2,760

2,670

2,670

2,580

2,420

2,840

3,570

4,080

4,860

5,780

5,560

4,410

3,770

3

OQn

3,200

3,110

3,110 

2 840

2,670

2,170

1,930 

1,850

I

otrn

1 780

1,620

1,550

Sept.

1,550

1,550

1,700

1,850

2,170

2,760

2,930

2,840

2,500

2,330

2,500

3,380

3 77H

4,080

4,080

3,380

2,670

2,500

2 non

1,850

1,780 

1,700

1,700

1,620

1,550 

1,550 

1,550

1 KCA

1,620

Oct.

1,700

1,700

1,700

1,700

1,700

1,930

2,090

2,170

2,580

2,500

2,420

2,250

2,250

2,330

2,330

2,330

2,330

2,170

2,010

2,010

1,930

1,780 

1,620

1,480

1,400

1,400 

1,480 

1,700

1,700 i 5^n

1,400

Nov.

1,400

1,400

1,400

1,550

1,700

1,700

1,700

1,780

1,780

1,780

2,010

2,010

1,930

1,850

1,780

1,780

1,700

1,700

2,010

2,010

2,010

1,930

2 f\nf\

2,760

3,020 

2,930

2,500

2,170

Dec.

2 nan

9 nan

2,090

2,090

2,010

2,250

2,420

2,420

2,330

2,670

3,570

3,670

3

0On

3 H9ft

2,760

2 fi7fl

2,580

2,670

2,420

2

oen

2,250

2,670

2

7CA

2 840

2,580

2,420 

2,330

2

0Krt

2 COn

3,110

3,290

NOTE. These discharges were obtained from a rating curve which is well denned above2,600 second-feet. 

Although the daily discharges compare fairly well with those at Woodbury, there are occasional discrepancies, and they should be used with caution.
70 SURFACE WATER SUPPLY, 1910, PART II.

Monthly discharge of Flint River at Albany, Ga., for 1910. 

[Drainage area, 5,000 square miles.]

Month.

May....................................

July....................................

October. ................................

December.. . ..... ......................

The year. .........................

Discharge in second-feet.

Maximum.

5,210 

12,900 

13,400 

16,700 

4,750 

7,180 

9,420 

5,780 

4,080 

2,580 

3,020 

3,670

16,700

Minimum.

3,020 

4,750 

3,200 

2,760 

2,090 

1,930 

3,570 

1,550 

1,550 

1,400 

1,400 

2,010

1,400

Mean.

3,570 

7,580 

7,450 

5,870 

3,030 

3,940 

5,630 

3,050 

2,330 

1,920 

1,980 

2,600

4,060

Per 

square 

mile.

0.714 

1.52 

1.49 

1.17 

.606 

.788 

1.13 

.610 

.466 

.384 

.396 

.520

.812

Run-off 

(depth in 

inches on 

drainage 

area).

0.82 

1.58 

1.72 

1.30 

.70 

.88 

1.30 

.70 

.52 

.44 

.44 

.60

11.00

Accuracy.

B 

A 

A 

A 

B 

B 

A 

B 

B 

B 

B 

B

FLINT EIVEE AT BAINBRIDGE, GA.

This station, which is located at the county wagon bridge one-half 

mile from Bainbridge and about 25 miles above the junction of the 

Flint with Chattahoochee River, was established in 1904 by the 

United States Weather Bureau. Discharge measurements at this 

point were begun by the United States Geological Survey June 11, 

1908, the daily gage heights being furnished by the United States 

Weather Bureau.

The boxed chain gage is attached to the bridge. The datum has 

not been changed since June 11, 1908, at which time it was adjusted 

to its original datum. During part of the time prior to this date the 

chain was wrongly adjusted. Gage heights for 1908 were all corrected before publishing in Water-Supply Paper 242. A good lowwater rating has been obtained. No measurements were made in 

1910, but it is probable that the 1909 rating will apply for 1910.

Daily gage height, in feet, of Flint River at Bainbridge, Ga.,for 1910.

Day.

1. ..............

2....... ........

3...............

4...............

5 ..............

6...............

7..... ... .......

8...............

9...............

10...............

Jan.

4.5

4.4

4.3

4.3

4.4

4.2

4.1

4.2

4.2

4.1

Feb.

5.5

6.8

7.5

8.0

8.1

7 Q

6.5

6.2

6.1

5.9

Mar.

11.0

11.1

11.6

11.8

12.0

n o

19 c

12.8

13.8

14.1

Apr.

5.2

5.1

5.0

4 Q

4.8

4.8

4.7

4.5

4.6

4.5

May.

6.2

6.0

5.7

5.5

5.3

5.5

5

0

5.0

4.6

4.6

June.

3.7

3.9

4.2

3.9

3.5

3.2

t n

2.8

2.6

2.8

July.

4.6

4.9

5.2

5.6

5.9

6.0

5.8

5.7

5.5

6.4

Aug.

7.3

7.0

6.6

6.0

5.5

5.0

4.7

4.5

4.5

5.0

Sept.

3.2

2.8

2.8

3.0

3.4

3 7

A Q

d, Q

5.4

4.7

Oct.

2.0

2.0

2.1

2.0

3.1

2.9

2.6

2.4

2.5

2.4

Nov.

1.9

1.9

1.9

1.9

1.9

1 Q

1.9

1.9

2.0

 2.2

Dec.

2.6

3.0

3.0

2.6

2.9

2.6

2.5

2.7

2.9

3.3
EAStEfctf GULF OP MEXICO DBAINAGE BASINS. 71 

Daily gage height, in feet, of Flint River at Bainbridge, Ga.,for 1910 Continued.

Day.

11...............

12...............

13...............

14. ..............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22. ..............

23...............

24...............

25...............

26...............

27. ..............

28...............

29...............

^n

^11

Jan.

4.0

4.0

4.2

4.4

4.5

4.4

4.2

4.0

4.1

4.3

4.1

4.0

4.1

4.2

4.4

4.6

4.8

5.0

5.0

5.2

5.4

Feb.

6.1

6.3

5.9

5.5

5.4

6.3

6.4

6.4

6.7

6.5

6.6

6.8

8.2

9.0

9.7

10.4

10.7

10.5

Mar.

14.6

13.4

11.6

10.2

9.3

7.8

7.6

7.4

7.6

7.1

6.5

6.4

6.6

6.3

6.1

5.8

5.7

5.6

5.4

5.3

5.2

Apr.

4.4

4.6

4.4

4.4

4.6

4.5

4.8

5.3

6.2

6.6

8.9

11.1

12.1

13.0

12.9

13.7

11.5

8.0

6.8

6.4

May.

4.7

4.6

4.4

4.2

4.4

4.4

4.2

4.1

4.0

3.8

3.8

3.7

3.6

3.9

3.8

3.9

4.0

3.9

3.8

3.6

3.5

June.

3.1

3.2

3.5

4.1

4.5

4.3

4.4

5.6

6.3

7.1

7.6

8.0

7.1

6.4

5.8

5.6

5.3

5.0

4.8

4.5

July.

7.0

7.5

8.0

7.8

7.2

6.8

6.4

6.8

5.8

5.6

5.7

5.9

6.3

6.8

7.4

7.0

6.5

6.4

6.6

6.8

7.1

Aug.

4.7

4.9

4.9

4.6

4.4

4.2

3.9

3.8

3.6

3.6

3.5

3.4

3.4

3.6

3.9

4.5

4.8

4.7

4.5

4.1

3.5

Sept.

4.0

3.6

3.5

3.8

3.4

3.7

3.3

2.8

2.9

3.4

3.7

4.1

4.0

3.7

3.3

3.0

2.7

2.5

2.4

2.1

Oct.

2.2

2.9

3.0

3.0

3.0

2.9

2.7

2.6

2.4

2.4

2.4

2.3

2.1

2.0

1.9

1 0

1.9

2.0

2.0

2.0

1.9

Nov.

2.3

2.2

2.2

2.2

2.1

2.0

2.0

2.0

2.0

2.2

2.3

2.4

3.0

3.1

2.9

2.6

2.6

2 7

2.4

2.4

Dec.

3.6

3.9

3.8

3.5

3.4

3.2

3.0

2.9

2.8

3.0

3.2

3.3

3.3

3.7

3.5

3.3

3.2

3.2

3.4

3.4

3.4

Daily discharge, in second-feet, of Flint River at Bainbridge, Ga.,for 1910.

Day.

1....... ........

2...............

3............... 

4...............

5............... 

6...............

7............... 

8...............

9...............

10...............

11............... 

12. .............. 

13...............

14...............

15...............

16...............

17...............

18. ..............

1Q

20...............

21...............

22. ..............

23...............

24...............

25............... 

26...............

27...............

28............... 

29............... 

30...............

31...............

Jan.

4,670

4,590

4,520 

4,520

4,590 

4,450

4,380 

4,450

4,450

4,380

4,310 

4,310 

4,450

4,590

4,670

4,590

4,450

4,310

4,380

4,520

4,380

4,310

4,380

4,450

4,590 

4,740

4,890

5,050 

5,050 

5,210

5,370

Feb.

5,450

6,570

7,230 

7,740

7,840 

7,030

6,300 

6,040

5,960

5,780

5,960 

6,130 

5,780

5,450

5,370

6,130

6,220

6,220

6,480

6,300

6,390

6,570

7,950

8,780

9,540

Mar.

.......

.......

.......

.......

9,100

7,530

7,330

7,130

7,330

6,840

6,300

6,220

6,390

6,130

5,960 

5,700

5,610

5,530 

5,370 

5,290

5,210

Apr.

5,210

5,130

5,050 

4,970

4,890 

4,890

4,820 

4,670

4,740

4,670

4,590 

4,740 

4,590

4,590

4,740

4,670

4,890

5,290

6,040

6,390

8,680

.......

7,740 

6,570 

6,220

May.

6,040

5,870

5,610 

5,450

5,290 

5,450

5,290 

5,050

4,740

4,740

4,820 

4,740 

4,590

4,450

4,590

4,590

4,450

4,380

4,310

4,180

4,180

4,120

4,050

4,250

4,180 

4,250

4,310

4,250 

4,180

3,990

June.

4,120

4,250

4,450 

4,250

3,990 

3,800

3,680 

3,560

3,440

3,560

3,740 

3,800 

3,990

4,380

4,670

4,520

4,590

5,530

6,130

6,840

7,330

7 740

6,220

5,700 

5,530

5,290

5,050 

4,890 

4,670

July.

4,740

4,970

5,210 

5,530

5,780 

5,870

5,700 

5,610

5,450

6,220

6,750 

7,230 

7,740

7,530

6,940

6,570

6,220

6,570

5,700

5,530

5,610

5,780

6,130

6,570

7,130 

6,750

6,300

6,220 

6,390 

6,570

6,840

Aug.

7 030

6,750

6,390 

5,870

5,450 

5,050

4,820 

4,670

4,670

5,050

4,820 

4,970 

4,970

4,740

4,590

4,450

4,250

4,180

4,050

4,050

S oon

3 930

3 930

4,050

4,250 

4,670

4,890

4,820 

4,670 

4 380

3,990

Sept.

3,800

3,560

3,560 

3,680

3,930 

4,120

4,520 

4,970

5,370

4,820

4,310 

4,050 

3,990

4,180

3,930

4,120

3,860

3,560

3,620

3,930

4,120

4,380

4,310

4,120

3,860 

3,680

3,500

3,390 

3,330 

3,170

Oct.

3,120

3,120

3,170 

3,120

3,740 

3,620

3,440 

3,330

3,390

3,330

3,230 

3,620 

3,680

3,680

3,680

3,620

3,500

3,440

3,330

3,330

3,330

3,280

3,170

3,120

3,070 

3,070

3,070

3,120 

3,120 

3,120

3,070

Nov.

3,070

3,070

3,070 

3,070

3,070 

3,070

3,070 

3,070

3,120

3,230

3,280 

3,230 

3,230

3,230

3,170

3,120

3,120

3,120

3,120

3,230

3,280

3,330

3,680

3,740

3,620 

3,440

3

AAf\

3,500 

3,330

3

qqn

Dec.

3

AAf\

3,680

3,680 

3 440

3,620 

3,440

3,390 

3,500

3,620

3,860

4,050 

4,250 

4,180

3,990

3,930

3,800

3,680

3,620

3,560

3,680

3,800

3,860

3,860

4,120

3,990 

3,860

3,800

3,800 

3,930

3

QOA

3,930

NOTE. These discharges were obtained from a rating curve which is well defined between 3,800 and 

9,880 second-feet On days for which no discharge is given it was greater than 9,880 second-feet.
72 SURFACE WATER SUPPLY, 1910, PART II.

Monthly discharge of Flint River at Bairibridge, Ga.,for 1910. 

[Drainage area, 7,410 square miles.]

Month.

July.....................................

Discharge in second-feet.

Maximum.

5,370 

6,040 

7,740 

7,740 

7,030 

5,370 

3,740 

3,740 

4,250

Minimum.

4,310 

3,990 

3,440 

4,740 

3,930 

3,170 

3,070 

3,070 

3,390

Mean.

4,580 

4,660 

4,880 

6,200 

4,770 

3,990 

3,320 

3,250 

3,780

Per 

square, 

mile.

0.618 

.629 

.659 

.837 

.644 

.538 

.448 

.439 

.510

Run-off 

(depth in 

incnes on 

drainage 

area).

0.71 

.73 

.74 

.96 

.74 

.60 

.52 

.49 

.59

Accuracy.

A 

A 

A 

A 

A 

B 

C 

C 

B

NOTE. Monthly discharges are published only for those months during which the gage heights were 10 

feet and under. ' When sufficient measurements are obtained to develop the high-water portion of the 

rating curve the tables will be completed and published in a later report.

CHOCTAWHATCHEE RIVER BASEST. 

DESCRIPTION.

Choctawhatchee Kiver drains the southeastern part of Alabama 

and that portion of Florida lying immediately south. The main 

river rises in Barbour County, Ala., a short distance west of Eufaula, 

and flows in a southwesterly and southerly direction through 

Choctawhatchee Bay to the Gulf of Mexico. Pea Kiver, the principal tributary, enters from the west at Geneva, Ala. This branch 

is the longer of the two above the junction, having its head in Bullock 

County near Union Springs, Ala.

The basin is small, lying entirely in the Coastal Plain. The land 

is usually well elevated above the streams and is rolling and even 

hilly at places. The surface is as a rule sandy and is underlain by 

sandy limestones and clays, which are exposed in many places in the 

stream beds as solid rocks but are usually soft.

The mean annual rainfall in the area is about 55 inches. The 

streams are moderately swift, even at low water, and at places the fall 

is sufficient to make considerable shoals or rapids and offer practicable 

sites for water-power development.

PEA RIVER AT PERA, ALA.

This station, which is located at the Elton wagon bridge, about 

one-half mile west of Pera, on the Georgiana & Graceville branch of 

the Louisville & Nashville Kailroad, was established August 27, 1904.

Power plants above the station cause daily fluctuations in the 

low-water flow. The gage is read twice a day to eliminate or lessen 

the effect of such fluctuations. Both banks are subject to overflow 

during extreme high water. Conditions of flow appear to be very 

nearly permanent and a good rating curve has been developed.
U. 8. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 282 PLATE lit

20.0

MEASUREMENTS IN 1904 Nos. I to 7 

« 1905 "8 " 14 

" « 1906 " 15 " 19 

" *» 1907 " ZO " 22 

" <* J9O8 Nol 

« «* I9Q9 Nos. 24to £7 

« " I91O " 28" 29

AREA IN SQUARE FEET

5OO I 10 OO

MEAN VELOCITY IN, FEET PER SECOND

01 2 3 4

350O 40OO 4SOO

DISCHARGE IN SECOND-FEET

7000 7500

DISCHARGE, AREA, AND MEAN VELOCITY CURVES FOR PEA RIVER AT PERA, ALA. :

EASTERN GULF OF MEXICO DRAINAGE BASINS. 73

Discharge measurements are made from the downstream side of 

the bridge to which the chain gage is attached. The datum of the 

gage has remained the same since the establishment of the station.

Discharge, area, and mean velocity curves for this station are 

shown in Plate III.

Discharge measurements of Pea River at Pera, Ala., in 1910.

Date.

Dec. 15

15

Hydrographer.

M.R. Hall. ...............................................

.....do................................................. .

Width.

Feet. 

70

70

Area of 

section.

Sq.ft. 

350

350

&L

Feet. 

3.56

3.55

Discharge.

Sec.-fl. 

486

490

Daily gage height, in feet, of Pea River at Pera, Ala., for 1910. 

[W. G. Early, observer.]

Day.

1.. .............

3...............

4...............

5...............

6...............

8...............

10...............

11...............

19

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

22...............

23...............

24...............

25...............

26. ..............

27...............

28...............

29...............

30...............

31...............

Jan.

4.0

3.9

3.85

3.85

3.8

3.95

7.0

6.4

6.0

5.3

4.8

4.7

4.4

4.2

4.2

4.0

3.9

3.85

3.9

4.0

4.6

5.4

4.9

4.6

4.5

4.4 4.'3

5.1

10.1

9.6

10.4

Feb.

8.9

8.2

7.6

7.6

7.0

6.0

5.5

5.2

5.2

5.0

5.4

8.8

7.6

7.0

6.6

6.2

6.2

13.2

14.5

11.0

9.8

11.6

11.3

13.8

17.5

14.8

12.0

15.6

Mar.

20.8

22.3

22.5

21.9

20.8

17.0

10.9

9.9

9.1

8.8

10.6

9.8

8.8

8.3

7.8

7.3

7.2

7.0

6.7

6.5

6.4

6.3

6.2

6.2

fi 9

6.2

5.8

5.6

5.6

5.4

Apr.

5.3

5.3

5.0

4.9

5.2

5.4

5.3

5.0

5.0

4.6

4.4

5.4

6.1

6.4

6.5

10.0

14.2

15.2

16.4

17.0

12.5

8.6

7.4

6.4

5.8

5.6

5.3

5.2

5.0

May.

4.7

4.5

4.4

4 9

3.9

4.1

3 EC

3.8

4.6

4.7

4.6

4

O

4.0

3.65

3.45

3

QE

3.3

3.15

3.2

3 9

3 OK

3

E

3.8

3 Q

3

QE

3 EC

3 q

3.25

3.05

9 8

June.

2.75

2 7

2

AE

2

AE

2.85

3.35

3

7E

3.75

3

CC

4 4

5.6

6.6

6.5

6.1

5.8

5.4

5.5

5.8

4.2

5.0

4.2

4.4

5 A

5.0

4.6

4.4

4 9

3.85

3.85

4.2

July.

5.7

5

Ov

7 9

9

n

13 n

8

0

7 9

8.3

8.0

6.4

7 ft

5.8

5.0

4.4

4.2

4.5

6.2

6.0

6.1

6.0

5.4

5 A

17.6

13.6

9.8

8.0

7.6

5.6

Aug.

C A

C 0

4.8

5.1

6 Q

E «J

E O

4.7

4.2

3

0

3 95

4.2

5.8

4.8

4.0

«J 7E

S

EE

3

«JE

^ 9

5.6

5.9

4.6

3

7E

3.5

3.45

3.4

3 1 *\

2 Q

2

0

3

f\K

Sept.

3.55

3.4

3 1 P»

4.9

3.7

3.4

3.4

3.85

3

0

4.2

3

E

3.25

3.55

2.85

2.8

3.65

2.85

3.05

2.75

2 A

2

EE

2.5

2.35

2

*>

2.4

2.3

2

EE

Oct.

2.4

2.25

2.15

2.25

2.3

2.45

3

n

3

1

3 9

 > 7

3

7E

3

nc

2.75

2.7

2.55

2.45

2.2

2.3

2.2

2.2

9 9

2.15

2.05

2.0

2.1

9 i <;

2.05

2.8

2.6

2.95

2.7

Nov.

2.4

2

EE

2.45

2.5

3.25

3.8

3.8

3.35

3.0

O Q

2.7

2.7

2.75

2.65

2.55

2.65

3.35

4.1

4.4

4.2

3.9

3.55

3.4

3.4

3.15

3.55

4.7

5.2

Dec.

4.3

4.1

3.65

3.5

3.35

3.8

4.6

4.8

4.3

4.2

4.0

3.85

3.8

3.7

3.5

3.55

3.5

4.5

5.4

5.2

4.8

4.4

4.2

5.0

5.1

4.8

4.6

4.2

4.2

4.4

5.8
74 SUKFACE WATEB SUPPLY, 1910, PABT n.

Daily discharge, in second-feet, of Pea River at Pera, Ala., for 1910.

Day.

1. ..............

2...............

3...............

4...............

5...............

6...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24. ..............

25...............

26...............

27...............

28...............

30...............

31...............

Jan.

600

578

567

567

556

589

1,510

1,290

1,160

935

794

767

691

644

600

578

567

578

600

741

965

822

741

715

691

667

878

2,800

2,570

2,930

Feb.

2 97ft

1 980

1 74ft

1,740

1,510

1,160

OQ<i

906

906

850

965

2,230

1,740

1,510

1,360

1,220

1,220

4,220

4,820

2,660

3,490

3,350

4,500

6,200

4,960

3,670

<; iin

Mar.

7,720

8,410

8,500

8,220

7,720

6 Q7ft

4,130

3,160

2,710

2,350

2,230

2 fifiA

2

oofl

2,020

1,820

1,620 1 cion

1,510

1 400

1,320

1,290

1,260

1,220

1,220

1,220

1,090

1,030

1,030

965

Apr.

935

935

850

822

906

ofi<;

01 <;

850

850

741

691

691

QfiK

1,190

1,290

1,320

2,750

4,680

5,140

5,690

5,970

3,900

2,140

1 660

1,290

1,090

1,020

935

906

850

May.

767

715

691

644

644

578

505

556

741

767

741

667

600

525

486

466

457

JOQ

438

438

466

495

CCfi

C7C

567

505

457

448

410

362

June.

1&L1

344

335

HI

372

466

546

505

691

1,030

1 360

1 V)f\

1,200

i non

965

995

1,090

644 oEn

691

965

ocn

741

691

644

KC7

567

644

July.

1 060

'onfi

1,590

2,310

4,130

2

QAf)

2,230

1,860

2,020

1,900

1,290

1,820

1,090

850

691

644

715

1,220

1,160

1 1Qfi

1,160

965

965

3,120

5,510

6,250

4,410

2,660

1 ono

1 740

1,030

Aug.

965

onfi

7Q4

878

1,470

QQK

1,090

906

767

644

556

589

644

1 090

7QA.

600

546

Kf\K

466

438

1,030

1,120

741

UA

495

486

428

181

362

410

Sept.

505

476

428

822

644

535

476

476

515

567

556

644

495

448

505

372

362

KOC

410

353

326

318

310

288

273

280

one

280

318

Oct.

90 <;

273

259

273

280

302

410

438

535

546

410

11x1

311

318

302

266

280

266

266

266

259

246

239

252

259

246

IfiO

326

390

344

Nov.

90*

01 Q

OrtO

302

310

448

CKC

CKC

466

381

311

344

11x1

335

318

335

466

622

691

644

578

cnc

476

476

428

Kf\K

767

Qftfi

Dec.

667

coo

KOK

,4QK

466

556

741

7Q4

667

600

567

556

coc

495

cnc

495

715

QCC

906

794

691

644

850

878

794

741

691

1,090

NOTE. These discharges were obtained from a well-defined rating curve.

Monthly discharge of Pea River at Pera, Ala., for 1910. 

[Drainage area, 1,180 square miles.]

Month.

January.. . ..............................

February. ..............................

April. ...................................

May.....................................

July.....................................

October. ................................

November. .............................

The year. .........................

Discharge in second-feet.

Maximum.

2,930 

6,200 

8,500 

5,970 

767 

1,360 

6,250 

1,470 

822 

546 

906 

1,090

8,500

Minimum.

556 

850 

965 

691 

362 

335 

644 

362 

273 

239 

295 

466

239

Mean.

946 

2,530 

2,960 

1,770 

559 

735 

1,980 

712 

439 

323 

460 

677

1,170

Per 

square, 

mile.

0.802 

2.14 

2.51 

1.50 

.474 

.623 

1.68 

.603 

.372 

.274 

.390 

.574

.992

Run-off 

(depth in 

inches on 

drainage 

area).

0.92 

2.23 

2.89 

1.67 

.55 

.70 

1.94 

.70 

.42 

.32 

.44 

.66

13.44

Accuracy.

A 

A 

A 

A 

B 

A 

A 

A 

B 

B 

B 

A
EASTERN GULF OP MEXICO DRAINAGE BASINS. 75

ESCAMBIA RIVER BASIN. 

DESCRIPTION.

Escambia River drains the south-central portion of Alabama and 

discharges into the Gulf of Mexico through Escambia Bay and Pensacola Bay. Conecuh River joins the Escambia about 5 miles south 

of the Alabama-Florida State line and is very much the larger of the 

two. Conecuh River rises in Bullock County, Ala., close to the 

headwaters of Pea River, in the Choctawhatchee drainage basin, and 

flows southwestward throughout its course. Pigeon and Patsaliga 

creeks, both from the west, are the principal tributaries of Conecuh 

River. The Conecuh and its tributaries are swift streams, and at 

places on them there are rocky shoals and rapids.

This small basin lies directly west of the Choctawhatchee River 

basin, to which it is very similar in topographic, geologic, and climatic 

features.

CONECUH RIVER AT BECK, ALA.

This station, which was established August 24, 1904, is located at 

Simmons Bridge at Beck, about 12 miles below the mouth of Patsaliga 

Creek. The nearest railway station is Andalusia, Ala., 8 miles east, 

on the Central of Georgia and Louisville & Nashville railroads.

The flow is probably not affected by artificial control but at times 

may be affected by logging operations. Both banks are subject to 

overflow. The chain gage is attached to the upstream side of the 

bridge from which the measurements are made. The datum of the 

gage has remained the same since the establishment of the station. 

Conditions of flow at this station are practically permanent and a 

good rating has been developed.

Discharge measurements of Conecuh River at Beck, Ala., in 1910.

Date.

Dec. 16

16

Hydrographer.

M.R.Hall..... ...........................................

.....do.....................................................

Width.

Feet. 

115

115

Area of 

section.

Sq.ft. 

324

320

height.

Feet. 

2.27

2.27

 Discharge.

Scc.-ft. 

456

450
76 SURFACE WATBE SUPPLY, 1910, PART II.

Daily gage height, in feet, of Conecuh River at Beck, Ala., for 1910. 

[3. F. Hicks, observer.]

Day.

1...............

2............... 

3...............

4...............

5...............

6...............

t::::::::::::::

9............... 

10...............

11...............

12............... 

13...............

14............... 

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23............... 

24...............

OK

26...............

27............... 

28...............

29

on

31...............

Jan.

""2." 7

2.6

2.6

2.6

3.1

2.9

""3." 2"

3.1

2.9 

2.7

2.7 

2.6

2.5 

2.5

2.5

2.4

3.4

3.0

3!2

3.0

2.9 

5.6

7.7

6.6

Feb.

5.6

4.9 

4.6

4.7

4.3

3.9 

3.7

3.6 

3.4

4.0

5.3

4.9 

4.7

4 7

4.4 

8.7

7.5

6.4

10.2 

13.7 

10.8

10.1 ""s.'s"

Mar.

9

0

10.7 

10.7

9.8

8.6

7.6 

7.1

6.7 

6.2

6.2

5.9

5.2 

5.0

4.7

4.5 

4.3

4.1

3.8

3.8

3.7 

3.6 

3.6

3.6 ""3~7"

3.6

3.5

3.3

Apr.

3.2

3.0

2.9

2.8

3.5

3.3 

3.6

3.5

2.9

2.8 

5.9

5.2 

3.8

3.6 "io.'o"

10.5

11.6

15.8

16.0

14.2

6.2

5.0 

4.3

3.9

3.7

May.

3.3 

3.1

2.9

2.8

2.6

2.6

3.2 

9 a

3.0

2.9 

2.8

2.6 

2.3

2.2 

2.1

2.1

2.0

2.4

3.2

4.1 

3.5

3.4

3.1

2.8

2.1

June.

1 Q

1.9 

1.9

1.6

3 A

2.4 

2.2

2.9

3

n

4.4 ""e.'e"

6.4 

7.6

6.8

5.6 

4.5

3.3

2.9

5.9

4.6 

6.5 

5.6

4.0 

3.3

3.3

3.5

July.

6.2

3.8

8.8

8.8

7.0 

7.1

6.5

4.4

9.5 

5.2

4.3 

3.6

3.2

"I.' 2"

4.2

4.7

4.3

4.0

3.7.

10.9

11.7 

13.6

10.6

6.9

Aug.

4.6

4.4 

4.1

3.8

5.4

4.2

"'3.' 1

3.0

2.8

2.5

3.0

2.7 ""3." 6"

3.0

2.6 

2.5

2.3

2.2

3.4

2.8 

2.3 

2.3

2.2

2.1

1.9

1.8

1.7

Sept.

1.8

2.0 

2.1

1 Q

1.8 

1.7

1.8 

2.1

2.9 

2.8

2.3 

2.0

1.9

1.8

i.5

1.5

1.5

1.4

1.4 

1.5

1.4

1.4 

1.4

1.4

1.4

Oct.

1.4

1.3

1.8

2.3

2.2 

2.3

""3." 2"

2.9

2.5 

2.3

1.9 

1.9

1.7 

1.7

1.6

1.6

1.5

1.5

...... 

1.4

1.4

1.4 

2.2

1.7

1.8

Nov.

1.8

1.7 

1.6

1.5

1.5

2.1 

2.2

2.3

2.2

2.1

1.9

1.8 

1.7

1.6

1.5 

1.6

2.3

2.4

2.9

3.1 

""2." 5"

2.3

"'3.' 5"

2.8

2.9

Dec.

3.1

2.8 

2.5

2.3

2.6

2.2 

2.5

2.6 

2.7

2.4 

2.4

2.4 

2.3

2.2

2.3

3.3

2.5

2.7

2.7

2.7 

3.5

3.2

3.2 

3.0

2.4

4.8

3.8

Daily discharge, in second-feet, of Conecuh River at Beck, Ala., for 1910.

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.

585

585

585

554

554

554

720

650

704

757

720

650

585

585

554

539

524

524

524

496

834

684

740

795

757

684

650

1,830

2,970

2,510

2,050

Feb.

1,830

1,490

1,350

1,400

1,210

1,120

1,040

955

914

834

1,080

1,680

1,580

1,490

1,400

1,400

1,260

3,520

2,860

2,560

2,270

3,320

4,360

6,350

4,700

4,310

3,840

3,580

Mar.

4,140

4,640

4,640

4,140

3,470

3,190

2,910

2,640

2,430

2,160

2,160

2,000

1,820

1,640

1,540

1,400

1,300

1,210

1,120

1,060

996

996

955

914

914

914

934

955

914

874

7QK

Apr.

757

684

667

650

617

874

795

914

874

762

650

617

2,000

1,640

996

914

2,580

4,250

4,530

5,150

7,550

7,660

6,630

4,530

2,430

2,160

1,540

1,210

1,040

955

May.

875

795

720

650

617

554

554

656

757

650

684

650

617

554

512

469

443

418

418

395

. 496

626

757

1,120.

874

834

720

617

551

484

418

June.

373

373

373

313

574

834

496

443

650

684

1,260

1,820

2,370

2,270

2,910

2,480

1,830

1,300

1,050

795

650

2,000

1,350

2,320

1,830

1,460

1,080

795

795

874

July.

2,160

996

1,860

2,720

3,580

3,580

2,590

2,040

2,320

1,790

1,260

3,970

1,640

1,210

914

757

757

757

1,170

1,400

1,210

1,080

955

2,660

4,360

4,750

5,210

6,290

4,590

2,540

1,940

Ang.

1,350

1,260

1,120

996

1,730

1,170

1,060

955

684

617

524

684

585

634

684

684

554

524

469

443

638

834

617

469

469

443

418

396

373

352

332

Sept.

352

395

418

403

388

373

352

332

352

418

534

650

617

469

395

373

352

324

295

295

295

278

278

295

286

278

278

278

278

278

Oct.

278

270

262

262

352

469

443

469

613

757

650

524

469

373

373

352

332

332

313

313

295

295

286

278

278

278

278

443

332

342

352

Nov.

352

332

313

295

295

356

418

443

469

443

418

373

362

352

332

313

295

313

469

482

496

650

720

622

524

469

672

874

617

650

Dec.

720

617

524

496

469

554

443

524

554

585

540

496

496

496

469

443

469

632

795

524

585

585

585

874

816

757

757

684

617

1,260

996

NOTE. These discharges were obtained from a rating curve which is fairly well defined below 7,000 

second-feet. Discharges interpolated for days when gage was not read.
EASTERN" GTJLOF OF MEXICO DRAINAGE BASINS. 77

Monthly discharge of Conecuh River at Beck, Ala., for 1910. 

[Drainage area, 1,290 square miles.)

Month.

April....................................

July....................................

Discharge in second-feet.

Maximum.

2,970 

6,350 

4,640 

7,660 

1,120 

2,910 

6,290 

1,730 

650 

757 

874 

1,260

7,660

Minimum.

496 

834 

795 

617 

395 

313 

757 

332 

278 

262 

295 

443

262

Mean.

853 

2,280 

1,930 

2,220 

629 

1,210 

2,380 

712 

364 

376 

457 

625

1,160

Per 

square 

mile.

0.661 

1.77 

1.50 

1.72 

.488 

.938 

1.84 

.'552 

.282 

.291 

.354 

.484

.899

Run-off 

(depth in 

inches on 

drainage 

area).

0.76 

1.84 

1.73 

1.92 

.56 

1.05 

2.12 

.64 

.31 

.34 

.40 

.56

12.23

Accuracy.

B 

A 

A 

A 

B 

B 

A 

B 

B 

B 

B 

B

MOBILE RIVER BASIN. 

DESCRIPTION.

The waters of the Mobile basin enter the Gulf of Mexico through 

Mobile River, which is formed by the union of Alabama and Tombigbee rivers at a point near the coast. The system drains a triangular basin almost 300 miles wide near the headwaters in Georgia, 

Alabama, and Mississippi, having a total area of more than 40,000 

square miles, and including about two-thirds of the State of Alabama and large areas in Georgia and Mississippi.

The main stream of the Alabama River branch, which has a somewhat greater drainage area than the Tombigbee branch, has many 

names. Beginning at the headwaters it is Cartecay River, which 

with Ellijay River makes the Coosawattee. This, with Conasauga 

River, forms Oostanaula River and at Rome, Ga., the Oostanaula 

and the Etowah unite to form Coos a River. Six miles above 

Montgomery, Ala., Tallapoosa River joins the Coosa and forms Alabama River. Hillabee Creek flows into Tallapoosa River just above 

Sturdevant. Talladega and Choccolocco creeks are tributaries of 

the Coosa.

The Coosa heads in the Appalachian Mountains of middle-north 

Georgia, mostly in the southwestern extremity of the Blue Ridge 

system. Its headwater streams, which include the Coosawattee, the 

Etowah, and the extreme upper portion of the Conasauga, rising at 

elevations of 2,000 to 3,000 feet above sea level, descend rapidly 

over hard beds of schistose rocks to the limestones and dolomites 

beginning in the northwestern part of Georgia 'and comprising a 

large portion of the northern and northeastern sections of the State 

of Alabama. These streams drain large areas of forested lands, 

much of which is too steep for ordinary agricultural use. About 30
78 SURFACE WATER SUPPLY, 1910, PART II.

miles above Wetumpka, Ala., the Coosa again enters an area of 

granitic rocks of the Piedmont Plateau, from which it passes with 

considerable drop to the Coastal Plain at Wetumpka.

The Alabama Elver proper is entirely in the Coastal Plain. It 

flows first through an extensive bed of pure, soft limestone and afterward through the newer limestones and sandstones extending to 

the coast.

Tallapoosa River is entirely in the Piedmont Plateau above Tallassee, Ala., where its greatest falls occur as it passes to the Coastal 

Plain,

Cahaba River heads in the coal measures of central Alabama 

and flows southward to Alabama River, about 10 miles below 

Selma, Ala.

Tombigbee River rises in the northeastern part of Mississippi and 

enters Alabama in Pickens County. Its principal tributary is the 

Black Warrior, which is formed by the junction of Mulberry Fork 

and Sipsey Fork. Locust Fork enters the Black Warrior some distance below the junction.

The main stream of the Tombigbee system, which is entirely in 

the Coastal Plain, heads very close to Tennessee River at the northeast corner of Mississippi, where it drains a wide area of flat country 

lower in elevation than the upper portion of the Black Warrior 

River basin, and much lower than the corresponding portion of 

the Alabama River basin. The Tombigbee, from its headwaters, 

drains a region whose rocks correspond, in general, with those along 

the Alabama below Montgomery. The Black Warrior River basin 

drains the coal measures of north-central Alabama, in which are found 

a large part of the extensive coal and iron deposits of the State.

The Mobile basin contains abundant and valuable deposits of such 

minerals as coal, iron, manganese, bauxite, barytes, marbles, and 

other limestones, cement materials, and clays.

The mean annual rainfall in this drainage area is about 50 inches. 

The basin contains a number of good reservoir sites, especially on 

Etowah, Coosawattee, and Conasauga rivers. Some of these have 

recently been surveyed by the Army engineers.

Coosa and Tallapoosa rivers and their tributaries are important 

water-power streams and offer many exceptionally good locations 

for development.

The following special reports contain information regarding the 

hydrography of the Mobile River drainage basin:

Water powers of Alabama, with an appendix on stream measurements in Mississippi, 

by B. M. Hall: Water-Supply Paper U. S. Geol. Survey No. 107. Contains data on 

stream flow, river surveys, and water power collected in Alabama prior to 1904.

Water resources of Georgia, by B. M. and M. R. Hall: Water-Supply Paper U. S. 

Geol. Survey No. 197. Contains data on stream flow, water power, and river surveys 

collected in the Mobile basin in Georgia prior to 1906.
EASTERN GULF OF MEXICO DKAINAGE BASINS. 79

Sheets showing the profile of Tallapoosa River between Tallapoosa, Ga., and Matilda, 

Ala., may be obtained by applying to the Director, United States Geological Survey, 

Washington, D. C.

OOSTANAULA EIVEE AT KESACA, GA.

This station, which is located at the bridge of the Western & 

Atlantic Railroad in the town of Resaca, 800 feet south of the depot, 

is 3 miles below the junction of Conasauga and Coosawattee rivers 

and 1 mile above the mouth of Camp Creek. The station was originally established by the United States Weather Bureau in 1891. 

In 1896 discharge measurements were made by the United States 

Geological Survey, and until the end of 1898 half-year gage-height 

records were kept, completing the Weather Bureau's half-year 

records. From 1899 to 1904 only partial records of gage height were 

obtained. At present the gage heights are furnished by the United 

States Weather Bureau.

Except on the smaller tributaries there are very few milldams, and 

these have little or no effect on the flow at the station.

The left bank is low and overflows during high water for 480 feet. 

Discharge measurements are usually made from the downstream side 

of the bridge but at times are made from a boat at the ferry, about 

200 feet above, where the section is somewhat better.

The gage is a heavy vertical staff attached to the downstream side 

of the pier in the middle of the river. The datum of the gage has not 

been changed since the establishment of the station. Conditions of 

flow at this station are practically permanent and a good rating has 

been developed for low and medium stages.

Discharge measurements of Oostanaula River at Resaca, Ga., in 1910.

Date.

Mar. 14

May 28

28

Hydrographer.

M. R. Hall...... ..........................................

.....do.....................................................

.....do.....................................................

Width.

Feet. 

146

186

186

Area of 

section.

Sq.ft. 

910

2,070

1,860

Gage 

height.

Feet. 

4.20

10.30

9.15

Discharge.

Sec.-ft. 

1,840

6,960

6,060
80 STJEPACE. WATEE SUPPLY, 1910, PAET II.

Daily gage height, infect, ofOostanaula River at Resaca, Ga.,for 1910.

Day.

1...............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

g

10. ..............

11...............

12...............

13...............

14...............

15. ..............

16...............

17...............

18...............

19. ..............

20...............

21... ... .........

22. ..............

23. ..............

24...............

25. ..............

26...............

27...............

28...............

29. ..............

30...............

31...............

Jan.

3.4

3.0

3.0

2.8

2.8

2.8

5.4

7.2

6.8

4.6

4.0

3.8

3.6

3.6

9. 4

3.4

3.2

2.8

3.6

4.0

4.8

5.4

5.0

5.0

4.8

4.8

4.6

4.6

4.7

4.4

4.2

Feb.

3.4

3.4

3.2

3.4

3.6

3.6

3.6

3.4

3.4

3.2

3.3

6.0

6.2

5.0

4

0

3.8

4.8

12.8

13.2

10.0

6.4

5.4

5.2

5.2

5.0

4.7

4.6

4.6

Mar.

8.2

10.4

8.8

7.4

6.6

5.5

5.2

4.8

4.6

4.4

5.6

5.4

4.8

4.4

4.2

3.6

9. 4

3 A

3 A

3.4

3.8

3.6

9. 4

3 A

3.3

3.3

3

0

3.2

3.2

3.1

3.1

Apr.

3 d

2.8

2.6

2.6

2.4

2 A

2 A

2.4

2.4

2 A

2.3

2.3

2.4

2 A

2 A.

3

0

in ft

11.6

7.4

5.2

4.0

4.0

4.0

4.0

4.0

4.2

4.2

4.6

4.2

4.0

May.

3.8

3.6

3.4

3.2

9. n

3.2

3.4

5.6

-|O f\

11.4

8.6

6.2

5.4

5.2

4.8

4.6

5.6

7.0

7.4

10.4

18.0

1Q 3

18.2

14.0

15.6

14 9

IS 8

11.0

6.6

6.2

5.5

June.

5.2

5.0

5.0

5.0

5.2

11.8

10.6

8.0

6.0

5.8

9 8

10.0

8.6

7.6

6

0

6.0

6.6

6.4

5.2

5.2

6.8

6.0

5.6

5.4

5.6

5.8

5.4

5.4

7.6

5.8

July.

8

O

8.2

11.0

12.6

Ifl 9

9 6

10.2

9.2

8 A

9 0

8.6

8.8

8.6

8.2

7.5

7.0

6.4

5.8

5.6

5.4

5.0

5.2

5.0

4.8

4.7

4.5

4.7

6.0

4.7

4.2

4.2

Aug.

4.2

4.0

3.8

3.8

7.2

6.0

7.0

6.5

5.8

4.8

4.4

4.0

4.0

3.8

3.8

3.6

3.4

3.4

3.4

3.4

3.4

3.6

3.8

3.8

3.8

3.8

3.8

3.8

3.8

3.8

3.8

Sept.

9.3

10.0

8.3

5.3

4.3

4.0

3.8

3.8

3.8

3.8

3.6

3.2

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.6

2.6

2.6

2.6

2.6

2.8

4.6

Oct.

5.2

3.4

3.0

3.0

9. n

3.0

3.0

3.0

3.4

3.2

3.2

3.0

3.0

2.8

2

Q

2.6

2.6

2.6

2.4

2.4

2.4

2.2

2.2

2.0

2.0

2.0

2.0

2.4

2.8

2.6

2.4

Nov.

2.2

2.2

2.4

2.4

2.5

2.6

2.6

2.5

2.5

2.4

2.4

2.3

2.3

2.3

2.3

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.8

3.0

3.0

Dec.

2.6

2.4

2.4

2.6

3.6

13.6

11.6

8.2

5.0

4 9

4.0

4.0

3.8

3.4

3 d

2.8

2.6

2.5

2.5

2.4

2.4

9 A

2.4

3.0

3.4

3.2

3.0

3.0

3.0

3.6

4.0

Daily discharge, in second-feet, ofOostanaula River at Resaca, Ga.,for 1910.

Day.

I...............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18. ..............

19...-......-.-..

20...............

91

99

23...............

24...............

25. ..............

26...............

97

28...............

29...............

30. ..............

31...............

Jan.

1,380

1,140

1,140

1,030

1,030

1,030

2,800

4,280

3,940

2,200

1,760

1,630 1 wi

1,500

1,380

1,380

1,260

1,030

1,500

1 760

2,350

2,800

2,500

2,500

2,350

2,350

2,200

2,200

2,270

2,040

1,900

Feb.

1,380

1,380

1,260

1,380

1,500

1,500

1,500

1,380

1,3*0

1,260

1,320

3,270

3,430

2,500

1,900

1,630

2,350

9,460

9,860

6,780

3,600

2,800

2,650

2,650

2,500

2,270

2 9fin

2,200

Mar.

5,160

7,160

5,690

4,450

3,770

2,880

2,650

2

OCn

2,200

2 960

2

onn

2

0 en

2 040

1 Qftft

1,500

1 OQfl

1,380

1,380

1,630

I

CAfi

1 380

1^380

1,320

1,320

1,320

1,320

1,320

1,200

1,200

Apr.

1,140

1,030

920

920

oofl

820

820

820

820

820

779

779

OoA

820

con

7,540

S

oiri

4 450

2 650

1,760

1,760

1,760

1,760

1,760

1,900

1 900

1,900

1,760

May.

1,630

1 Vlft

1,260

1 140

1,260

1,380

2 Qfifl

9,660

8,110

5,510

3

A9(\

2

Qnn

2,650

2

OKfl

2,200

4,110

4,450

7 IgQ

14,600

16 400

14^800

10,600

12,200

10,800

10,400

7 7^C\

3,770

3,430

2,880

June.

2,650

2., 500

21500

2,500

2

ocn

8,500

7,350

4,980

3,270

3,110

6,600

6,780

5,510

4,630

3 940

3,270

3,770

3,600

2 ft eft

2 fi^fl

3,940

9. 97H

2,960

2,800

2,960

3,110

2

onn

2,800

4 630

3,110

July.

5,160

5,160

9,270

6,970

6,410

6,970

6,050

5,330

5,870

5,510

5,690

5,510

5,160

4 K40

4,110

3,600

3,110

2,960

O Qfifl

2,500

2,650

2,500

2,350

2,270

2,120

2 97fl

3,270

2,270

1,900

1,900

Aug.

1,900

1,760

1,630

1,630

4,280

3,270

4,110

3,680

3,110

2,350

2,040

1,760

1,760

1,630

1,630

1,500

1,380

1,380

1,380

1,380

1,380

1,500

1,630

1,630

1,630

1,630

1,630

1,630

1,630

1,630

1,630

Sept.

6,140

6,780

5,240

2,730

1,970

1,760

1,630

1,630

1,630

1,630

1,500

1,260

1,030

1,030

1,030

1,030

1,030

1,030

1,030

1,030

1,030

1,030

1,030

920

920

920

920

920

1,030

2,200

Oct.

2,650

1,380

1,140

1,140

1,140

1,140

1,140

1,140

1,380

1,260

1,260

1,140

3,140

1,030

1,030

920

920

920

820

820

820

726

726

640

640

640

640

820

1,030

920

820

Nov.

726

726

820

820

870

920

920

870

870

820

820

772

772

772

772

726

726

726

726

726

726

726

726

726

726

726

726

1,030

1,140

1,140

Dec.

920

820

820

920

1,500

10,200

8,310

5,160

2,500

1,900

1,760

1,760

1,630

1,380

1,140

1,030

920

870

870

820

820

820

820

1,140

1,380

1,260

1,140

1,140

1,140

1,500

1,760

NOTE. These discharges were obtained from a rating curve which is well defined below 7,700 secondfeet.
EASTERN GULF OF MEXICO DRAINAGE BASINS. 81

Monthly discharge ofOostanaula River at Resaca, Ga.,for 1910. 

[Drainage area, 1,610 square miles.]

Month.

April....................................

July.....................................

The year. .........................

Discharge in second-feet.

Maximum.

4,280 

9,860 

7,160 

8,310 

16, 400 

8,500 

9,270 

4,280 

6,780 

2,650 

1,140 

10,200

16, 400

Minimum.

1, 

1 

1,

1 

2 

1, 

1,

030 

260 

200 

772 

140 

500 

900 

380 

920 

640 

726 

820

640

Mean.

1,940 

2,760 

2,330 

1,870 

5,660 

3,860 

4,320 

1,970 

1,770 

1,030 

810 

1,880

2,520

Per 

square 

mile.

1.20 

1.71 

1.45 

1.16 

3.52 

2.40 

2.68 

1.22 

1.10 

.640 

.503 

1.17

1.57

Run-off 

(depth in 

indies on 

drainage 

area).

1.38 

1.78 

1.67 

1.29 

4.06 

2.68 

3.09 

1.41 

1.23 

.74 

.56 

1.35

21.24

Accuracy.

A 

A 

A 

A 

A 

A 

A 

A 

A 

A 

A 

A

COOSA RIVER AT RIVERSIDE, ALA.

This station, which is located at the Southern Railway bridge in 

the village of Riverside, Ala., was established September 25, 1896, 

and has been maintained continuously since that date.

The station is 1 mile above Blue Eye and about 7 miles above 

Choccolocco Creek. The flow is not noticeably affected by artificial 

control at the comparatively few dams above. Four navigation 

locks have been constructed above, the nearest of which is Lock 4, 

about 4 miles above.

The standard chain gage is attached to the right-bank end of the 

downstream side of the railroad bridge from which discharge measurements are made. The original wire gage was located on the downstream side of the bridge near the middle of the river. The gage 

datum has not been changed since the station was established.

For a part of the width the current is broken by a ledge above. 

Both banks are high and do not overflow, and the bed of the stream 

is rocky and permanent. A good rating curve has been developed.

Discharge measurements of Coosa River at Riverside, Ala., in 1910.

Date.

July 28

29

Hydrographer.

F. P. Thomas. ............................................

.....do.....................................................

Width.

Feet. 

557

556

Area of 

section.

Sq.ft. 

4,820

4,740

Gage 

height.

Feet. 

3.68

3.49

Discharge.

Sec.-ft. 

9,460

8,920

14051° WSP 282 12-
82 SURFACE WATER SUPPLY, 1910, PART II.

Daily gage height, in feet, of Coosa River at Riverside, Ala., for 1910. 

[A. J. Morris, observer.]

Day.

1... ............

2... ............

3... ........... .

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

in

20...............

21...............

22...............

23...............

24. ..............

26. ..............

26. ..............

27...............

28...............

29...:...........

30. ..............

31...............

Jan.

2.0

2.0

2.0

2.0

2.2

2.2

3.6

5.0

5.8

5.4

4.7

4.0

3.3

3.0

2.7

2.9

3.0

2.8

2.8

3.0

3.1

3.5

3.4

3.3

3.3

3.5

3.5

3.7

3.7

3.6

3.5

Feb.

3.5

3.3

3.0

2.8

2.7

2.7

2.7

2.6

2.5

2.4

2.4

2.3

3.0

3.4

3.4

3.3

3.3

7.1

8.3

9 Q

9.7

8.2

6.7

5.7

5.3

4.9

4.6

4.4

Mar.

6.1

7.3

8.8

8.7

7.5

6.3

5.5

4.7

4.2

4.0

4.7

5.3

5.0

4.7

4.1

3.8

3.5

3.2

3.0

3.0

2.9

2.8

2.7

2.7

2.5

2.5

2.5

2.3

2.3

2.3

2.3

Apr.

2.2

2.2

2.2

2.2

2.1

2.1

2.0

1.9

1 Q

1 Q

1 Q

9 n

9 n

2.0

2.1

2.2

3.5

5.0

4 9

4.0

3.5 3 1

3.0

2.8

2 7

9 ft

2.5

2.5

2 A

9 d

May.

2.4

2.4

2.4

2.3

2.3

2.2

2.2

2.2

2.3

2.8

3.6

5.6

6.0 4 K

K

2.8

2.5

3.5

6.0

8

C

10.2

H O

12.1

19 ft

12.2

U Q

11.0

10.0

8

4

6 9

5.5

June.

4.0

3.5

3.1

2.9

2.9

3.0

4.3

5.8

f, Q

6.0

6.7

6.5

6.4

6.4

6.2

6.0

4.8

4.0

3.8

3.8

3.8

4.0

3.8

3.4

3.3

3.0

3.2

4

C

5 ft

7.0

July.

6.9

8.5

10.3

11.9

11.3

10.6

10.3

10.9

10.7

9.3

8.5

8.4

7.8

7.5

6.8

5.7

6.0

5.5

4 9

3.7

3.6

3.6

3.5

3.4

3.4

3.3

3.2

3 f\

3 f\

^ ft

9 Q

Aug.

2.8

2.8

2

0

2.8

2.7

3.0

4.1

5.0

5.0

4.5

3.7

3.0

2.6

2.5

2.5

2.5

2.4

2.3

2 O

2.1

2.2

2

0

2.1

2.0

2.0

2.0

1.9

1 Q

2

n

2.0

2.1

Sept.

2.2

2.5

3.0

3.6

4.0

4.2

4.5

4.0

3.2

2.9

2.5

2.3

2.0

1.7

1.6

1.6

1.5

1.4

1.4

1.4

1.35

1.3

1.3

1.3

1.3

1.3

1.2

1.2

1.2

1.3

Oct.

1.3

1.3

1.4

1.4

1.5

1.8

1.8

2.1

2.1

2.0

2.0

1.8

1.7

1.6

1.6

1.5

1.5

1.4

1.4

1.35

1.3

1.3

1.2

1.2

1.2

1.1

1.1

1.1

1.1

1.1

1.1

Nov.

1 0

1.0

1.0

1.0

1.0

1.0 1.1 1.1 1.1 1.1

1.1 1.1 1.1 1.1 1.1

1.1 1.1 1.1 1.1 1.1

1.1 1.1 1.1 1.1 1.1

1.1 1.1 1.1

1.15

1.2

Dec.

1.25

1.3

1.3

1.25

1.4

1.8

3.1

5.7

6.3

5.3

4.1

3.0

2.2

2.0

1.8

1.7

1.6

1.6

1.5

1.5

1.5

1.5

1.6

1.6

1.5

1.4

1.4

1.6

1.7

1.9

1.9

Daily discharge, in second-feet, of Coosa River at Riverside, Ala., for 1910.

Day.

1......

2......

3......

4......

$......

6......

7......

8......

9......

10......

11......

12......

13......

14......

15......

16......

17......

18......

19......

20......

21......

22......

23......

24......

25......

26......

27..?...

28......

29......

30......

31......

Jan.

4,380

4,380

4,380

4,380

4,900

4,900

9,020

13,800

16,800

15,300

12,700

10,300

8,060

7,140

6,250

6,840

7,140

6,540

6,540

7,140

7,440

8,700

8,380

8,060

8,060

8,700

8,700

9,340

9,340

9,020

8,700

Feb.

8,700

8,060

7,140

6,540

6,250

6,250

6,250

5,970

5,700

5,420

5,420

5,160

7,140

8,380

8,380

8,060

8,060

21,800

26,900

33,600

32,800

26,400

20,200

16,400

14,900

13,400

12,400

11,700

Mar.

17,900

22,700

29,000

28,500

23,500

18,700

15,600

12,700

11,000

10,300

12,700

14,900

13,800

12,700

10,600

9,660

8,700

7,750

7,140

7,140

6,840

6,540

6,250

6,250

5,700

5,700

5,700

5,160

5,160

5,160

5,160

Apr.

4,900

4,900

4,900

4,900

4,640

4,640

4,380

4,130

4,130

4,130

4,130

4,380

4,380

4,380

4,640

4,900

8,700

13,800

11,000

10,300

8,700

7,440

7,140

6,540

6,250

5,970

5,700

5,700

5,420

5,420

May.

5,420

5,420

5,420

5,160

5,160

4,900

4,900

4,900

5,160

6,540

9,020

16,000

17,500

12,000

9,660

6,540

5,700

8,700

17,500

27,700

34,900

39,600

43,000

46,000

43,400

42,200

38,300

34, 100

27,300

21 000

15^600

June.

10,300

8,700

7,440

6,840

6,840

7,140

11,300

16,800

17,100

17,500

20,200

19,400

19,000

19,000

18,300

17,500

13, 100

10,300

9,660

9,660

9,660

10,300

9,660

8,380

8,060

7,140

7,750

12,000

13,800

21 400

July.

21,000

27,700

35,300

42,200

39,600

36,600

35,300

37,900

37,000

31,100

27,700

27,300

24,800

23,500

20,600

16,400

17,500

15,600

11,000

9,340

9,020

9,020

8,700

8,380

8,380

8,060

7,750

7,140

7 140

7 140

6^840

Aug.

6,540

6,540

6,540

6,540

6,250

7,140

10,600

13,800

13,800

12,000

9,340

7,140

5,970

5,700

5,700

5,700

5,420

5,160

4,900

4,640

4,900

4,900

4,640

4,380

4,380

4,380

4,130

4,130

4,380

4,380

4,640

Sept.

4,900

5,700

7,140

9,020

10,300

11,000

12,000

10,300

7,750

6,840

5,700

5,160

4,380

3,660

3,430

3,430

3,220

3,010

3,010

3,010

2,910

2,810

2,810

2,810

2,810

2,810

2,620

2,620

2,620

2,810

Oct.

2,810

2,810

3,010

3,010

3,220

3,890

3,890

4,640

4,640

4,380

4,380

3,890

3,660

3,430

3,430

3,220

3,220

3,010

3,010

2,910

2,810

2,810

2,620

2,620

2,620

2,440

2,440

2,440

2,440

2,440

2,440

Nov.

2,260

2,260

2,260

2,260

2,260

2,260

2,440

2,440

2,440

2,440

2,440

2,440

2,440

2,440

2,440

2,446

2,440

2,440

2,440

2,440

2,440

2,440

2,440

2,440

2,440

2,440

2,440

2,440

2,530

2,620

Dec.

2,720

2,810

2,810

2,720

3,010

3,890

7,440

16,400

18,700

14,900

10,600

7,140

4,900

4,380

3,890

3,660

3,430

3,430

3,220

3,220

3,220

3,220

3,430

3,430

3,220

3,010

3,010

3,430

3,660

4,130

4,130

NOTE. These discharges were obtained from a well-defined rating curve.
EASTERN GULF OF MEXICO DRAINAGE BASINS. 83

Monthly discharge of Coosa River at Riverside, Ala., for 1910.

[Drainage area, 7,060 square miles.]

Month.

May....................................

July....................................

Discharge in second-feet.

Maximum.

16,800 

33,600 

29,000 

13,800 

46,000 

21,400 

42,200 

13,800 

12,000 

4,640 

2,620 

18,700

46,000

Minimum.

4,380 

5,160 

5,160 

4,130 

4,900 

6,840 

6,840 

4,130 

2,620 

2,440 

2,260 

2,720

2,260

Mean.

8,240 

12,400 

11,600 

6,020 

18,300 

12,500 

20,200 

6,410 

5,020 

3,180 

2,410 

5,200

9,290

Per 

square 

mile.

1.17 

1.76 

1.64 

.853 

2.59 

1.77 

2.86 

.908 

.711 

.450 

.341 

.737

1.32

Run-off 

(depth in 

inches on 

drainage 

area).

1.35 

1.83 

1.89 

.95 

2.99 

1.98 

3.30 

1.05 

.79 

.52 

.38 

.85

17.88

Accuracy.

A 

A 

A 

A 

A 

A 

A 

A 

A 

A 

A 

A

ALABAMA RIVER AT SELMA, ALA.

This station is located at the iron highway bridge in Selma, Ala. 

It was originally established by the United States Army Engineer 

Corps but is now maintained by the United States Weather Bureau. 

Discharge measurements were begun by the United States Geological 

Survey in 1900, and the station ratings were applied to the gage 

heights for 1899.

The United States Weather Bureau gage formerly used was in 

two sections the low-water portion, reading from 3 to +5.1 

feet, being fastened to the lower side of the cofferdam on the second 

pier, and the upper portion, reading from 5.1 to 55 feet, being fastened to the draw pier. The present gage, which is of the standard 

chain type, is the property of the United States Geological Survey 

and was installed March 22, 1906, on the downstream side of the 

highway bridge from which the measurements are made.

The datum of the gage has remained the same since the establishment of the station, but the bad condition and probable change in 

the low-water section of the staff gage has introduced some uncertainty in the low-water gage heights prior to the establishment of the 

present chain gage. The channel is deep and swift and is difficult 

to sound even at ordinary stages. Both banks are high, but the left 

is subject to overflow at extreme high water.

Conditions of flow are somewhat changeable, but a fairly good 

rating has been developed for recent years. Gage heights are available prior to 1899, but owing to changing conditions of flow the 

ratings for later years are not applicable.
84 SURFACE WATEU SUPPLY, 1910, PART II.

Daily gage height, in feet, of Alabama River at Selma, Ala., for 1910.

Day.

1...............

2...............

3...............

4..............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

5.2

4.4

3 7

3.2

2.9

2.6

2.6

3.2

6.0

8.9

9 7

9.2

8.1

6.8

5.6

4.7

4.1

3.7

3.4

3.3

3.2

3.4

3.8

4.9

5.7

6.2

6.6

6 9

7.7

9.7

11.0

Feb.

10.2

9.0

7.7

7.0

7.6

8.3

7.2

6.0

5.3

4.8

4.3

5.1

6.9

8.7

8.5

7.8

7.2

8.5

13.7

19.1

21.2

22.4

22.7

22.2

20.7

19.4

17.9

15.7

Mar.

14.5

18.4

93 1

22.8

21.1

18.2

15.0

12.4

10.6

9.6

8.9

8.9

9 7

9 8

9.1

8.1

7.3

6.6

6.1

5.7

5.6

5.5

5.2

5.0

4.8

4.7

4

K

4.3

4.1

3.9

Apr.

3 7

3

K

3.4

3

0

3 1

3

0

3 A

3.5

3.4

3 9

9 Q

2.7

2.9

3

1

 3.7

4.0

K K

7.5

12.3

14.1

13.8

12.8

10.8

8.4

6.4

5.2

4.4

3 9

3.3

May.

3 1

3 A

3 f>

9 Q

2.7

9 fi

9 ^

2.3

9 9

9 1

2.2

9 7

4.2

6 9

7.1

*; Q

4.4

3.4

3 A

^ 1

^ 4.

3.9

7.2

13.5

17.2

19 4

20.4

20.2

19 0

17.3

14.8

June.

 IO A

9

Q

7.1

5.5

4.4

4.2

3 Q

4.0

5.7

7.7

10.2

11.5

101

12.1

1L2

11.1

10.6

9.0

7.4

6.2

5.7

5.2

5.9

6.0

6.0

5.8

5.5

5.0

6.9

July.

11.2

14 9

20.4

25.4

29.0

01 A

31.5

30.0

O(2 A

OK 7

9°! 1

20.5

18.0

16.6

14.6

12.3

10.5

9

s

9 A.

9.0

8.5

7.4

6.3

6.4

11.4

11.8

10.3

8.0

5.8

5.0

5.2

Aug.

4 Q

4 a

i Z

4.0

3 9

3.6

4.2

^ Q

8

rt

11.6

1fi O

9.1

8.1

9 0

9 4

7.0

5.0

3 9

3.3

3.0

2.9

3.2

3.2

2.8

2.3

2.0

1.9

1.7

1.5

1.3

1.1

Sept.

1.1

1.1

1 °i

1.4

2.0

4.6

7.7

7.2

5.5

1 Q

2.8

2.6

2.4

2.2

2.0

1 9

1.5

1.0

1.2

1.0

.6

.4

.2

.1

.1

.0

.0

.1

.0

- .1

Oct.

f> 9

 i

1.0

1.4

1.4

2.1

9 Q

3

1

2.3

1 9

1 9

1.7

1 1

.8

.4

.3

.1

- .1

_ 9

- .3

_ 4

- .5

- .5

- .4

- .3

- .4

Nov.

-0.5

Cr

- .4

O

.2

.1

.0

.0 I

.0

- .1

O

.2

,._ 0

0

O

3

- .4

q

- .2

_ 2

- .2

- .1

- .2

- .2

- .2

- .2

.0

- .1

Dec.

0.1

.4

.7

1 Q

4.2

4 9

K O

7.7

7 Q

6

c

4 Q

3

c

2.4

1.7

1.5

1.5

1.4

1.4

1.3

1.2

1.1

1.1

1.0

1.1

1.1

1.0

1.3

1.8

Daily discharge, in second-feet, of Alabama River at Selma, Ala., for 1910.

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....

OJ.. 11 ...

Jan.

15,800

14,200

12,800

11,900

11,300

10,700

10,700

11,900

17,500

23,800

25,600

24,500

22,000

19,200

16,700

14,800

13,600

12,800

12,300

12,100

11,900

12,300

13,000

15,200

16,900

17,900

18,800

19,400

21,100

25,600

OQ fiAft £iOj \J\J\t

Feb.

26,800

24,000

21,100

19,600

20,900

22,500

20,000

17,500

16,000

15,000

14,000

15,600

19,400

23,300

22,900

21,100

20,000

22,900

35,200

49,400

55,000

58,300

59,100

57,700

53,700

50,200

46, 100

40,400

Mar.

37,300

47,500

56,100

60,200

59,400

54,800

46,900

38,600

32,000

27,700

25,400

23,800

23,800

25,600

25,800

24,200

22,000

20,300

18,800

17,700

16,900

16,700

16,400

15,800

15,400

15,000

14,800

14,400

14,000

13,600

1 0 OAA IO, iAAJ

Apr.

12,800

12,400

12,300

12,100

11,700

12,100

12,300

12,400

12,300

11,900

11,300

10,900

11,300

11,700

12,800

13,400

16,400

20,700

31,700

36,300

35,500

33,000

28, 100

22,700

18,300

15,800

14,200

13,200

12,600

12,100

May.

11,700

11,500

11,500

11,300

10,900

10,700

10,600

10,200

9,980

9,790

9,980

10,900

13,800

19,400

19,800

17,300

14,200

12,300

11,500

11,700

12,300

13,200

20,000

34,700

44,300

50,200

52,900

52,300

49, 100

44,600

38, 100

June.

31,000

24,700

19,800

16,400

14,200

13,800

13,200

13,400

16,900

21,100

26,800

29,800

32,700

33,700

31,200

29,100

28,800

27,700

24,000

20,500

17,900

16,900

15,800

17,300

17,500

17,500

17,100

16,400

15,400

19,400

July.

29,100

38,300

52,900

66,400

76,400

82,000

83,400

79,200

73,600

67,200

60,200

53,200

46,400

42,800

37,600

31,700

27,400

25,800

24,900

24,000

22,900

20,500

18,100

18,300

29,600

30,500

27,000

21,800

17, 100

15,400

15,800

Aug.

15,200

15,000

14,400

13,400

13,200

12,600

13,800

17,300

13,600

30,000

28,400

24,200

22,000

24,000

24,900

19,600

15,400

13,200

12,100

11,500

11,300

11,900

11,900

11,100

10,200

9,600

9,420

9,060

8,700

8,340

7,980

Sept.

7,980

7,980

8,340

8,520

9,600

14,600

21,100

20,000

16,400

13,200

11,100

10,700

10,400

9,980

9,600

9,420

8,700

7,800

8,160

7,800

7,120

6,780

6,440

6,270

6,270

6,100

6,100

6,270

6,100

5,940

Oct.

5,780

5,940

7,460

7,460

6,610

6,610

7,800

8,520

8,520

9,790

11,300

11,700

10,200

9,420

9,420

9,060

8,340

7,460

6,780

6,610

6,270

5,940

5,780

5,620

5,460

5,300

5,300

5,460

5,460

5,620

5,460

Nov.

5,300

5,300

5,460

5,460

5,620

5,780

5,940

6,100

6,100

5,940

6,100

5,940

5,780

5,780

5,620

5,620

5,620

5,620

5,460

5,620

5,780

5,780

5,780

5,940

5,780

5,780

5,780

5,780

6,100

5,940

Dec.

6,270

6,440

6,780

6,440

6,610

7,290

9,240

13,800

15,200

16,000

21,100

21,600

18,600

15,200

12,400

10,400

9,060

8,700

8,700

8,520

8,520

8,340

8,160

7,980

7,980

7,800

7,980

7,980

7,800

8,340

9,240

NOTE. These discharges were obtained from a well-defined rating curve.
EASTEBN GULF OF MEXICO DRAINAGE BASINS. 85

Monthly discharge of Alabama River at Selma, Ala., for 1910. 

[Drainage area, 15,400 square miles.]

Month.

May....................................

July....................................

Discharge in second-feet.

Maximum.

28,600 

59, 100 

60,200 

36,300 

52,900 

33,700 

83,400 

30,000 

21,100 

11,700 

6,100 

21,600

83,400

Minimum .

10,700 

14,000 

13,200 

10,900 

9,790 

13,200 

15,400 

7,980 

5,940 

5,300 

5,300 

6,270

5,300

Mean.

16,600 

31,000 

27,600 

16,800 

21,300 

21,300 

40,600 

14,900 

9,490 

7,300 

5,750 

10,300

18,500

Per 

square 

mile.

1.08 

2.01 

1.79 

1.09 

1.38 

1.38 

2.64 

.968 

.616 

.474 

.373 

.669

1.20

Run-off 

(depth in 

inches on 

drainage 

area).

1.24 

2.09 

2.06 

1.22 

1.59 

1.64 

3.04 

1.12 

.69 

.55 

.42 

.77

16.33

Accu

racy.

B

A 

A 

B 

A 

A 

A 

B 

B 

B 

B 

B

ETOWAH RIVER NEAR BALL GROUND, GA.

This station, which is located at the iron bridge about 3 miles from 

Ball Ground, was established May 16, 1907, in cooperation with the 

Forest Service.

The station is one-fourth mile below the mouth of Long Swamp 

Creek, which is a large tributary of Etowah River. No diversions 

are made above the station unless by the mining ditches near the 

headwaters, which have at times been in operation. The operation 

of a number of mills above may cause slight variations in flow, and 

on this account the gage is read twice a day.

The vertical staff gage, located 75 feet below the bridge was, on 

August 18, 1908, replaced by a standard chain gage attached to the 

upstream side of the bridge from which the measurements are made. 

The chain gage was set to read with the vertical staff at low stage and 

will differ only very slightly at other stages.

The left bank does not overflow, but the right bank overflows 

about 500 feet beyond the end of the bridge approach at high stages. 

The current is somewhat broken and is disturbed by rough, rocky 

bed and curved channel above. The rating has undergone some 

change that is due probably to silting of the bed below the station.
86 SURFACE WATER SUPPLY, 1910, PART II.

Discharge measurements of Etowah River near Ball Ground, Ga.; in 1910.

Date.

Apr. 21

21

21

May 20

21

21

Sept. 9

10

10

Nov. 3

3

Hydographer.

M.H.Hall.... ............................................

.....do....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

F . P. Thomas .............................................

.....do.....................................................

.....do.....................................................

.....do.....................................................

M.R.Hall.... ............. ...............................

.....do.....................................................

Width.

Feet. 

80

80

80

99

115

115

97

97

79

79

78

78

Area of 

section.

Sqft. 

292

294

292

633

1,100

1,100

358

357

296

273

243

236

Gage 

height.

Feet. 

3.18

3.18

3.18

5.70

10.98

10.98

3.45

3.32

2.90

2.88

2.41

2.34

Discharge.

Set.-ft. 

677

645

725

2,160

6,530

6,550

802

782

578

532

390

352

Daily gage height, in feet, of Etowah River near Ball Ground, Ga.,for 1910. 

[R. O. Ellis, observer.]

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.

3.15

2.95

2.9

2.9

2.8

3.0

5.2

3.7

3.4

3.2

3.1

3.05

3.0

3.05

3.0

3.0

2.9

2.9

3.0

3.0

4.0

3.5

3.3

3.6

3.6

3.4

3.3

3.6

3.8

3.45

3.3

Feb.

3.2

3.1

3.35

3.3

3.1

3.1

3.0

3.0

3.0

3.0

3.05

3.3

3.25

3.1

3.1

3.2

4.5

6.7

4.4

3.8

4.1

4.1

3.8

3.6

3.45

3.3

3.3

4.05

Mar.

5.2

4.6

4.1

3.8

3.6

3.6

3.4

3.3

3.3

3.45

3.8

3.7

3.4

3.3

3.2x

3 9

3 9

3.15

3

1

3.1

3.1

3.1

3.05

3.05

3.0

3.0

3.0

3.0

2.95

2.95

2.95

Apr.

2.9

2.9

2.9

2.85

2.9

2.9

2.8

2.8

2.8

2.8

2.75

2.8

2.9

2.8

2.8

4.2

6.3

3

e

3.3

3.2

3.1

3.05

3 i

3.1

3.1

3.1

3.1

3.0

2.9

May.

2.8

2.8

2.75

2.75

2.75

2.8

3.2

8.0

6.6

4.3

3.7

3.65

3.75

3.4

3.2

3 9

3 7

A. 7^

4.0

7.4

10.0

6.2

5.8

6.5

6.8

5.0

4.4

4.1

3.9

3.85

3.7

June.

3.6

3.5

4.3

3.6

5.6

6.4

4.45

4.0

3.8

4.2

4.0

4.6

4.3

3.9

4.0

3.96

3.6

3.6

3.4

3.36

3.8

3.75

3.5

3.45

3.5

3.3

3.3

3.3

3.55

3.75

July.

4.0

4.2

4.4

4.3

6.2

5.4

5.2

4.3

5 9

4.3

3.8

3.7

3.6

4.1

3.5

3.3

3

At\

3.4

3.2

3.1

3.1

3.1

3.2

3.3

3.1

3.3

3.1

3.1

3.15

3.1

Aug.

3.0

3.2

3.1

3.3

3.7

3.3

4.3

3.6

3.25

3.1

2.95

2.9

2.9

3.0

3.2

9 Q

2.9

2.8

9 7^

2.7

2.7

2.7

2

ftc

2.8

2.85

2.8

2.7

2.C5

2.6

3.6

Sept.

3.2

3.1

3.5

3.0

2.76

2.7

2.7

2.6

3.7

2.8

2.7

2.6

2.5

2.5

2.45

9 4H

2.4

2.5

2.4

2.4

2.4

2.35

2.4

2.4

2.4

2.3

2.3

2.3

2.45

3.9

Oct.

2.55

2.4

2.35

2.4

2.7

2.6

3.05

3.65

3.26

2.8

2.6

2.6

2.5

2.5

2.45

2 4

.2.4

2.35

2.3

2.3

2.3

2.4

2.4

2.3

2.3

2.3

2.35

2.6

2.4

2.3

2.4

Nov.

' 2.35

2.4

2.3

2.3

2.4

2.3

2.3

2.3

2.3

2.4

2.3

2.3

2.35

2.35

2.3

2.3

2.3

2.3

2.3

2.25

2.3

2.35

2.3

2.4

2.3

2.3

2.3

2.5

2.35

2.3

Dec.

2.3

2.3

2.4

2.4

6.3

6.5

4.7

4.5

3.7

2.9

2.6

2.5

2.4

2.4

2.5

2.55

2.5

2.6

2.55

2.5

2.5

2.4

2.55

3.3

2.8

2.7

2.6

2.5

2.5

3.0

2.7
EASTERN GULF OP MEXICO DRAINAGE BASINS. 87 

Daily discharge, in second-feet, ofEtowah River near Ball Ground, Ga.,for 1910.

Day.

1... ............

2...............

3...............

4...............

5...............

6...............

8. ..............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20. ..............

21...............

22. ..............

23...............

24. ..............

25...............

26...............

27. ..............

28. ..............

29...............

30

31...............

'Jan.

668

580

560

560

520

600

1,810

930

780

690

645

622

600

622

600

600

560

560

600

600

1,080

830

735

880

880

780

735

880

980

805

735

Feb.

690

645

758

735

645

645

600

600

600

600

622

735

712

645

645

690

1,370

2,900

1,310

980

1,140

1,140

980

880

805

735

735

1,110

Mar.

1,810

1,430

1,140

980

880

880

780

735

735

805

980

930

780

735

690

690

690

668

645

645

645

645

622

622

600

600

600

600

580

580

580

Apr.

560

560

560

540

560

560

520

520

520

520

500

520

560

520

520

1,200

2,600

1,220

830

735

690

645

622

645

645

645

645

645

600

560

May.

520

520

500

500

500

520

690

3,930

2,820

1,250

930

905

955

780

690

690

930

1,520

1,080

3,450

5,680

2,520

2,230

2,740

2,970

1,680

1,310

1,140

1,030

1,000

930

June.

880

830

1,250

880

2,090

2,670

1,340

1,080

980

1,200

1,080

1,430

1,250

1,030

1,080

1,060

880

830

780

758

980

955

830

805

830

735

735

735

855

955

July.

1,080

1,200

1,310

1,250

1,810

1,950

1,810

1,250

1,810

1,250

980

930

880

1,140

830

735

805

780

735

690

645

645

645

690

735

645

735

645

645

668

645

Aug.

600

690

645

735

930

735

1,250

880

712

645

580

560

560

600

690

560

560

520

500

500

480

480

480

462

520

540

520

480

462

445

880

Sept.

690

645

830

600

500

480

480

445

930

520

'480

445

410

410

392

392

375

410

375

375

375

360

375

375

375

345

345

345

392

1,030

Oct.

428

375

360

375

480

445

622

905

712

520

445

445

410

410

392

375

375

360

345

345

345

375

375

345

345

345

360

445

375

345

375

Nov.

360

375

345

345

375

345

345

345

345

375

345

345

360

360

345

345

345

345

345

330

345

360

345

375

345

345

345

410

360

345

Dec.

345

345

375

375

2,600

2,740

1,490

1,370

930

560

445

410

375

375

410

428

410

445

428

410

410

375

428

735

520

480

445

410

410

600

480

NOTE. These discharges were obtained from a fairly well defined rating curve.

Monthly discharge ofEtowah River near Ball Ground, Ga.,for 1910. 

[Drainage area, 466 square miles.]

Month.

Maro.li..,

April....................................

May..... ................. ...............

July.....................................

The year. .........................

Discharge in second-feet.

Maximum.

1,810 

2,900 

1,810 

2,600 

5,680 

2,670 

1,950 

1,250 

1,030 

905 

410 

2,740

5,680

Minimum.

520 

600 

580 

500 

500 

735 

645 

445 

345 

345 

330 

345

330

Mean.

743 

880 

784 

699 

1,510 

1,060 

986 

619 

483 

424 

353 

663

768

Per

square 

mile.

1.59 

1.89 

1.68 

1.50 

3.24 

2.27 

2.12 

1.33 

1.04 

.910 

.758 

1.42

1.65

Run-ofl 

(depth in 

inches on 

drainage 

area).

1.83 

1.97 

1.94 

1.67 

3.74 

2.53 

2.44 

1.53 

1.16 

1.05 

.85 

1.64

22.35

Accuracy.

B 

B 

B 

B 

A 

A 

A 

B 

B 

B 

B 

B
88 SURFACE WATER SUPPLY, 1910, PART II.

ETOWAH RIVERr NEAR ROME, GA.

This station, which is located at Freemans Ferry, about 5 miles 

above Rome and 1 mile below Dikes Creek, was established August 

17, 1904, to take the place of the station maintained at Rome about 

5 miles below the present station. The original station at Rome was 

maintained from July 1 to December 31, 1903.

The few milldams above will seldom affect the flow, but to provide 

for possible daily fluctuations the gage is read twice a day. The 

vertical gage in three sections is located on the left bank about 250 

feet below the measuring section at the ferry. No change has 

occurred in the datum of the gage. Discharge measurements are 

made from a boat attached to the ferry cable.

Both banks are subject to overflow during high water. Conditions 

of flow are probably permanent, and an excellent rating has been 

developed for low stages.

The following discharge measurement was made by M. R. Hall:

November 26: Width, 288 feet; area of section, 687 square feet; gage height, 1.82 

feet; discharge, 928 second-feet.

Daily gage height, in feet, of Etowah River near Rome, Ga.,for 1910. 

[R. M. Pattillo, observer.]

Day.

1... ............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16.......

17...............

18...............

19......... .....

20...............

21...............

22 .....

23.....

24....... ... ...

25...............

26...............

27........... ...

28...............

29...............

30.......... ...

31...............

Jan.

2.55

2.55

2.5

2.4

2.4

2.4

4.2

4.2

3.15

2.85

2.8

2.75

2.7

2.65

2.6

2.5

2.4

2.4

2.5

2.8

3.5

3.4

3.05

3.5

3.75

3.25

3.1

3.0

3.9

3.4

3.1

Feb.

3.0

2.9

2.8

2.75

2.7

2.6

2.5

2.5

2.5

2.65

2.75

2.65

2.85

2.95

2.7

2.7

3.0

10.5 

6.9

4.2

3.6

4.2

3.75

3.45

3.4

3.15

3.1

3.5

Mar.

5.9

5.4

4.3

3.75

3.45

3.25

3.1

3.05

3.0

3.2

3.35

3.5

3.2

3.0

2.9

2.9

2.8

2.8 

2.8

2.75

2.75

2.75

2.7

2.7

2.6

2.65

2.6

2.6

2.6

2.55

2.5

Apr.

2.5

2.5

2.5

2

C

2

y|C

2.5

2.5

2.45

2.45

2.4

9 A

2.5

2.4

2.5

3.9

4.5 

3.5

2.85

2.7

2.6

2.55

2.5

2.5

2.5

2.5

2.5

2.5

2.4

May.

2.35

2.3

2.3

2.25

2.25

2.3

3.55

6.2

4.6

3.3

2.85

2.7

 2.85

2.6

2.5

2.55

2.7 

3.25

4.4

8.6

9.0

5.8

5.1

7.0

5.4

4.2

3.5

3.2

3.05

June.

2.8

2.75

2 Q

3 ft

5.2

4.4

3.2

2 Q

3.05

3 A

^ 7

4.7

3.6

3.35

3.4

3.0

2.85 

2.75

s 1

3 9

3.3

3.3

2.95

2.9

2.75

2.6

2.5

3.5

3.35

July.

4.3

4.0 5.0'

4.7

4.5

4.8

4.5

4.4

5.0

4.4

3.6

3.3

9 Q^

3.0

2.95

2.8

2.75 

2.7

2.7

2.6

2.5

2.65

2.7

2.75

2.9

3.0

2.6

2.6

2.5

Aug.

2.5

2.4

2.35

3 OK

4

0

4.1

3 Q

3.85

3

f\C

2.8

2 KG

2.4

2.4

2.35

2.3

2.3

2.3 

2.2

2.2

2.2

2.15

2.1

2.1

2.1

2.15

2.2

2.2

2.1

2.05

2.1

Sept.

2.15

3.3

3.9

2

*7

2.2

2.1

2

1

2.3

2

OC

2.1

2

1

2.0

1.95

1.95

1.9

1.9 

1.9

1.9

1 Q

1.85

1.82

1.8

1.8

1.82

1.82

1.8

1.78

1.8

Oct.

2.2

2.05

1 S

1 7S

1.78

1 Q9

2.1

2 Q

2.6

2

0

2.05

1 cm

1 Q

1 Q

1 9

1.82 

1.8

1 Q

1 Q

1 7*

1 75

1.75

1.72

1.7

1.7

1.78

1 Q

1.85

1.8

Nov.

1.8

1.8

1.8

1 £

1 £

1.8

1 £

1.8

1 Q

1 Q

1

C

1 Q

1 Q

1 «

1 «

1.8

1.8

1.8 

1.8

l.S

1 Q

1.8

1.8

1.8

1.8

1.78

1.8

1.85

1.92

2.0

Dec.

1 QQ

1.85

1.8

1 P.*\

2.55

5.8

4.5

3.3

2.45

9 9

2

1

2

f\

2

f\

1.95

1.92

1.95

2.0 

2.0

2.0

1.98

1.95

1.9

2.1

2.3

2.2

2.1

2.1

2.0

2.05

2.2
EASTERN GULF OF MEXICO DBAINAGE BASINS. 89 

Daily discharge, in second-feet, of Etowah River near Rome, Ga., for 1910.

Day.

1....... ........

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9 ..............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23.......

24...............

25...............

26............. .

27...............

28...............

29...............

30....... . . .

31......... .

Jan.

1,730

1,730

1,660

1.540

i;540

1,540

4,360

4,360

2,570

2,120

2,060

1,990

1,920

1,860

1,790

1,660

1,540

1,540

1,660

2,060

3,130

2,960

2,420

3,130

3,560

2,720

2,490

2,340

3,820

2,960

2,490

Feb.

2,340

2,200

2,060

1,990

1,920

1,790

1,660

1,660

1,660

1,860

1,990

1,860

2,120

2,270

1,920

1,920

2,340

15,700

9,220

4,360

3,300

4,360

3,560

3,050

2,960

2,570

2,490

3,130

Mar.

7,420

6,520

4,540

3,560

3,050

2,720

2,490

2,420

2,340

2,640

2,880

3,130

2,640

2,340

2,200

2,200

2,060

2,060

2,060

1,990

1,990

1 oon

1,920

1,920

1,790

1 860

1 7OH

1 Ton

1,790

1,730

1 

' 660

Apr.

1,660

1,660

1,660

1,660

1,600

1,660

1,660

1,600

1,600

1,540

1,540

1,540

1,600

1,660

1,540

1,660

3,820

4,900

3,130

2,120

1,920

1,790

1,730

1,660

1 660

1 660

1 660

1,660

1,660

1,540

May.

1,480

1,420

1,420

1,360

1,360

1,360

1,420

3,220

7,960

5,080

2,800

2,120

1,920

2,120

1,790

1,660

1,730

1,920

2,720

4,720

12,300

13,000

7,240

5,980

9,400

6,520

4,360

3,130

2,640

2,420

2,270

June.

2,120

2,060

1,990

2,200

2,340

6,160

4,720

2,640

2,200

2,420

2,960

3,470

5,260

3,300

2,880

2,960

2,340

2,120

1,990

2,490

2,640

2 800

2' 800

2,270

2,200

1 oon

1 7on

1,660

3,130

2,880

July.

4,540

4,000

5,800

5,260

4,900

5,440

4,900

4,720

5,800

4,720

3,300

2,800

2,420

2,270

2,340

2,270

2,060

1,990

1,920

2,120

1,920

1,790

1,660

1,860

1,920

1 oon

2,200

2,340

1,790

1,790

1,660

Aug.

1,660

1,540

1,480

2,720

4,540

4,180

3,820

3,730

2,420

2,060

1,730

1,660

1,540

1, 540

1,480

1,420

1,420

1,420

1.300

1,300

1,300

1,250

1,200

1,200

1,200

1,250

1,300

1,300

1,200

1,140

1,200

Sept.

1,250

2,800

3,820

1,920

1,600

1,300

1,250

1,200

1,200

1,420

1,360

1,200

1,200

1,090

1,040

1,040

990

990

990

990

990

942

914

895

895

914

914

895

876

895

Oct.

1,300

1,140

971

895

876

876

1,010

1,200

2,200

1,790

1,420

1,140

1,040

990

990

990

971

914

895

895

895

848

848

848

819

800

800

876

990

942

895

Nov.

895

895

895

895

895

895

895

895

895

895

895

895

895

895

895

895

895

895

895

895

895

895

895

895

895

876

895

942

1,010

1,090

Dec.

971

942

895

942

1,730

7,240

4,900

2,800

1,600

1,300

1,200

1,090

1,090

1,090

1,040

1,010

1,040

1,090

1,090

1,090

1.070

1,040

990

1,200

1,420

1,300

1,200

1,200

1,090

1,140

1,300

NOTE. These discharges were obtained from a rating curve which is fairly well defined below 4,000 

second-feet. Above 10,200 second-feet the curve is only approximate.

Monthly discharge of Etowah River near Rome, Ga.,for 1910. 

[Drainage area, 1,800 square miles.]

Month.

January

February. ..............................

March. .....................

April...................................

May....................................

June. ...................................

July........................

September. .............................

November ..................

December. ..............................

The year. .........................

Discharge in second-feet.

Maximum.

4,360 

15,700 

7,420 

4,900 

13,000 

6,160 

5,800 

4,540 

3,820 

2,200 

1,090 

7,240

15,700

Minimum.

1,540 

1,660 

1,660 

1,540 

1,360 

1,660 

1,660 

1,140 

876 

800 

876 

895

800

Mean.

2,360 

3,150 

2,630 

1,890 

3,830 

2,760 

3,050 

1,820 

1,260 

1,030 

906 

1,520

2,180

Per 

square 

mile.

1.31 

1.75 

1.46 

1.05 

2.13 

1.53 

1.69 

1.01 

.700 

.572 

.503 

.844

1.21

Run-off 

(depth in 

inches on 

drainage 

area).

1.51 

1.82 

1.68 

1.17 

2.46 

1.71 

1.95 

1.16 

.78 

.66 

.56 

.97

16.43

Accu 

racy.

A 

A 

A 

A 

A 

A 

A 

A 

A 

A 

A 

A
90 SURFACE WATER SUPPLY, 1910, PART II.

AMICALOLA CREEK NEAR POTTS MOUNTAIN, GA.

This station is located at Steeles Bridge, 2 miles east of Potts 

Mountain and 15 miles from Ball Ground, Ga. It is one-fourth 

mile above the mouth of Holly Creek. It was established June 

21, 1907, discontinued December 31, 1908, and reestablished June 

7, 1910.

The bed of the stream is rocky and not very rough. The current 

is medium swift. A rocky shoal with considerable slope, 150 feet 

below, favors a constant rating, but sufficient measurements have 

not been made to define the rating curve.

Measurements are made from a covered wagon bridge. The 

vertical staff gage is attached to a tree on the right bank just 

below the bridge.

Daily gage height, in feet, of Amicalola Creek near Potts Mountain, Ga.,for 1910. 

[J. A. Whitmore, observer.]

Day.

1....

2

3....

4....

5

6....

7....

8....

9....

10....

11....

12....

13....

14....

15....

June.

......

......

'2."6"

1.95

1.9

1.9

1.9

1.9

1.9

1.9

1.9

July.

1.8

2.0

2.1

2.0

2.9

2.2

2.3

2.1

2.0

1.9

1.85

1.85

1.8

1.75

1.7

Aug.

1.55

1.55

1.5

1.85

1.7

2.95

1.8

2.1

1.9

1.7

1.6

1.55

1.55

1.55

1.8

Sept.

1.6

1.5

1.6

1.75

1.65

1.55

1.5

1.45

1.6

1.45

1.45

1.45

1.45

1.45

1.45

Oct.

1.4

1.35

1.35

1.35

1.4

1.4

1.4

1.5

1.5

1.4

1.4

1.35

1.35

1.35

1.35

Nov.

1.3

1.3

1.3

1.3

1.3

1.25

1.25

1.25

1.25

1.25

1.25

1.25

1.25

1.25

1.25

Dec.

1.25

1 25

1.25

1.25

3 A

2.2

2.1

2.0

1.9

1.75

1.6

1.5

1.35

1.35

1.3

Day.

16....

17....

18....

19....

20....

21....

22. .

23. .

24. .

25. .

26. .

27. .

28. .

29. .

30...

31....

June.

1.85

1.85

1.8

1.75

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.65

1.65

1.8

1.8

July.

1.7

1.7

1.7

1.7

1.7

1.65

1.65

1.6

1.6

1.6

1.6

1.6

1.6

1.55

1.55

1.55

Aug.

1.6

1.55

1.55

1.5

1.5

1.5

1.5

1.45

1.45

1.45

1.5

1.5

1.45

1.45

1.5

1.6

Sept.

1.4

1.4

1.4

1.4

1.4

1.35

1.35

1.35

1.3

1.3

1.3

1.3

1.3

1.3

1.9

Oct.

1.35

1.35

1.35

1.35

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

Nov.

1.25

1.25

1.25

1.25

1.25

1.25

1.25

1.25

1.25

1.25

1.25

1.25

1.25

1.25

1.25

Dec.

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.5

1.5

1.4

1.4

1.4

1.4

1.4

1.4

1.4

TALLAPOOSA RIVER AT STURDEVANT, ALA.

This station, which is located at the Central of Georgia Railway 

bridge one-fourth mile west of Sturdevant, 6 miles east of Alexander 

City, and about 5 miles below the mouth of Hillabee Creek, was established July 19, 1900, to take the place of the Milstead, Ala., station, 

which was to be abandoned when the great water-power plants immediately above were put in operation.

The flow is under no artificial control except at a number of small 

mills a great distance upstream.

Prior to 1906 a standard chain gage was attached to the bridge. 

During 1906 the bridge was replaced by a new one and the present 

vertical staff gage was located at Stowe's boat landing, about 2,000 

feet upstream. All gage readings on the new gage are reduced to 

conform to the standard gage readings at the bridge.
EASTERN GULP OP MEXICO DRAINAGE BASINS. 91

At low stage the current in a portion of the channel becomes very 

sluggish, making measurements inaccurate at such stages, and for 

this reason some of the low-water measurements have been made 

from a boat at swifter sections near by. Both banks overflow for 

about 200 feet at extreme high stages. Conditions of flow appear to 

be somewhat changeable, but a fairly good rating curve has been 

developed. No measurements were made in 1910, but one made in 

1911 indicates that the 1909 rating is applicable for 1910.

Daily gage height, in feet, of Tallapoosa River at Sturdevant, Ala., for 1910. 

[C. J. Stowe, observer.]

Day.

1..... ..........

2.... ...........

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11..... ..........

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24.. .............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

2.25

2.25

2.25

2.25

2.25

2.35

3.25

4.0

3.7

3.15

2.8

2.6

2.45

2.4

2.35

2.35

2.25

2.25

2.35

2.45

3.1

3.3

3.3

3.3

3.3

3.25

3.05

3.5

4.3

4.1

3.65

Feb.

3.25

2.95

3.65

3.8

3.3

3.1

2.85

2.75

2.7

2.6

3.15

4.4

4

Q

4.3

3.4

3.1

3.6

6.5

7.0

6.0

4.5

5.3

4.9

4.8

5.2

4.6

4 1

4.8

.......

Mar.

8.1

7.8

6.4

5.1

4.3

3.9

3.7

3.5

3.4

3.3

3.55

3.6

3.45

3.3

3.1

3.0

2.95

2.85

3.0

3.2

3.0

2.9

2.85

2.85

2.8

2.8

2

7K

2 7

2.65

2.6

2.6

Apr.

2.5

2

K

2.5

2.5

2.55

2.8

2.8

2.65

2.4

2.35

2.35

2.4

3

1

3.25

2.8

2.75

A. Q

4.5

3.7

3.25

2.8

2.65

2.6

2

K

2 A

2.4

2

QK

2.4

2.4

2.4

May.

2.25

2.15

2.05

2.05

2.05

2.05

2.0

2.3

2.65

3 A

2.8

2.35

9 1

2 A

1.95

1.9

1 9

2

K

2.6

2.65

3

CK

3.6

4.5

4.2

4

0

3.8

3

9

2 7

2 A

2.15

1.95

June.

1.9

1.85

1.75

1.65

1.7

1.85

1.9

1.9

0 f\

o o

3.7

3 OK

3

O

3

({K

2.95

2

JK

2

O

2.0

1.9

9 Q

Q O

2.85

2

CC

2

0

9 3

2

QK

1

QK

2.8

5.8

July.

16.5

U o

11.9

9.4

7.0

5.3

5.0

5.2

4.7

4.1

4.0

3 Q

3 OK

3 OK

O OK

2.55

9 QK.

2.8

2.65

2.6

9 A.<{

2.4

2.45

9 AK.

2 7

2.6

2

f>

2

Q

2 1

2.15

2.1

Aug.

1.95

1 Q

1.8

1.7

3.0

'4.7

6.1

7.0

4.7

Q OK

3.45

4.4

4.1

2.85

2

K

2.3

2

1 K

9 fif*

2.05

2.35

2 OK

9 ftK.

1.75

1.7

1.7

1.7

1.6

1.6

1.5

1.45

1.45

Sept.

1.4

1.55

1.8

2.6

2.8

1.9

1.66

1.5

1.65

1 Q

1.95

1.95

1.8

1.5

1.5

1.4

1.25

1.05

.96

1.05

.96

.95

1.35

1 9

Qfi

.82

79

.80

* 1.90

3.3

Oct.

2.25

1.6

1.4

1.2

1.1

1.15

2 4

3.25

2.95

9 8

2.55

2.05

1.75

1.55

1.4

1.4

1.25

1.2

1.15

1.05

1.05

1.0

.94

.85

.88

.81

QS

1 o

1.25

1.2

1.15

Nov.

1.05

1.05

1.2

1.15

1.3

1.5

1.6

1.5

1.4

1.35

1.25

1.25

1.2

1.2

1.25

1.15

1.2

1.25

1.3

1.45

1.35

1.35

1.35

1 OK

1 3

1.35

1 Q

1 QK

2.45

1.95

Dec.

1.65

1.4

1.35

1.45

3.9

5.0

4.3

3.3

2.65

2

Q

2.1

1.9

1.9

1.8

1.7

1.7

1.7

1.8

1.9

1.9

1.8

1.7

1.7

1 9

1 of;

1.9

1 9

1.8

1.8

2.85

3.3
92 SUEFACE WATEE SUPPLY, 1910, PAET II.

Daily discharge, in second-feet, of Tallapoosa River at Sturdevant, Ala., for 1910.

Day.

1.... ........

2............

3............

4............

5............

6............

7............

8............

9............

10............

11............

12............

13............

14............

15............

16............

17............

18............

19............

20............

21............

22............

23............

24. ...........

25............

26............

27............

28. ...........

29............

30............

31............

Jan.

1,840

1,840

1,840

1,840

1,840

1,960

3,190

4,510

3,950

3,040

2,530

2,270

2,080

2,020

1,960

1,960

1,840

1,840

1,960

2,080

2,960

3,270

3,270

3,270

3,270

3,190

2,880

3,600

5,120

4,710

3,860

Feb.

3,190

2,740

3,860

4,130

3,270

2,960

2,600

2,460

2,400

2,270

2,880

5,330

5,120

5,120

3,430

2,960

3,770

10,800

12,400

9,440

5,550

7,540

6,500

6,250

7,280

5,770

4,710

6,250

Mar.

14,900

10,600

7,020

5,120

4,320

3

QCA

3,430

3,270

S fiOfl

3,520

3,270

O Qfift

2,810

2,740

2,600

2,810

3,110

2,810

2,670

2,600

2,600

2,530

2 CQfl

2,400

2,340

2,270

2 97fl

Apr.

2,140

2,140

2,140

2,140

2,200

2,530

2,530

2,340

2,020

1,960

1,960

2,020

2,960

3,190

2,530

2,460

6,500

3,950

3,190

2,530

2,340

2,270

2,140

2,020

2 fl9fl

2,020

2,020

2,020

May.

1,840

1,720

1,620

1,620

1,620

1,620

1,560

1,900

2,340

3,430

2,530

1,960

1,670

1,560

1,510

1,460

1 460

2, 140

2,270

2,340

3,680

3,770

5,550

4,910

5,120

4,130

3,110

2,400

2,020

1,720

1,510

June.

1,460

1,410

1,320

1,220

1,270

1,410

1,510

1,460

1,460

2,810

3,270

3,950

3,190

4,130

3,860

2,740

S

rtOfi

1,900

1,560

1,460

2,670

3,270

2,600

2,200

1,900

1,900

1,960

1,510

2

CQfl

8,880

July.

42,800

35, 400

28, 000

20, 000

12,400

7,540

6,760

7,280

6,010

4,710

4,510

4,320

4,220

3,350

2,600

2,200

2

7/jn

2,530

2,340

2,270

2,080

2,020

2,080

2,080

2,400

2,270

1,900

1,670

1,720

1,670

Aug.

1,510

1,460

1,360

1,270

2,810

6,010

9,720

12,400

6,010

4,220

3,520

5,330

4,710

2,600

2,140

1,900

1,720

1,620

1,620

1,960

1,960

1,620

1,320

1,270

1,270

1,270

1,180

1,180

1,100

1,060

1,060

Sept.

1,020

1,140

1,360

2,270

2,530

1,460

1,220

1,100

1,220

1,460

1,510

1,510

1,360

1,100

1,100

1,020

915

782

726

782

726

720

985

880

726

646

591

635

1,460

3,270

Oct.

1,840

1,180

1,020

880

815

848

2,020

3,190

2,740

2,530

2,200

1,620

1,320

1,140

1,020

1,020

915

880

848

782

782

750

714

662

679

640

738

880

880

848

NOT.

782

782

880

848

950

1,100

1,180

1,100

1,020

985

915

915

880

880

915

848

880

915

950

1,060

985

985

985

915

950

Q81

950

985

2,080

1,510

Dec.

1,220

1,020

985

1,060

4,320

6,760

5,120

3,270

2,340

1,900

1,670

1,460

1,460

1,360

1,270

1,270

1,270

1,360

1,460

1,460

1,360

1,270

1,270

1,460

1,510

1,460

1,460

1,360

i ^fin

2,600

3,270

NOTE. These discharges were obtained from a well-defined rating curve.

Monthly discharge of Tallapoosa River at Sturdevant, Ala., for 1910. 

[Drainage area, 2,500 sqare miles.]

Month.

March. . ................................

July....................................

August. ................................

September. .............................

Discharge in second-feet.

Maximum.

5,120 

12,400 

15, 900 

6,500 

5,550 

8,880 

42,800 

12,400 

3,270 

3,190 

2,080 

6,760

42,800

Minimum.

1,840 

2,270 

2,270 

1,960 

1,460 

1,220 

1,670 

1,060 

591 

640 

782 

985

591

Mean.

2,770 

5,030 

4,220 

2,590 

2,450 

2,430 

7,230 

2,840 

1,210 

1,200 

1,000 

1,950

2,910

Per 

square 

mile.

1.11 

2.01 

1.69 

1.04 

.980 

.972 

2.89 

1.14 

.484 

.480 

.400 

.780

1.16

Run-off 

(depth in 

inches on 

drainage 

area).

1.28 

2.09 

1.95 

1.16 

1.13 

1.08 

3.33 

1.31 

.54 

.55 

.45 

.90

15.77

Accuracy.

A 

A 

A 

A 

A 

A 

A 

A 

A 

A 

A 

A
EASTERN GULF OF MEXICO DRAINAGE BASINS. 93

TOMBIGBEE EIVEB AT COLUMBUS, MISS.

This station is located at the county highway bridge at the south 

end of Main Street in the city of Columbus, Miss. Gage heights 

from 1900 to 1904 have been furnished by the United States Weather 

Bureau, and estimates of discharge are based thereon. On July 13, 

1905, the present chain gage was installed by the United States Geological Survey at the highway bridge 1,000 feet above the original 

location of the gage of the United States Weather Bureau. The new 

gage was set to read the same as the first United States Weather 

Bureau gage at low water, which makes it practically on the same 

datum, as the low-water surface is almost level. In 1906 a new gage 

was put in by the United States Weather Bureau. It is fastened to 

the channel pier of the Mobile & Ohio Railroad bridge. Discharge 

measurements are made from the bridge.

The right bank is high and seldom overflows. The left bank overflows only under the bridge approach at a gage height of about 20 

feet. The bed of the stream is of soft limestone or chalk, and conditions of flow are somewhat changeable at low stages. No measurements were made in 1910, but one in 1911 indicates that the 1909 

rating is applicable for 1910.

Daily gage height, in feet, of Tombigbee River at Columbus, Miss., for 1910. 

[C. R. Shackelford, observer.]

Day.

1.. .............

2...............

3...............

4...............

5...............

6...............

T... ............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

-1.1

-1.5

-1.8

-1.9

-2.0

-1.7

2.7

4.1

4.9

5.3

<\ n

4.1 3 n

9 1

1.6

.9

.2

- .2

- .4

.0

4.8

5.8

6.3

6.7

6.6

5.7

3.3

2.1

1.0

.2

- .3

Feb.

-0.6

- .8

-1.0

-1.2

1 9

-1.0

- .7

- .9

-1.1

-1.3

-1.5

-1.3

-1.0

- .7

- .5

- .4

.1

8.2

9.3

Q O

11.4

100

13.7

13.2

197

12.3

11.8

11.6

.......

Mar.

10.8

8.9

8.2

7.3

t; Q

4.3

3.0

2.1

1.5

1.0

1.0

1.0

1 3

1 9

.5

.1

- .2

- .5

- .7

- .8

- .9

1 f\

-1.0

-1.1

-1.2

_ 1 o

-1.3

-1.4

-1.5

-1.6

-1.7

Apr.

-1.8

-1.8

-1.8

1 S

-1.6

-1.2

-1.0

- .7

-1.0

-1.3

-1.7

1 O

9 n

_ o i

-1.9

^

1.2

2.1

9 1

1.4

.7

.1

_ 7

i 3

_ 1 5

-1.7

-1.9

-1.9

-2.1

May.

 2.1

 2 2

-2.4

-2.5

9 fi

-2.6

9 Q

-3.0

q fl

-3.0

q n

3 1

-3.1

q o

-3.2

-3.3

-3.3

q n

-2.4

.4

2.8

4 9

4 9

5 4

4 9

3.2

1.4

- .8

June.

-1.4

-1.8

-2.1

-2.3

9 A.

-2.5

-2.6

-2.5

9 &>

- .1

t; 7

7.7

8.0

7.3

4.5

1.7

.1

-1.0

1 t;

-1.6

1 3

9 3

2.1

1 Q

.1

- .3

- .2

3.9

July.

4.3

6.8

7.2

7.3

7.3

7.6

8.9

14.9

17.4

19 1

in 1

17.8 ^% A

19^

8.0

5.2

3 fi

2.6

9 fi

1.3

.6

.1

1.2

.3

- .1

-1.4

-1.7

Aug.

-1.1

-1.2

-1.6

-2.0

9 3

- .7

-1.3

- .7

-1.1

-1.5

1.6

9 1

-2.2

9 3

-2.5

-2.7

-2.9

q n

-3.1

-2.9

9 4

-1.0

9 9

-2.6

-2.7

-2.8

-3.0

-3.1

-3,2

Sept.

-3.4

-3.4

-2.8

-3.1

9 9

-2.5

-2.8

_9 9

-3.2

-3.2

-3.3

-3.5

q ft

-3.6

-3.7

-3.8

-3.8

-3.8

-3.9

-3.9

-3.9

3 Q

-3.9

q Q

q <i

-3.9

-3.9

-4.0

-4.0

_ A f|

Oct.

-3.9

-3.9

-3.9

-3.9

3 Q

-3:9

-3.9

3 Q

-3.4

-3.3

-3.4

q c

-3.5

-3.3

-2.6

-1.6

-1.8

-2.5

9 Q

-3.2

3 4

-3.5

-3.5

3.6

-3.6

-3.7

-3.7

-3.7

-3.5

Nov.

-3.5

-3.5

-3.5

-3.5

-3.5

-3.5

-3.6

3 fi

-3.6

-3.5

-3.5

-3.5

-3.5

-3.5

-3.6

-3.5

-3.6

-3.6

-3.6

-3.6

-3.6

-3.6

-3.6

-3.6

-3.6

-3.4

-3.2

-3.3

-3.2

Dec.

-3.0

-2.6

-2.8

-3.0

-3.1

-2.3

-1.3

- .5

- .2

- .9

-1.2

-1.9

9 3

9 t;

-2.6

-2.8

-2.9

-3.0

-3.0

-3.0

-3.0

q f\

-2.9

-1.6

a

- .1

.0

- .6

-1.2

-1.6

-1.6
94 SURFACE WATER SUPPLY, 1910, PART II.

Daily discharge, in second-feet, of Tombigbee River at Columbus, Miss., for 1910.

Day.

1.. ...........

2.............

3.............

4.............

5.............

6.............

7.............

8.............

9............. 10.............

11.............

12.............

13.............

14.............

15.............

16.............

17.............

18.............

19.............

20.............

21.............

22.............

23.............

24.............

25.............

26.............

27. ............

28.............

29.............

30............. 

31.............

Jan.

1,730

1,460

1,260

1,200

1,130

1,320

5,340

7 050

8,100

8,640

8,240

7,050

5,680

4,650

4,110

3,400

2,760

2,410

2,250

2,580

7 Q7rt

9,340

10,000

10,600

10,500

9,200

6,660

4,650

3,500

2,760 

2,330

Feb.

2,090

1,940

1,800

1,660

1,660

1,800

2,020

1,870

1,730

1,590

1,460

1,590

1,800

2,020

2,170

2,250

2,660

12,800

14,500

15,400

17,800

21,000

21,700

20,800

20,000

19,300

10 CAA

18,100

.......

Mar.

16,800

19 snn

11,500

9,480

7,310

5,680

4,650

4,000

3,500

3,500

3,500

3,800

3,700

3,020

2,660

2,410

2,170

2,020

1,940

1,870

1,800

1,800

1,730

1 660

1,660

1 K-Qft

1,520

i 4fift

1,390 

1,320

Apr.

1,320

1,260

1,260

1,260

1,390

1,660

1,800

2,020

1,800

1,590

1,320

1,200

1,130

1,070

1,200

1,940

3,700

4 650

4,650

3

QAA

3,210

2,660

2,020

1 HQft

1 460

1,320

1,200

1,200

1,070

May.

1,070

1,010

895

840

785

785

735

685

635

590

590

^Qf>

590

545

545

500

500

460

460

>5Qrt

895

2 250

5,450

7,180

8 inn

8,780

8,100

5,920

3,900

2,760 

1 940

June.

1,520

1,260

1,070

950

895

785

840

840

2 CAA

9,200

n

JAA

12,100

12,500

11,500

7,570

4,220

2,660

1,800

1 460

1 ion

1,590

4,880

4,650

3 CAA

2 7fifi

2 660

2

OO A

2,410

6,790

July.

7,310

10,800

U drxi

11,500

11,500

11,900

13,900

17 000

20,800

23,700

28,000

3ft QAA

on QAA

28,700

24,600

19,600

16,200

12,500

8,510

5,680

5,220

5,220

3,800

3,120

9 fififl

3,700

2,840

9 fyin

1,520 

1,320

Aug.

1,730

1,660

1,390

1,130

950

2,020

1,590

2

AQA

1,940

2,020

1,730

1,460

1,390

1,070

1,010

QCA

735

635

con

545

635

895

1,800

1,010

785

7oc

685

cnn

545

CAA

Sept.

420

420

685

545

1,010

840

685

635

500

500

460

380

345

345

310

280

280

280

OCA

OCA

250

280

O£A

OCA

OCA

220

220

220

Oct.

250

OCft

250

250

250

9>W1

250

0£A

310

420

460

420

380

Afft

7QC

1

Aftf\

1,260

635

CAA

420

380

380

Q^K

345

310

310

310

310 

380

Nov.

380

380

380

380

380

380

345

345

345

380

380

380

380

380

345

380

345

345

VAK

345

OAK

345

345

345

345

345

420

500

460

500

Dec.

590

785

685

590

545

950

1,590

2,170

2,410

1,870

1,660

1,200

950

840

785

685

635

590

CQft

CQA

CQA

K.QA

635

1,390

9 non

2 p;nn

2,580

9 ftQA

1,660

1,390 

1,390

NOTE. These discharges were obtained from a well-defined rating curve.

Monthly discharge of Tombigbee River at Columbus, Miss., for 1910. 

[Drainage area, 4,440 square miles.]

Month.

May....................................

July....................................

November. ............................

Discharge in second-feet.

Maximum.

10,600 

21,700 

16,800 

4,650 

8,780 

12,500 

30,900 

2,090 

1,010 

1,460 

500 

2,580

30,900

Minimum.

1,130 

1,460 

1,320 

1,070 

460 

785 

1,320 

500 

220 

250 

345 

545

220

Mean.

5,090 

8,290 

4,390 

1,900 

2,220 

3,970 

12,200 

1,150 

395 

445 

376 

1,210

3,450

Per 

square 

mile.

1.15 

1.87 

.989 

.428 

.500 

.894 

2.75 

.259 

.089 

.100 

.085 

.273

.777

Run-off 

(depth in 

inches on 

drainage 

area).

1.33 

1.95 

1.14 

.48 

.58 

1.00 

3.17 

.30 

.10 

.12 

.09 

.31

10.57

Accuracy.

A 

A 

A 

B 

B 

B 

A 

B 

C 

C 

C 

B
EASTERN GULF OF MEXICO DRAINAGE BASINS. 95

TOMBIGBEE RIVER AT EPES, ALA.

This station is located at the bridge of the Alabama Great Southern 

Railroad one-half mile from Epes, Ala.

A record of approximate gage heights, based on a gage painted 

on one of the bridge piers, has been kept by the Alabama Great 

Southern Railroad for a number of years. During 1900 and 1901 

discharge measurements were made by the United States Geological 

Survey and a rating was developed for these years. November 29, 

1904, the station was reestablished by the United States Geological 

Survey.

Discharge measurements are made from the downstream side of 

the railroad bridge.

The datum of the chain gage, which is attached to the railroad 

bridge, is practically the same as that of the old gage and has not 

been changed since its installation. The right bank is high and is 

not subject to overflow. The left bank will not overflow until the 

river reaches a stage of 38 feet. During floods it overflows for seveneighths of a mile under the trestle approach to the bridge.

Conditions of flow at this point are practically permanent and a 

good rating has been developed. No measurements were made in 

1910, but measurements made in 1911 indicate that the 1909 rating 

is applicable for 1910.

Daily gage height, in feet, of Tombigbee River at Epes, Ala., for 1910. 

[J. C. Horton and George Haven, observers.]

Day.

1... ............

2...............

3.. ............. 

4... .......... ,.

5...............

6...............

7. ..............

8...............

9...............

10...............

11...............

12. ..............

13...............

14.... ........ ...

15...............

16. ..............

17...............

18. ..............

1Q

20. ..............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

4.65

3.95

3.55 

3.05

2.85

4.7

7.0

7.5

9.9

11.0

11.6

11.7

10.5

9.2

8.1

7.3

6.5

5.6

5.0

-4.75

5.0

8.3

11.0

12.0

12.5

12.8

12.1

10.8

9.2

6.8

5.8

Feb.

5.0

5.0

6.0 

5.0

4.2

3.95

3.8

4.05

4.05

3.85

4.75

5.8

5.2

4.8

4.8

4.95

5.8

10.0

15.4

17.8

19.0

20.8

21.8

22.9

23.6

23.6

24.1

26.2

Mar.

26.4

26.4

25.4 

23.0

20.6

18.1

14.9

12.0

10.1

9.0

8.8

8.6

8.4

8.2

7.5

6.4

5.7

5.2

4.85

4.8

4.6

4.45

4.25

4. 11

4.05

4.0

3.9

3.85

3.65

3.45

3.35

Apr.

3.25

3.2

3.2 

3.1

3.1

3.3

3.9

3.9

4.0

4.15

4.15

3.95

3.5

3.15

2.85

3.1

6.5

7.2

8 9

8.4

8.2

8.0

7.8

5.9

4.8

4.05

3.25

3.05

2.9

May.

2.75

2.65

2.5 

2.35

2.2

2.1

2.0

1.9

1.8

1.7

1.7

1.6

1.6

1.55

1.4

1.4

1.3

1.3

1.3

1.5

1.95

3.05

6.8

8.4

9.5

10.2

10.4

8.8

6.8

% 4

June.

4.25

3.35

2.9 

2.45

2.95

4.25

4.55

3.5

3.0

6.7

14.2

16.8

16.7

16.2

16.0

15.2

12.5

9 0

6.6

5.1

4 05

3.4

3.2

t Q

6.6

6.4

5.8

5

0

5.2

12.0

July.

11.8

12.5

13.5 

15.6

16.0

16.2

16.4

17.2

19.2

22.4

24.4

27.4

28.6

29.3

29.6

on n

27.3

94 3

19.3

13.2

10.0

9.2

8 9

9 2

9.4

9.4

8.8

7.6

6.2

5.0

Aug.

4.3

4.5 

4.2

4.2

5.8

5.6

6.0

6.4

5.8

5.2

A KK

4.1

3 9

3.4

3.2

3.2

2.9

3 ft

2.2

1.95

1.95

1.9

2.0

2

0

2.8

2.45

915

2.0

1.85

1.65

Sept.

1.55

1 ^

1.4 

1.4

1.5

1.6

2.0

1 7<;

1.6

1.4

1.3

1.2

1.1

1.0

.9

.8

.8

.7

.7

.6

.6

.7

.7

85

.85

.7

.65

.6

Oct.

0.6

.5

.5 

.6

.6

.7

1.4

1.15

1.05

1.1

1.2

1.35

1.3

1.3

1.3

1.3

1.3

2.15

2.6

2.2

1.85

1.35

1.2

1.15

1.0

.9

.85

.85

.85

.8

Nov.

0.8

.9

.95 

1.0

1.0

1.0

1.0

1.0

1.1

1.1

1.15

1.1

1.1

1.1

1.0

1.0

.9

1.0

1.0

.95

.9

.95

.9

.9

9

.9

.9

95

1.0

1.2

Dec.

1.2

1.3

1.75 

1.85

2.0

1.9

1.8

2.35

3.35

4.05

4.05

3.35

3.2

2.85

2.45

2.15

2.0

2.15

2.1

2.0

1.9

1.9

2.05

2.45

2.6

3.65

4.45

4.9

4.8

4.5

3.8
96 SURFACE WATER SUPPLY, 1910, PART II.

Daily discharge, in second-feet, of Tombigbee River at Epes, Ala., for 1910.

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.

3,710

3,020

2,660

2,200

2,030

3,760

6,100

6,620

9,120

10,300

10,900

11,000

9,740

8,390

7,240

6,410

5,580

4,650

4,060

3,810

4,060

7,450

10,300

11,300

11,800

12,100

11,400

10,100

8,390

5,890

4,860

Feb.

4,060

4,060

5,060

4,060

3,260

3,020

2,890

3,120

3,120

2,920

3,810

4,860

4,250

3,860

3,860

4,010

4,860

9,220

14,800

17,300

18,600

20,500

21,500

22,600

23,400

23,400

23,900

26,100

Mar.

26,300

26,300

25,200

22 700

20 200

17,600

14,300

11,300

9,320

8,180

7,970

7,760

7,560

7,350

6,620

5,480

4,750

4,250

3,910

3,860

3,660

3,510

3,310

3,210

3,120

3,070

2 QCA

2,750

2 CAA

2 ' 430

Apr.

2,380

2,340

2,340

2,250

2,250

2,430

2,980

2,980

3,070

3,210

3,210

3,020

2,610

2,300

2,030

2,250

5,580

6,310

8,080

7,560

7,350

7,140

6,930

4,960

3,860

3,120

2 7ftft

2,380

2,200

2

AOA

May.

1,950

1,870

1,740

1,620

1,510

1,440

1,370

1,240

1,180

1,180

1,140

1,120

1,120

1,080

997

QQ7

041

041

041

1,060

1,340

2,200

5,890

7,560

8,700

9,430

9 fi4ft

7,970

S con.

4 A Kf\

June.

3,310

2,480

2,080

1,700

2,120

3,310

3,610

2,610

2,160

5,790

13,600

16,300

16,200

15,700

15,500

14,600

11,800

8,180

5,680

4,160

3,120

2,520

2,340

4,960

5,680

5,480

4 860

4,350

4,250

11,300

July.

11,100

11,800

12,900

15,000

15,500

15,700

15,900

16,700

18,800

22,100

24,200

26,200

27,300

28,600

29,300

29,600

29,000

27,200

24,100

18,900

12,500

9,220

8,390

8,080

8,390

8,600

8,600

7,970

6,720

5,270

4,060

Aug.

3,360

3,910

3,560

3,260

3,260

4,860

4,650

5,060

5,480

4,860

4,250

3,610

3,170

2,980

2,520

2,340

2,340

2,080

2,160

1,510

1,340

1,340

1,300

1,370

1,580

1,990

1,700

1,480

1,370

1,270

1,140

Sept.

1,080

1,060

997

997

1,060

1,120

1,370

1,210

1,120

1,080

997

941

886

832

780

730

682

682

636

636

636

592

592

636

636

706

706

636

614

592

Oct.

592

550

550

592

592

636

997

859

806

832

886

969

941

941

941

941

941

1,480

2,030

1,820

1,510

1,270

969

886

859

780

730

706

706

706

682

Nov.

682

730

755

780

780

780

780

780

832

832

859

832

832

832

780

780

730

780

780

755

730

755

730

730

730

730

730

755

780

886

Dec.

886

941

1,210

1,270

1,370

1,300

1,240

1,620

2,480

3,120

3,120

2,480

2,340

2,030

1,700

1,480

1,370

1,480

1,440

1,370

1,300

1,300

1,400

1,700

1,820

2,750

3,510

3,960

3,860

3,560

2,890

NOTE. These discharges were obtained from a rating curve which is well defined between 1,300 and 

15,000 second-feet.

Monthly discharge of Tombigbee River at Epes, Ala., for 1910. 

[Drainage area, 8,830 square miles.]

Month.

April...................................

May....................................

July....................................

Discharge in second-feet.

Maximum.

12,100 

26,100 

26,300 

8,080 

9,640 

16,300 

29,600 

5,480 

1,370 

2,030 

886 

3,960

29,600

Minimum.

2,030 

2,890 

2,480 

2,080 

941 

1,700 

4,060 

1,140 

592 

550 

682 

886

550

Mean.

7,060 

10,200 

8,850 

3,740 

2,900 

6,660 

16,400 

2,750 

841 

926 

775 

2,010

5,240

Per 

square 

mile.

0.800 

1.16 

1.00 

.424 

.328 

.754 

1.86 

.311 

.095 

.105 

.088 

.228

.593

Run-off 

(depth in 

inches on 

drainage 

area).

0.92 

1.21 

1.15 

.47 

.38 

.84 

2.14 

.36 

.11 

.12 

.10 

.26

8.06

Accuracy.

A 

A 

A 

B 

B 

A 

A 

B 

B 

B 

B 

B

BLACK WARRIOR RIVER NEAR CORDOVA, ALA.

This station is located at the Kansas City, Memphis & Birmingham 

Railroad bridge which crosses the river below the mouth of Cane 

Creek, 1 mile east of Cordova. It is 12 miles below the junction of 

Mulberry and Sipsey forks and 6 miles below Blackwater Creek.

On May 21, 1900, discharge measurements were begun by the 

United States Geological Survey, and the gage which had formerly
EASTERN GULF OF MEXICO DRAINAGE BASINS. 97

been used by the United States Weather Bureau was repaired and 

read daily. Since 1904 the United States Army Engineer Corps has 

maintained the gage and furnished readings to the United States 

Geological Survey.

The portion of the gage below 12 feet has been changed a number 

of times and also its location. Although the datum has been supposed to remain the same, it is probable that the readings have been 

affected by these changes. The portion from 12 to 55 feet is a vertical timber fastened to the bridge pier on the left bank of the river. 

This section, although still in place, has been superseded by two new 

vertical sections on the right bank, the upper one being attached to 

the bridge abutment, and a new sloping section reading up to 10 feet 

has replaced the older one, which was washed out during 1910.

Discharge measurements are made at the railroad bridge when possible to get good results. At extreme low water the current becomes 

too sluggish for accurate measurement, and the lowest measurements 

are made by wading or from a boat at swifter sections near by. The 

minimum flow is especially low per square mile of drainage area, 

and the rating at this stage is liable to considerable change. The 

right bank will not overflow. The left bank overflows only under the 

bridge.

Daily gage height, in feet, of Black Warrior River near Cordova, Ala., for 1910. 

[Don Smith and C. R. Jones, observers.]

Day.

1.. .............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

10...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24. ..............

25...............

26...............

27...............

28...............

29............... 

30...............

31...............

Jan.

-0.1

- .1

- .1

- .15

- .15

.5

11.1

8.5

4.8

3.75

3.0

2.3

1.7

1 1

1.0

.7

.6

1.2

.8

2.5

5 A

3.7

9 0

2.2

1.7

1.5

1 3

1.1 

.9

.75

Feb.

0.6

.5

.45

.45

.4

.4

.4

.35

.35

.35

.3

.4

.8

.5

.4

.3

.5

13.4

11.5

6.8

5.0

5.6

A Q

4.4

4.3

A. n

3.5

6.5

Mar.

Q S

9.5

10.0

6.6

4.9

4.1

3.3

2.7

2.2

1.8

3.4

3.1

2 9

1.9

1.5

1 ^

1.1

1.0

.9

.8

.7

.6

.55

.5

.45

.4

.35

.25

.2

.15

Apr.

0.1

.05

.05

.0

.05

.3

.2

.15

.1

.05

.05

.0

.0

.0

- .05

.0

1 3

2.0

1.5

1.0

.7

.4

.2

.1

.05

.0

- .05 

- .05

May.

-0.1

 1 *\

.2

.6

.3

.05

- .1

.7

.35

1 ^

.0

- .1

0

- .25

.0

.4

_ i

.5

7 9

8.6

6.1

6.6

8 A

4.7

3

/\

2.1 i P;

1.0

June.

0.7

.5

.3

.2

.1

1.5

.9

.35

1.6

7.8

4.3

3

0

3 9

2.6

9 n

1.5

1.1

.7

.4

2.7

3

K

3.6

2 A

1 1

1.6

1.2

1.6

1.9

2.6

July.

3

0

5.9

5.3

5.1

6.2

R Q

10.5

Q a

7.3

6.4

5.3

4.1

3.15

3.6

3 Q

9 1

2

0

3

Q

4.2

^ 7

3

1

2

0

1.7

.7

1.4

1.0

.7

.7

1.3

Aug.

1.1

.5

.5

.6

.8

3.8

5.3

2.6

2.1

1.3

.8

.7

.7

.6

.0

- .3

- .4

Q

.4

.4

4

_ 4

- .5

- .5 

- .5

- .3

Sept.

-0.3

.0

.5

.0

__ -I

- .2

- .2

- .4

- .6

_ y

- .7

- .7

- .8

- .8

- .9

Q

- .9

- .95

- .95

-1.0

-1.0

-1.0

i fi

7

- .4

- .5

- .6

7

- .6 

- .5

Oct.

-0.5

- .5

- .6

- .6

- .6

- .7

].l

.5

.5

.4

.4

.3

.3

1.5

2.4

2.3

1.0

.7

.0

- .2

- .4

 5

K

.6

- .6

- .6

- .7

- .4 

- .4

 .4

Nov.

A K

E

- .5

- .6

- .6

- .5

- .6

- .6

- .6

- .6

- .6

- .6

- .7

- .7

- .7

 7

- .7

- .7

- .7

.7

.7

- .7

.7

7

- .7

K

- .5 

- .5

Dec.

-0.6

- .6

- .6

- .5

.4

3.5

5.8

2.7

1.1

.7

.5

.4

.3

.2

.1

.0

- .1

 2

- .2

.3

q

q

.0

9

.8

.6

.5 

.5

.4

14051° WSP 282 12-
98 SURFACE WATER SUPPLY, 1910, PAET II.

BLACK WARRIOR RIVER NEAR COAL, ALA.

This station, which was established September 2, 1908, is located 

one-fourth mile below the mouth of Locust Fork of Black Warrior 

River, near the foot of the rapids known as Fork Shoals. It is onehalf mile above Taylors Ferry, which is 3 miles from Coal and 20 miles 

from. Bessemer, Ala., the nearest railroad station. The gage heights 

and discharge measurements have been furnished by the Tennessee 

Coal, Iron & Railroad Co.

The vertical staff gage is located" at Taylors Ferry, one-half mile 

below the measuring section. The left bank is high and does not 

overflow. The right bank overflows for about 200 feet at high stages. 

An excellent rating has been developed. No measurements were 

made in 1910, but the 1909 ratings appear to be permanent enough 

to apply for 1910.

Daily gage height, in feet, of Black Warrior River near Coal, Ala., for 1910.

Day.

1.......

2.......

3.......

4.......

5.......

6.......

7. ......

8.......

9.......

10. ......

n.......

12.......

13.......

14.......

15.......

Jan.

1.65

1.6

1.6

1.55

1.5

7.5

11.0

9.25

6.0

4.85

4.0

3.55

3.15

3 n

2.85

Feb.

2.5

2.5

2.4

2.4

2.4

2.3

2.15

2.0

2.0

2.0

2.0

2.35

2.8

2

7e

2.55

Mar "

9.4

9.3

9.55

7.75

6.25

5.5

4.95

4.45

4.05

4.0

4.8

4 95

4.35

3

n

3.4

Apr.

1.9

1.9

1.8

1.8

1.9

1.9

2.0

2.0

2.0

2.0

1 Q

1.9

1.8

1 Q

1.7

May.

1.7

1.7

1.7

1.6

2.25

2.5

2.4

2.4

2.3

2.2

2.1

2.0

1.7

1.5

1.4

Day.

16.......

17.......

18.......

19.......

20.......

21.......

22.......

23.......

24.......

25.......

26.......

27.......

28.......

oa

30.......

31.......

Jan.

2.65

2.45

2.4

2.4

2.7

4.1

5.75

5.45

4.35

3.75

3.55

3.4

3.4

3.05

2.75

Feb.

2.55

2.8

10.05

10.35

7.25

6.3

7.0

6.5

6.1

5.85

5.4

4.95

8.25

Mar.

3.0

3.0

3.0

2.9

3.3

3.7

3.55

2.5

2.4

2.3

2.3

2.2

2.1

2.0

2.0

1.9

Apr.

1.7

2.1

3.45

4.0

3.55

3.05

2.55

2.25

2.2

2.1

2.0

1.9

1.8

1

C

1.8

May.

1.4

2.1

2.85

2.0

2.6

5.9

9.7

9.15

7.7

8.05

8.25

6.1

4.75

4.05

3.45

3.05

Daily discharge, in second-feet, of Black Warrior River near Coal, Ala., for 1910.

Day.

1.......

2.......

3.......

4.......

5.......

7.......

8.......

9.......

10.......

11.......

12.......

13.......

15.......

Jan.

1,240

1,170

1,170

1,100

1,030

16,200

30,100

23,100

10,900

7,680

5,630

4,640

3,800

s win

3,220

Feb.

2,570

2,570

2,400

2,400

2,400

2,230

1,990

1,750

1,750

1,750

1,750

2,320

3,120

3,020

2,660

Mar.

23,700

23,300

24,300

17,200

11,700

9,420

7,940

6,690

5,740

5,630

7,560

7,940

6,450

5 4fifi

4,320

Apr.

1 600

1,600

1,450

1,450

1,600

1 600

1,750

1 7KA

1 7KA

1 7EA

1,600

1,600

1,450

1 AKft

1,310

May.

i;sio

1,310

1,170

2,150

2,570

2,400

2,400

2,230

2,070

1,910

1,750

1,310

1,030

895

Day.

16.......

17.......

18.......

19.......

20. ......

21.......

22.......

23.......

24.......

25.......

26. ......

27.......

28.......

29.......

30. ......

31.......

Jan.

2,840

2,480

2,400

2,400

2,930

5,860

10,200

9,280

6,450

5,070

4,640

4,320

4,320

3,800

3,600

3,020

Feb.

2,660

3,120

26,300

27,500

15,200

11,800

14,300

12,600

11,200

10,400

9,140

7,940

19,100

Mar.

3,500

3,500

3,500

3,310

4,110

4,960

4,640

2,570

2,400

2,230

2,230

2,070

1,910

1,750

1,750

1,600

Apr.

1,310

1,910

4,420

5,630

4,640

3,600

2,660

2,150

2,070

1,910

1,750

1,600

1,450

1,450

1,450

May.

895

1,910

3,220

1,750

2,750

10,600

24,900

22,700

17,000

18,300

19,100

11,200

7,440

5,740

4,420

3,600

NOTE. These discharges were obtained from a rating curve which is well defined below 26,100 secondfeet.
EASTERN GULF OF MEXICO DRAINAGE BASINS. 99

Monthly discharge of Black Warrior River near Coal, Ala., for 1910. 

[Drainage area, 3,560 square miles.]

Month.

April ...................................

May....................................

Discharge in second-feet.

Maximum.

30,100 

27,500 

24,300 

5,630 

24,900

Minimum.

1,030 

1,750 

1,600 

1,310 

895

Mean.

6,070 

7,350 

6,880 

2,060 

5,850

' Per 

square 

mile.

1.71 

2.06 

1.93 

.579 

1.64

Run-off 

(depth, in 

inches on 

drainage 

area).

1.97 

2.14 

2.22 

.65

1.89

Accuracy.

A 

A 

A 

A

A

VILLAGE CREEK NEAR MULGA, ALA.

This station, which was established by the Tennessee Coal, Iron 

& Railroad Co., is located on Village Creek about one-fourth mile 

below the mouth of Venison Branch, in sec. 7, R. 4 W., T. 17 S., near 

Mulga, Ala.

The gage consists of a 16-foot rod located on the left bank of the 

creek. About 200 feet below this point is a runway suspended 

from a cable across the creek, from which discharge measurements 

are made.

Discharge measurements and gage heights have been furnished 

by the Tennessee Coal, Iron & Railroad Co. There may have been a 

change in the rating during 1910, and as no measurements have been 

made no estimates are published.

Daily gage height, in feet, of Village Creek near Mulga, Ala., for 1910.

Day.

1.. .............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

g

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19

20. ..............

21...............

22. .............. 

23...............

24. ..............

25. ..............

26. ..............

27. ..............

28...............

29...............

30...............

31...............

Jan.

i.4

1.4

1.3

1.2

1.3

1.4

1.4

2.2

1.8 

1.6

1.6

1.5

1.5

1.6

1.6

1.5

1.5

Feb.

1.4

1.4

1.4

1.4

1.4

1.35

1.3

1.3

1.3

1.2

1.4

1.58

1.4

1.3

1.25

1.2

1.32

2.66

1.95

1.5

1.8

2.25 

2.0

2.2

1.85

1.75

2.55

3.4

Mar.

1.75

1.55

2.25

2.0

1.75

1.8

1.5

1.25

1.2

1.95

1.85

1.6

1.55

1.4

1.3

1.3

1.3.

1.3

1.3

1.3

1.3

1.3 

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

Apr.

1.2

1.2

1.2

1.2

1.3

1.25

1.2

1.2

1.1

1.1

1.1

1.7

1.4

1.25

1.25

2.0

2.05

1.5

1.4

1.35

1.3

1.25 

1.3

1.3

1 3

1 2

1.15

1.1

1.1

1.1

May.

1.1

1.1

1.0

1.7

1.3

1.2

1.2

1.45

1.25

1.2

1.1

1.1

1.1

1.05

1.0

1.05

1.C5

.95

.95

2.75

2.3

1.7

1 A*(

1.3

1.3

1.25

1.15

June.

1.1

1.05

.95

.9

2.4

1.65

1.3

1.2

1.8

2.85

2.35

2.4

1.5

1.3

1.3

1.2

1.1

1.1

1.0

1.05

1.1

1.1 

1.15

1.6

1.15

1.1

1.0

1.0

1.55

1.3

July.

2.4

6.7

4.1

4.8

3.4

3.3

2.9

2.2

1.9

2.2

3.2

2.7

2.5

3.6

1.1

1.7

1.8

6.4

1.4

1.2

1.2

1.2 

1.2

3.7

2.2

1.6

1.4

1.3

1.3

1.2

1.3

Aug.

1.2

1.2

1.15

2.6

1.9

2.0

2.55

2.05

1.45

1.75

1.35

4.5

2.3

1.65

1.35

1.25

1.2

1.2

1.15

1.1

1.1

1.05 

1.0

1.0

1.0

1.0

1.05

g

.8

.8

Sept.

0.8

.8

1.1

1.2

1.25

1.25

1.0

.95

.9

2.65

1.2

1.0

.9

.95

.9

.8

.8

.8

.8

.8

.8

.8 

.8

1.35

.8

.8

.8

OR

Oct.

1.05

.8

.75

.6

1.2

1.95

1.15

1.1

1.0

.9

.9

.9

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.75

.7

.6

.75

.8

.8

.8

.8

Nov.

0.7

.7

.65

.6

.9

.95

.8

.8

.8

.8

.75

.7

.7

.6

.6

.6

.6

.6

.6

.7

.8

.8 

.7

.75

.65

.6

.8

2.5

1.1

Q

Dec.

0.6

.6

.6

2.1

2.15

2.75

1.25

1.15

1.0

1.0

1.0

.95

.9

.8

.8

.8

.75

.9

.8

.8

.75

.7 

1.0

.9

.8

.8

.8

1.55

1.15
100 SUKFACE WATEE SUPPLY, 1910, PAET II.

CAMP BRANCH NEAR ENSLEY, ALA.

Camp Branch is tributary to Village Creek in sec. 16, R. 4 W., T. 

.17 S., about 5 miles northwest of Ensley, Ala.

The station, established by the Tennessee Coal, Iron & Railroad 

Co., is located at the weir about 1,000 feet above the steel bridge on 

the Mulga road, at the mouth of Camp Branch. The weir is built of 

timbers grouted into the bedrock of the branch. It is a triangular 

section with 90° angle up to 1.5 feet and rectangular section 5 feet 

long up to 2 feet. The hook gage is on the right bank about 25 feet 

from the opening of the weir and about 8 feet from the end of the dam. 

The weir opening is about 6 feet from the left end of the dam. In 

order that discharge measurements can be made when water is over 

the weir a 14-foot gage rod is located above the weir at a point near 

a foot log, from which meter discharge measurements are made 

during high water.

The data for this station were furnished by the Tennessee -Coal, 

Iron & Railroad Co.

Daily discharge, in second-feet, of Camp Branch near Ensley, Ala., for 1910.

Day.

1. .............

2..............

3..............

4..............

5..............

6..............

7..............

8..............

9..............

10..............

Jan.

3.05

2.77

2.32

2.22

2.48

265.00

66 60

21.10

9 01

Feb.

6.57

5 64

6.63

5 34

A Qfi

4.30

3 QQ

3.82

4.12

4.21

Day.

11..............

13..............

14..............

15..............

16..............

17..............

18.............. in

20..............

Jan.

7.72

7.44

6.64

6.78

5.26

4.62

4.56

4.76

4.48

11.91

Feb.

7.66

7.49

7.10

6.57

6.57

6.28

128.96

66.60

28.25

1492

Day.

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Jan.

28 25

16.20

11.45

9 65

8.14

7.47

6.93

10.33

8.18

7.72

7.25

Feb.

41.40

34.75

23.25

21.10

12.85

11.56

11.45

83.20

Monthly discharge of Camp Branch near Ensley, Ala., for 1910. 

[Drainage area, 7.43 square miles.]

Month.

Discharge in second-feet.

Maximum.

265.00 

128.96

Minimum.

2.22 

3.82

Mean.

18.4 

20.4

Per 

square 

mile.

2.44 

2.74

Run-off 

(depth in 

inches on 

drainage 

area).

2.81

2.85
EASTERN GULP OF MEXICO DRAINAGE BASINS. 101 

PEARL RIVER BASIN. 

DESCRIPTION.

Pearl Kiver drains the south-central part of Mississippi. It rises 

near the center of the State and flows south into Lake Borgne, an 

arm of the Gulf of Mexico. The basin is about 200 miles long and 

comprises an area of 8,000 square miles.

Although lying in a low portion of the Coastal Plain, the lands of 

this basin are generally well elevated above the stream beds. The 

surface is largely rolling and hilly, with sandy soils underlain by 

heavy clays, which at many places show in the stream beds. Much 

of the area was originally covered with the best class of southern 

forest pine, known as long-leaf yellow-heart pine. Although these 

forests have been rapidly cut for 10 to 15 years, they are by no means 

exhausted.

Pearl Kiver has been for many years a logging stream of first 

importance among southern rivers, although the railroads and tramways now deliver the bulk of the timber directly to the mills.

PEARL RIVER AT JACKSON, MISS.

This station, which is located at the county highway bridge at 

Jackson, Miss., one-eighth mile above the Alabama & Vicksburg 

Kailway bridge and two blocks east from the end of the South State 

Street car line, was established June 24, 1901.

Bichland Creek enters the river from the east side about 5 miles 

below the station. The flow is subject to little or no artificial control 

above or near the station.

The chain gage is attached to the downstream lower chord of the 

bridge. Its datum has remained the same since the station was 

established. The gage-height records for 1909 and 1910 were 

furnished by the United States Weather Bureau.

The channel is somewhat obstructed by old piles and the bed is 

shifting, causing slight changes in the rating. The right bank is 

high and does not overflow. The left bank is of cleared ground and 

overflows for several hundred feet at a stage of about 20 feet.

Two measurements made in 1911 indicate that the 1909 rating will 

probably apply for 1910.
102 SURFACE WATER SUPPLY, 1910, PART II.

Daily gage height, in feet, of Pearl River at Jackson, Miss., for 1910.

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.

3.1

2.7

2.5

2.3

2.1

2.5

2.9

3.0

4.5

5.5

5.8

6.1

6.0

5.8

5.2

4.6

4.0

3.6

3.6

3.4

4.0

3.6

4.5

4.9

5.0

5.3

5.0

4.8

4.5

4.1

3.7

Feb.

3.3

3.4

3.7

3.7

3.3

3.7

3.7

3.6

3.6

3.5

3.5

3.6

3.4

3.1

3.6

4.3

4.7

5.1

5.2

7.0

7.9

9.4

10.0

11.0

11.4

11.7

11.7

12.7

Mar.

12.6

12.4

12.3

12.1

11.8

11.3

10.8

10.1

9.4

8.5

8.5

7.6

7.3

7.0

6.7

6.3

6.0

5.6

5.0

4.6

4.2

4.0

3.7

3.5

3.2

3.0

2.8

2.7

2.6

2.5

2.4

Apr.

9 ?

2.2

9 A

2.3

2.2

2.1

2.0

2.1

2.7

3.0

3.1

3.0

3.0

2.8

2.6

11.6

W o

15.5

16.3

16.4

15.1

13.4

1 o o

13 9

12.4

10.5

8.2

6.4

5.2

4.5

May.

4.0

3.5

3.2

2.6

2.5

2.4

2.3

2.8

2.3

2.1

2.0

1.9

2.0

2.0

1 0

1.8

1.7

1.6

1.5

1.5

2.2

2.1

9 n

9 7

2.9

3.3

3.5

3.4

3.3

3.0

2.9

June.

2.7

2.5

2.2

1.9

3.3

6.4

6.4

6.8

7.5

6.4

6.2

5.0

5.4

5.8

6.0

6.0

5.7

5.4

4.8

4.5

3.8

3.5

3.3

4.2

4.4

3.5

2.7

3.0

4.2

5.1

July.

5.5

6.1

9.0

11.0

11.5

11.5

11.6

11.8

12.5

12.2

12.3

13.1

12.7

12.1

11.5

10.5

9.5

9.0

8.6

7.7

6.9

6.0

5.7

4.7

4.2

3.7

3.4

3.1

2.9

2.6

2.5

Aug.

2.8

2.7

2.4

2.2

2.2

3.5

3.8

4.1

3.9

4.2

4.1

3.9

3.5

3.2

2.9

2.7

2.4

2.4

2.2

2.0

2.0

1.9

2.3

2.2

2.1

2.3

2.4

2.4

2.3

2.0

1.9

Sept.

1.9

1.8

1.7

1.6

1.5

1.4

1.5

1.4

1.3

1.5

1.7

1.5

1.4

1

0

1.1

1.0

.9

.9

.9

.9

.9

.8

.8

.8

.8

.7

.7

.6

.6

.6

Oct.

0.6

.5

.5

.5

.5

.5

.8

1.0

1.3

1.6

1.6

1.4

1.4

1.5

1.4

1.4

1.5

1.4

1.7

1.6

1.4

1.3

1.1

.9

.8

.7

.7

.7

.6

.6

.5

Nov.

0.5

.5

.5

.5

.5

.6

.7

.8

.8

1.2

1.4

1.3

1.1

.9

.8

.7

.7

.8

.7

.6

.6

.5

" .6

.6

.7

.6

.6

.6

.6

.7

Dec.

0.8

1.0

1.2

1.4

1.3

1.2

1.2

1.2

1.2

1.3

1.3

1.3

1.4

1.4

1.4

1.3

1 3

1.4

1.4

1.3

1.3

1.2

1.5

3.0

3.8

4.6

4.9

4.5

4.4

4.3

4.1

Daily discharge, in second-feet, of Pearl River at Jackson, Miss., for 1910.

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.

910

750

670

590

520

670

830

870

1,540

2,040

2,200

2,360

2,310

2,200

1,870

1,580

1,320

1,140

1,140

1,040

1,320

1,140

1,540

1,720

1,770

1,920

1,770

1,680

1,540

1,360

1,180

Feb.

1,000

1,040

1,180

1,180

1,000

1,180

1,180

1,140

1,140

1,090

1,090

1,140

1,040

910

1,140

1,450

1,630

1,820

1,870

2,860

3,380

4,280

4,640

5,280

5,540

5,740

5,740

6,390

Mar.

6,320

6,200

6,130

6,000

5,800

5,480

5,160

4,700

4,280

3,740

3,740

3,200

3,020

2,860

2,700

2,480

2,310

2,090

1,770

1,580

1,400

1 320

1,180

1,090

955

870

790

750

710

670

630

Apr.

590

555

630

590

555

520

485

520

750

870

910

870

870

790

710

5,680

8,350

8,940

9,020

8,070

6,880

6,740

6,740

6,200

4,960

3,560

2,530

1,870

1,540

May.

1,320

1,090

955

710

670

63tS

590

790

590

520

485

450

485

485

450

415

380

350

320

320

555

520

485

750

830

1,000

1,090

1,040

1,000

870

830

June.

750

670

555

450

1,000

2,530

2,530

2,750

3,140

2,530

1,770

1,980

2,200

2,310

2,310

2,140

1,980

1,680

1,540

1,220

1,090

1,000

1,400

1,500

1,090

750

870

1,400

1,820

July.

2,040

4,040

5,280

5,610

5,610

5,680

5,800

6,260

6,060

6,130

6,670

6,000

5,610

4,960

4,340

4,040

3,800

3,260

2,800

2,310

2,140

1,630 i Arm

1,180

1 (\d(\

910

con

710

670

Aug.

790

750

630

555

555

1,090

1,220

1,360

1,270

1,400

i ifin

1,270

1,090

955

830

750

630

630

555

485

485

450

590

555

520

590

630

630

590

485

450

Sept.

450

41 f;

380

350

320

290

320

290

265

320

OOrt

320

290

265

220

200

180

180

180

180

180

160

160

160

160

145

145

130

130

130

Oct.

130

120

120

120

120

120

160

200

265

350

OKA

290

9Qfi

320

290

290

320

290

380

350

290

265

220

180

160

145

145

130

130

120

Nov.

120

120

120

120

120

130

145

160

160

240

OQfi

265

oon

180

160

145

145

160

145

130

130

120

130

130

145

130

130

130

130

145

Dec.

160

200

240

290

265

240

240

240

240

265

265

265

290

290

290

265

265

290

290

265

265

240

320

870

1,220

1,580

1,720

1,540

1,500

1,450

1,360

NOTE. These discharges were obtained from a fairly well-defined rating curve.
SUMMAKY OF DISCHAKGE PEE SQUAEE MILE. 103

Monthly discharge of Pearl River at Jackson, Miss., for 1910. 

[Drainage area, 3,120 square miles.]

Month.

February ...............................

April...................................

May....................................

July........................ ..... . . .

December. ..............................

Discharge in second-feet.

Maximum.

2,360 

6,390 

6,320 

9,020 

1,320 

3,140 

6,670 

1,400 

460 

380 

290 

1,720

9,020

Minimum.

520 

910 

630 

485 

320 

450 

670 

450 

130 

120 

120 

160

120

Mean.

1,400 

2,400 

2,900 

3,310 

677 

1,650 

3,730 

779 

243 

220 

153 

555

1,490

Per 

square 

mile.

0.449 

.769 

.929 

1.06 

.217 

.529 

1.20 

.250 

.078 

.071 

.049 

.178

.478

Run-ofl 

(depth in 

inches on 

drainage 

area mile).

0.52 

.80 

1.07 

1.18 

.25 

.59 

1.38 

.29 

.09 

.08 

.05 

.21

6.51

Accuracy.

B 

B 

B 

B 

B 

B 

B 

B 

C 

C 

C 

B

SUMMARY OF DISCHARGE PER SQUARE MILE.

The following summary of discharge per square mile is given to 

allow ready comparison of relative rates of run-off from different 

areas in the south Atlantic coast and eastern Gulf of Mexico drainage 

basins.

It shows in a general way the seasonal distribution of run-off 

and the effect of snow, ground, surface, and artificial storage. But 

the most important fact worth noting is the almost entire lack of 

uniformity or agreement between any two stations. It indicates 

that the discharge of each stream is a law unto itself and that all 

projects dependent upon stream flow, if they are to be developed 

along the safest and most economical lines, must be based on records 

of stream flow collected with great care over a long series of years as 

near the location of the project under consideration as possible.
104 SURFACE WATER SUPPLY, 1910, PART II.

Summary of discharge, in second-feet per square mile, of south Atlantic coast and eastern 

Gulf of Mexico drainage basins for 1910.

James River at BuchJames River at CartersRoanoke River at RoanWateree River near Camden, S. C. ..............

Tugaloo River near Madison, S. C..............

Savannah River at 

Woodlawn, S. C....... 

Tallulah River at Tallulah Falls, Ga...........

Broad River (of Georgia)

Ocmulgee River near 

Jackson, Ga. ...........

Ocmulgee River at MaOconee River near

Oconee River at Fraleys 

Ferry, near Milledgeville,Ga. ..............

Oconee River at Dublin. 

Ga.. ....................

Chattahoochee River near 

Norcross, Ga. .......... 

Chattahoochee River at 

West Point, Ga........

Flint River near WoodFlint River at Albany, 

Ga.. ...................

Flint River at Bainbridge, Ga ............. 

Pea River at Pera, Ala . . . 

Conecuh River at Beck, 

Ala....................

Oostanaula River at ReCoosa River at Riverside, 

Ala....................

Alabama River at Selma, 

Ala....................

E to wan River near Ball

Etowah River near 

Rome, Ga.............. 

Tallapoosa River at Sturdevant, Ga ............ 

Tombigbee River at Columbus, Miss. ......... 

Toinbigbee River at

Black Warrior River 

near Coal, Ala. ......... 

Camp Branch near EnsPearf River at Jackson,

Drainage area 

(square 

miles).

2,060 

6,230 

388 

4,500 

593 

6,600 

191 

762 

1,400 

2,420 

1,100

2,840 

4,180 

1,170 

3,300 

990 

5,000

7,410 

1,180

1,290 

1,610 

7,060 

15,400 

466 

1,800 

2,500 

4,440 

8,830 

3,560 

743 

3,120

Jan.

1.46 

1.20 

.644 

.856 

2.72 

1.33 

2.56 

1.34 

1.14 

.963 

1.30

.989 

.766 

1.60 

1.40 

1.18 

.714

.618 

.802

.661 

1.20 

1.17 

1.08 

1.59 

1.31 

1.11 

1.15 

.800 

1.71 

2.44 

.449

Feb.

1.61 

1.51 

1.30 

1.77 

2.88 

2.12 

2.71 

1.75 

2.31 

1.89 

2.08

1.79 

1.85 

1.90 

1.95 

2.65 

1.52

2." 14'

1.77 

1.71 

1.76 

2.01 

1.89 

1.75 

2.01 

1.87 

1.16 

2.06 

2.74 

.769

Mar.

1.30 

1.23 

.930 

1.42 

3.61 

1.92 

3.23 

1.61 

1.96 

2.20 

1.99

1.48 

1.83 

1.81 

1.62 

1.93 

1.49

2.'5i" 

1.50 

1.45 

1.64 

1.79 

1.68 

1.46 

1.69 

.989 

1.00 

1.93

.929

Apr.

1.15 

1.29 

.624 

.571 

2.24 

1.07 

2.34 

.925 

1.42 

1.36 

1.15

.979 

.878 

1.56 

1.37 

1.62 

1.17

i.'so'

1.72 

1.16 

.853 

1.09 

1.50 

1.05 

1.04 

.428 

.424 

.579

1.06

May.

0.689 

.722 

.541 

.802 

5.31 

1.68 

4.53 

1.48 

1.09 

.764 

.982

.824 

.610 

3.01 

1.95 

.745 

.606

.629 

.474

.488 

3.52 

2.59 

1.38 

3.24 

2.13 

.980 

.500 

.328 

1.64

.217

June

4.00 

2.57 

3.07 

1.82 

4.06 

1.59 

3.88 

1.69 

1.13 

.798 

1.53

1.06 

1.03 

2.32 

1.52 

.719 

.788

.659 

.623

.938 

2.40 

1.77 

1.38 

2.27 

1.53 

.972 

.894 

.754

.529

July.

1.27 

1.20 

1.41

3.57 

1.88 

1.88 

1.82 

2.56

1.61 

1.83 

2.17 

1.98 

1.54 

1.13

.837 

1.68

1.84 

2.68 

2.86 

2.64 

2.12 

1.69 

2.89 

2.75 

1.86

1.20

Aug.

0.319 

.321 

.420

2.16 

1.59 

.585 

.521 

.735

.518 

.385 

1.38 

1.24 

.612 

.610

.644 

.603

.552 

1.22 

.908 

.968 

1.33 

1.01 

1.14 

.259 

.311

.250

Sept

0.287 

.284 

.451

2.02 

2.19 

.645 

.492 

.955

.684 

.512 

1.39 

.921 

.484 

.466

.538 

.372

.282 

1. 10 

.711 

.616 

1.04 

.700 

.484 

.089 

.095

.078

Oct.

0.272 

.414 

.407

1.66 

.819 

.511 

.467 

.685

.627 

.526 

1.09 

.752 

.376 

.384

.448 

.274

.291 

.640 

.450 

.474 

.910 

.572 

.480 

.100 

.105

.071

Nov.

0.225 

.294 

.249

1.23 

..752 

.357 

.324 

.485

.437 

.309 

.872 

.603 

.404 

.396

.439 

.390

.354 

.503 

.341 

.373 

.758 

.503 

.400 

.085 

.088

.049

Dec.

0.336 

.406 

.358

1.98 

1.08 

.539 

.430 

.794

.644 

.514 

1.36 

1.00 

.525 

.520

.510 

.574

.484 

1.17 

.737 

.669 

1.42 

.844 

.780 

.273 

.228

.178

Year.

1.07 

.947 

.861

2.66 

1.42 

1.12 

.996 

1.26

.964 

.914 

1.70 

1.30 

1.05 

.812

'.'992 

.899 

1.57 

1.32 

1.20 

1.65 

1.21 

1.16 

.777 

.593

.478
INDEX.

A. Page.

Accuracy of discharge measurements, degree

of................................ 13-15

Acknowledgments to those aiding........... 16

Acre-foot, definition of....................... 10

Alabama Kiver at 

Selma, Ala.:

description.......................... 83

discharge, daily...................... 84

discharge, monthly................. 85,104

gage heights......................... 84

Alaga, Ala.,

Chattahoochee River at:

description.......................... 64

gage heights......................... 65

Albany, Ga.,

Flint River at:

description.......................... 67-68

discharge............................ 68

discharge, daily...................... 69

discharge, monthly................. 70,104

gage heights......................... 68-69

Altamaha River basin, description of r ....... 46-47

stream flow in........................... 47-58

Amicalola Creek nearPotts Mountain, Ga.:

description.......................... 90

gage heights......................... 90

Apalachicola River basin, description of..... 58-59

stream flow in........................... 59-72

Appropriations, amount of.................. 5

Atlantic States (south) drainage basins,

stream flow in................... 20-58

summary of discharge in............... 103-104

Authority for investigations................. 5

B.

Bainbridge, Ga., 

Flint River at:

description.......................... 70

discharge, daily...................... 71

discharge, monthly................. 72,104

gage heights......................... 70-71

Ball Ground, Ga.,

Etowah River near:

description.......................... 85

discharge............................ 86

discharge, daily...................... 87

discharge, monthly................. 87,104

gage heights......................... 86

Beck, Ala.,

Conecuh River at:

description.......................... 75

discharge............................ 75

discharge, daily...................... 76

discharge, monthly................. 77,104

...................... 76

Page.

Black Warrior River near 

Coal, Ala.:

description.......................... 98

discharge, daily............... ...... 98

discharge, monthly................. 99,104

Cordova, Ala.:

description.......................... 96-97

gage heights......................... 97

Bolster, R.H., worker...................... 16

Broad River (of Georgia) near 

Carlton, Ga.:

description.......................... 44

discharge............................ 44

discharge, daily...................... 45

discharge, monthly................. 46,104

gage heights......................... 45

Buchanan, Va., 

James River at:

description.......................... 21-22

discharge....................... j..... 22

discharge, daily..................... 23

discharge, monthly................. 23,104

C. 

Camden, S. C..

Wateree River near:

description.......................... 35-36

discharge............................ 36

discharge, daily...................... 37

discharge, monthly................. 37,104

gage heights......................... 37

Camp Branch near 

Ensley, Ala.:

description.......................... 100

discharge, daily..................... 100

discharge, monthly.................. 100

Carlton, Ga.,

Broad River (of Georgia) near:

description.......................... 44

discharge............................ 44

discharge, daily..................... 45

discharge, monthly..................46,104

gage heights......................... 45

Cartersville, Va.,

James River at:

description.......................... 24-25

discharge............................ 25

discharge, daily..................... 26

discharge, monthly................. 26,104

gage heights......................... 25

Chattahoochee River at or near 

Alaga, Ala.:

description.......................... 64

gage heights......................... 65

105
106 INDEX.

Chattahoochee River at or near Contd. Page. 

Norcross, Ga.:

description.......................... 59-60

discharge............................ 60

discharge, daily..................... 61

discharge, monthly................. 61,104

gage heights......................... 60

West Point, Ga.:

description.......................... 62

discharge............................ 62

discharge, daily..................... 62

discharge, monthly..................64,104

gage heights......................... 63

Cheraw, S. C.,

Pedee River at:

description.......................... 33

discharge............................ 34

gage heights......................... 34

Choctawhatchee River basin, description of.. 72 

stream flow in........................... 72-74

Coal, Ala.,

Black Warrior River near:

description.......................... 98

discharge, daily..................... 98

discharge, monthly................. 99,104

gage heights......................... 98

Columbus, Miss.,

Tombigbee River at:

description.......................... 93

discharge, daily..................... 94

discharge, monthly................. 94,104

gage heights......................... 93

Conecuh River at 

Beck, Ala.:

description.......................... 75

discharge............................ 75

discharge, daily..................... 76

discharge, monthly................. 77,104

gage heights......................... 76

Cooperation, credit for....................... 16

Cooperative data, use of..................... 15

Coosa River at 

Riverside, Ala.:

description.......................... 81

discharge............................ 81

discharge, daily..................... 82

discharge, monthly................. 83,104

gage heights......................... 82

Cordova, Ala.,

Black Warrior River near:

description.......................... 96-97

gage heights......................... 97

Current meters, views of..................... 12

Current-meter stations, views of............. 12

Curves, discharge, figure showing............ 72

D. 

Data, explanation of......................... 12-13

field methods used in collection of....... 13

Dean, H. J., work of.......................... 16

Definition of terms.......................... 10

Discharge, curve for, figure showing......... 72

definition of............................ 10

summary of, of south Atlantic coast and

eastern Gulf of Mexico........... 7-10

Discharge measurements, accuracy of....... 13-15

nature of................................ 12-15

Drainage basins, list of...................... 7

Dublin, Ga., Page. 

Oconee River at:

description.......................... 56

discharge............................ 56

discharge, daily...................... 57

discharge, monthly................. 58,104

...................... 57

Ensley, Ala.,

Camp Branch near:

description.......................... 100

discharge, daily ..................... 100

discharge, monthly.................. 10ft

Epes, Ala.,

Tombigbee River at:

description.......................... 95

discharge, daily...................... 96

discharge, monthly................. 96,104

gage heights......................... 95

Equivalents, list of.......................... 11

Escambia River basin, description of........ 75

stream flow in........................... 76-77

Etowah River nearBall Ground, Ga.:

description.......................... 85

discharge, daily...................... 87

discharge, monthly................. 87,104

Rome, Ga.:

description.......................... 88

discharge.............-----...-.....- 88

discharge, daily...................... 89

discharge, monthly................. 89,104

F.

Flint River at or nearAlbany, Ga.:

description.......................... 67-68

discharge........................... 68

discharge, daily...................... 69

discharge, monthly................. 70,104

Bainbridge, Ga.:

description.......................... 70

discharge, daily ................... 71

discharge, monthly................ 72,104

gage heights......................... 70-71

Montezuma, Ga.:

description.......................... 67

discharge............................ 67

Woodbury, Ga.:

description.......................... 65

discharge............................ 65

discharge, daily...................... 66

discharge, monthly................. 67,104

gage heights......................... 66

Fraleys Ferry, near Milledgeville, Ga.,

Oconee River at:

description...........--.-.---..--.-- 54

discharge, daily...................... 56

discharge, monthly................. 66,104

....................... 56
INDEX. 107

G. Page.

Gage heights, readings of.................... 12

Gaging stations, list of, in south Atlantic 

coast and eastern Gulf of Mexico 

drainage basins.................. 16-19

views of......-..........-.----.......--. 12

Greensboro, Ga.,

Oconee River near:

description.......................... 52

discharge............................ 52

discharge, daily. .................. 53

discharge, monthly................. 54,104

gage heights......................... 53

Gulf of Mexico (eastern) drainage basins,

stream flow in.................. 58-103

summary of discharge in............... 103-104

H.

Hall, M. R., work of. 

Holcomb Rock, Va., 

James River at: 

description..

16

Investigations, authority for., 

scope of.................. -

J. 

Jackson, Ga.,

Ocmulgee River near:

description.......................... 47

discharge............................ 48

discharge, daily..................... 49

discharge, monthly................. 49,104

gage heights......................... 48

Jackson, Miss., 

Pearl River at:

description.......................... 101

discharge, daily..................... 102

discharge, monthly................ 102,104

gage heights......................... 102

James River at 

Bnchanan, Va.:

description.......................... 21-22

discharge............................ 22

discharge, daily..................... 23

discharge, monthly................. 23,104

gage heights......................... 22

Cartersville, Va.:

description.......................... 24-25

discharge............................ 25

discharge, daily..................... 26

discharge, monthly................. 26,104

gage heights......................... 25

Holcomb Rock, Va.:

description.......................... 24

gage heights......................... 24

James River basin, description of............ 20-21

stream flow in........................... 20-26

M. 

Macon, Ga.,

Ocmulgee River at:

description.......................... 50

discharge............................ 50

discharge, daily..................... 51

discharge, monthly................. 52,104

gage heights......................... 51

Madison, S. C., Page. 

Tugaloo River near:

description.......................... 38

discharge, daily..................... 40

discharge, monthly..................40,104

gage heights......................... 39

Mathers, J. G., work of...................... 16

Milledgeville, Ga.,

Oconee River near. Sec Fraleys Ferry. 

Mobile River basin, description of........... 77-79

stream flow in.......................... 79-100

Montezuma, Ga., 

Flint River near:

description.......................... 67

discharge............................ 67

Mulga, Ala.,

Village Creek near:

description.......................... 99

gage heights......................... 99

N. 

Norcross, Ga.,

Chattahoochee River near:

description.......................... 59-60

discharge..........i................. 60

discharge, daily..................... 61

discharge, monthly................. 61, fl)4

gage heights......................... 60

O.

Ocmulgee River at or nearJackson, Ga.:

description.......................... 47

discharge............................ 48

discharge, daily..................... 49

discharge, monthly................. 49,104

gage heights......................... 48

Macon, Ga.:

description.......................... 50

discharge............................ 50

discharge, daily..................... 51

discharge, monthly................. 52,104

gage heights......................... 51

Oconee River at or near 

Dublin, Ga.:

description.......................... 56

discharge............................ 56

discharge, daily..................... 57

discharge, monthly................. 58,104

gage heights......................... 57

Fraleys Ferry, near Milledgeville, Ga.:

description.......................... 54

discharge, daily..................... 55

discharge, monthly................. 56,104

gage heights......................... 55

Greensboro, Ga.:

description.......................... 52

discharge............................ 52

discharge, daily..................... 53

discharge, monthly................. 54,104

gage heights......................... 53

Milledgeville, Ga. See Fraleys Ferry. 

Oostanaula River at 

Resaca, Ga.:

description.......................... 79

discharge............................ 79

discharge, daily..................... 80

discharge, monthly................. 81,104

...................... 80
108 INDEX.

P. Page. 

Pea River at 

Pera, Ala.:

description.......................... 72-73

discharge............................ 73

curve for, figure showing......... 72

discharge, daily..................... 74

discharge, monthly................. 74,104

gage heights......................... 73

Pearl River at 

Jackson, Miss.:

description.......................... 101

discharge, daily..................... 102

discharge, monthly............. .. 102,104

gage heights......................... 102

Pearl River basin, description of............. 101

stream flow in......................... 101-103

Pedee, N. C.,

Yadkin River near:

description.......................... 32

discharge............................ 32

discharge, daily..................... 33

gage heights......................... 32

Pedee River at 

Cheraw, S. C.:

description.......................... 33

discharge............................ 34

gage heights......................... 34

Pedee River basin. See Yadkin. 

Pera, Ala.,

Pea River at:

description.......................... 72-73

discharge............................ 73

curve for, figure showing......... 72

discharge, daily...................... 74

discharge, monthly................. 74,104

gage heights......................... 73

Potts Mountain, Ga., 

Amicalola Creek near:

description.......................... 90

gage heights......................... 90

Price meters, views of....................... 12

Publications, data on stream flow in......... 7-10

lists of................................... 8-9

R.

Rating curves and tables, accuracy of........ 13-14

construction of.......................... 12-13

Resaca, Ga.,

Oostanaula River at:

description.......................... 79

discharge............................ 79

discharge, daily..................... 80

discharge, monthly................. 81,104

gage heights......................... 80

Revision of data, need for................... 15

Riverside, Ala., 

Coosa River at:

description.......................... 81

discharge............................ 81

discharge, daily..................... 82

discharge, monthly................. 83,104

gage heights......................... 82

Roanoke River at 

Roanoke, Va.:

description.......................... 28-29

discharge............................ 29

discharge, daily..................... 30

Roanoke River at Continued. Page. 

Roanoke, Va. Continued.

discharge, monthly................. 30,104

gage heights......................... 29

Roanoke River basin, description of......... 27-28

stream flow in........................... 28-30

Rome, Ga.,

Etowah River near:

description.......................... 88

discharge............................ 88

discharge, daily..................... 89

discharge, monthly................. 89,104

gage heights......................... 88

Run-off, definition of........................ 10

S.

Santee River basin, description of........... 34-35

stream flow in........................... 35-37

Savannah River at 

Woodlawn, S. C.:

description.......................... 40-41

discharge............................ 41

discharge, daily..................... 42

discharge, monthly................. 42,104

gage heights......................... 41

Savannah River basin, description of........ 38

stream flow in........................... 38-46

Second-foot, definition of.................... 10

Selma, Ala.,

Alabama River at:

description.......................... 83

discharge, daily..................... 84

discharge, monthly................. 85,104

gage heights......................... 84

Stevens, G. C., workof...................... 16

Stream flow, data on, in publications of the

United States Geological Survey. 7-10 

Stream measurement, accuracy of........... 13-15

Sturdevant, Ala.,

Tallapoosa River at:

description.......................... 90-91

discharge, daily..................... 92

discharge, monthly................. 92,104

gage heights......................... 91

Swett, E. H., work of....................... 16

T. 

Tables, explanation of....................... 12-13

Tallapoosa River at 

Sturdevant, Ala.:

description.......................... 90-91

discharge, daily..................... 92

discharge, monthly................. 92,104

gage heights......................... 91

Tallulah Falls, Ga., 

Tallulah River at:

description.......................... 42

discharge............................ 42

discharge, daily..................... 43

discharge, monthly................. 44,104

gage heights......................... 43

Tallulah River at 

Tallulah Falls, Ga.:

description.......................... 42

discharge............................ 42

discharge, daily..................... 43

discharge, monthly................. 44,104

...................... 43
INDEX. 109

Page.

Terms, definitions of........................ 10

Thomas, P. P., work of..................... 16

Tombigbee River at 

Columbus, Miss.:

description.......................... 93

discharge, daily..................... 94

discharge, monthly................. 94,104

gage heights......................... 93

Epes, Ala.:

description.......................... 95

discharge, daily..................... 96

discharge, monthly................. 96,104

gage heights......................... 95

Tugaloo River near 

Madison, S. C.:

description.......................... 38

discharge, daily..................... 40

discharge, monthly................. 40,104

gage heights......................... 39

Tuttle, A. H., work of....................... 16

Village Creek near 

Mulga, Ala.: 

description..

V.

W.

Wateree River near 

Camden, 8. C.:

description.......................... 35-36

discharge............................ 36

discharge, daily..................... 37

discharge, monthly................. 37,104

gage heights......................... 37

Page.

West Point, Ga.,

Chattahoochee River at:

description.......................... 62

discharge............................ 62

discharge, daily..................... 62

discharge, monthly................. 64,104

gage heights......................... 63

Wood, B. D., work of........................ 16

Woodbury, Ga,., 

Flint River near:

description.......................... 65

discharge............................ 65

discharge, daily..................... 66

discharge, monthly................. 67,104

gage heights......................... 66

Woodlawn, S. C.,

Savannah River at:

description.......................... 40-41

discharge............................ 41

discharge, daily..................... 42

discharge, monthly................. 42,104

gage heights......................... 41

Work, division of............................ 16

Y.

Yadkin or Pedee River basin, description of. 31 

stream flow in........................... 32-34

Yadkin River near 

Pedee, N. C.:

description.......................... 32

discharge............................ 32

discharge, daily..................... 33

...................... 32

o