DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

GEORGE OTIS SMITH, DIRECTOR

WATER-SUPPLY PAPER 262

SURFACE WATER SUPPLY OF THE 

UNITED STATES

1909

PART II. SOUTH ATLANTIC COAST AND 

EASTERN GULF OF MEXICO

PREPARED UNDER THE DIRECTION OF M. 0. LEIGHTON

BY

M. R. HALL AND R. H. BOLSTER

WASHINGTON

GOVERNMENT PRINTING OFFICE 

1910
DEPAETMENT OF THE INTERIOE

VUNITED STATES GEOLOGICAL SURVEY

GEORGE OTIS SMITH, DIRECTOR

WATER- STJPPX.T: PAPER 262

SURFACE WATER SUPPLY OF 

UNITED STATES

1909

PART II. SOUTH ATLANTIC COAST AND 

EASTERN GULF OF MEXICO

PREPARED UNDER THE DIRECTION OF M. 0. LEIGHTON

BY

M. R. HALL AND R. H. BOLSTER

WASHINGTON

GOVERNMENT PRINTING OFFICE 

1910
CONTENTS.

Page.

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

Authority for investigations............................................. 7

Scope of investigations.................................................. 8

Purposes of the work.................................................. 9

Publications.......................................................... 10

Definition of terms..................................................... 13

Convenient equivalents. ............................................... 14

Explanation of tables................................................... 15

Field methods of measuring stream flow.............."................... 16

Office methods of computing and studying discharge and run-off.......... 22

Accuracy and reliability of field data and comparative results............ 26

Use of the data........................................................ 27

Cooperative data ..................................................... 28

Cooperation and acknowledgments....................................... 28

Division of work...................................................... 28

South Atlantic States drainage.............................................. 29

James River drainage basin........................................... 29

Description ...................................................... 29

James River at Buchanan, Va....................................... 31

James River at Holcomb Rock, Va.................................. 33

James River at Cartersville, Va...................................... 34

Roanoke River drainage basin........................................... 37

Description ...................................................... 37

Roanoke River at Roanoke, Va...................................... 39

Yadkin or Pedee River drainage basin.................................. 42

Description....................................................... 42

Yadkin River at North Wilkesboro, N. C............................. 43

Yadkin River near Salisbury, N. C.................................. 44

Yadkin River near Pedee, N. C....................................... 46

Pedee River at Cheraw, S. C....................................... 51

Santee River drainage basin............................................ 52

Description....................................................... 52

Catawba River near Morganton, N. C............................... 54

Wateree River near Camden, S. C.................................. 55

Broad River (of the Carolinas) at Uree, N. C........................ 59

Green River near Saluda, N. C...................................... 60

Savannah River drainage basin.......................................... 62

Description....................................................... 62

Tugaloo River near Madison, S. C................................... 63

Savannah River at Woodlawirj-ft-C................................. 65

Tallulah River at Tallulah Falls, Ga................................. 67

Broad River (of Georgia) near Carlton, Ga........................... 70

3
4 CONTENTS.

South Atlantic States drainage Continued. Page.

Altamaha River drainage basin......................................... 72

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

Ocmulgee River near Jackson, Ga.................................. 73

Ocmulgee River at Macon, Ga....................................... 75

Oconee River near Greensboro, Ga.................................. 77

Oconee River at Fraleys Ferry near Milledgeville, Ga................ 80

Oconee River at Dublin, Ga....................................... 82

Eastern Gulf of Mexico drainage............................................ 86

Apalachicola River drainage basin...................................... 86

Description....................................................... 86

Chattahoochee River near Aerial, Ga............................... 87

Chattahoochee River near Norcross, Ga.............................. 88

Chattahoochee River at West Point, Ga............................. 91

Chattahoochee River at Alaga, Ala................................. 93

Soque River near Demorest, Ga..................................... 94

Flint River near Woodbury, Ga.................................... 95

Flint River near Montezuma, Ga.................................... 97

Flint River at Albany, Ga......................................... 102

Flint River at Bainbridge, Ga...................................... 105

Kinchafoonee Creek near Leesburg, Ga............................. 108

Choctawhatchee River drainage basin.................................... 110

Description ...................................................... 110

Pea River at Pera, Ala............................................. 110

Escambia River drainage basin......................................... 112

Description ......................................................' 112

Conecuh River at Beck, Ala....................................... 113

Mobile River drainage basin........................................... 115

Description............................... .^....................... 115

Oostanaula River at Resaca, Ga.................................... 117

Coosa River at Riverside, Ala....................................... 119

Alabama River at Selma, Ala....................................... 121

Etowah River near Ball Ground, Ga................................ 123

Etowah River near Rome, Ga....................................... 126

Tallapoosa River at Sturdevant, Ala................................ 127

Tombigbee River at Columbus, Miss................................. 129

Tombigbee River at Epes, Ala...................................... 131

Black Warrior River near Cordova, Ala.............................. 133

Black Warrior River near Coal, Ala.................................. 135

Village Creek near Mulga, Ala...................................... 136

Camp Branch near Ensley, Ala..................................... 138

Venison Branch near Mulga, Ala................................... 139

Pearl River drainage basin.............................................. 141

Description ...................................................... 141

Pearl River at Jackson, Miss........................................ 141

Miscellaneous measurements................................................ 143

Summaries of discharge per square mile...................................... 143

Index.................................................................... 145
ILLUSTRATIONS.

Page. 

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

measurement................................................. 18

II. Small Price current meters...................................... 20

III. Discharge, area, and mean-velocity curves for Tallulah River at

Tallulah Falls, Ga ............................................ 68

IV. Portion of falls on Tallulah River near Tallulah Falls, Ga.......... 68

V. A, Etowah River near Cartersville, Ga.; B, Ocmulgee River near 

Jackson, Ga. Power house and dam of Central Georgia Power 

Company during construction.................................. 74

5
SURFACE WATER SUPPLY OF THE SOUTH ATLANTIC 

COAST AND EASTERN GULF OF MEXICO, 1909.

By M. R. HALL and R. H. BOLSTER.

INTRODUCTION.

AUTHORITY FOR INVESTIGATIONS.

This volume contains results of flow measurements made on certain streams in the United States. The work was performed by 

the water-resources branch of the United States Geological Survey, 

either independently or in cooperation with organizations mentioned 

herein. These investigations are authorized by the organic law of 

the Geological Survey (Stat. L., vol. 20, p. 394), which provides, 

among other things, as follows:

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.

Inasmuch as water is the most abundant and most valuable 

mineral in nature the investigation of water resources is included 

under the above provision for investigating 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 gauging 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

7
8 SUBFACE WATEB SUPPLY, 1909, PART If. 

SCOPE OF INVESTIGATIONS.

These investigations are not complete nor do they include all the 

river systems or parts thereof 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 from five to ten years, and for other streams twenty 

years or even more, the limit being determined by the relative importance of the stream and the interdependence of the results with other 

long-time 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 stream-flow 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 more than 1,550 different points 

in the United States, and in addition the surface water supply of 

small areas in Seward Peninsula and the Yukon-Tanana region, 

Alaska, has been investigated. During 1909 regular gaging stations 

were maintained by the survey and cooperating organizations at about 

850 points in the United States, and many miscellaneous measurements were made at other points. Data were also obtained f 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.
INTEODTJCTIOK. 9 

PURPOSES OF THE WORK.

The results contained in this volume are requisite to meet the immediate demands of many public interests, including navigation, irrigation, domestic water supply, water power, swamp and overflow 

land drainage, and flood prevention.

Navigation. The Federal Government has expended more than 

$250,000,000 for the improvement of inland navigation, and prospective expenditures will approximate several times this amount. 

It is obvious that the determination of stream flow is necessary to 

the intelligent solution of the many problems involved.

Irrigation. The United States is now expending $51,000,000 on 

federal irrigation systems, and this amount is far exceeded by the private expenditures of this nature in the arid West. The integrity of 

any irrigation system depends absolutely on the amount of water available. Therefore investigations of stream flow in that portion of 

the country are not only of first importance in the redemption of the 

lands but constitute an insurance of federal and private investments.

Domestic water supply. The highest use of water is for domestic 

supply, and although this branch of the subject is of less direct federal 

interest than the branches already named, it nevertheless has so 

broad a significance with respect to the general welfare that the 

Federal Government is ultimately and intimately concerned.

Water power. The development of the water power of the country 

is an economic necessity. Our stock of coal is being rapidly depleted 

and the cost of steam power is increasing accordingly. Industrial 

growth and, as a consequence, the progress of the United States as 

a nation will cease if cheap power is not available. Water power 

affords the only avenue now open. When the electric transmission 

of power was accomplished the relation of our water powers to 

national economy changed entirely. Before the day of electric transmission water power was important only at the locality at which it 

was generated, but it has now become a public utility in which the 

individual citizen is vitally interested. Inasmuch as the amount of 

water power that may be made available depends on the flow of rivers, 

the investigation of flow becomes a prerequisite in the judicious management of this source of energy.

Drainage of swamp and overflowed lands. More than 70,000,000 

acres of the richest land in this country are now practically worthless 

or of precarious value by reason of overflow and swamp conditions. 

When this land is drained it becomes exceedingly productive and its 

value increases many fold. Such reclamation would add to the 

national assets at least $700,000,000. The study of run-off is the 

first consideration in connection with drainage projects. If by the 

drainage of a large area into any particular channel that channel
10 SURFACE WATER SUPPLY,, 1909,, PAET II.

becomes so gorged with water which it had not hitherto been called 

upon to convey that overflow conditions are created in places where 

previously the land was not subject to inundation, then drainage 

results merely in an exchange of land values. This is not the purpose of drainage improvement.

Flood prevention. The damage from floods in the United States 

probably exceeds on the average $100,000,000 annually, and in the 

year 1908, according to estimates based on reliable data, the aggregate 

damage approximated $250,000,000. Such an annual tax on the 

property of great regions should be reduced in the orderly progress 

of government. It goes without saying that any consideration of 

flood prevention must be based on a thorough knowledge of stream 

flow, both in the contributing areas which furnish the water and 

along the great lowland river

PUBLICATIONS.

The data on stream flow collected by the United States Geological 

Survey since its inception have appeared in the annual reports, bulletins, and water-supply 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 

has 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 Statea. Weather Bureau, and the United States Geological 

Survey, according to which the area of the United States has been 

divided into twelve 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 1909. 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, 1909.

Part.

I

II

III

IV

V

No.

261

262

263

264

265

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.

266

267 

268

269

270

271

272

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 all special papers. 

Numbers of reports are inclusive, and dates also are inclusive so far as 

the data are available.
INTKODUCTION. 11

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

[Ann.= Annual Report; B.= Bulletin; W. S.= Water-Supply l*aper.]

Report. Character of data. Year.

10th Ann., pt. 2........ Descriptive information only..................................

llth Ann., pt. 2........ Monthly discharge............................................ 1884 to Sept.,

1890. 

12th Ann., pt. 2........ .... .do........................................................ 1884 to June 30,

1801. 

13th Ann., pt. 3........ Mean discharge in second-feet................................. 1884 to Dec. 31,

1892. 

14th Ann., pt. 2........ Monthly discharge (long-time records, 1871 to 1893)............ 1888 to Dec. 31,

1893. 

B. 131.................. Descriptions, measurements, gage heights, and ratings........ 1892 and 1894.

16th Ann., pt. 2........ Descriptive information only..................................

B. 140.................. Descriptions, measurements, gage heights, ratings, and 1895.

monthly discharge (also many data covering earlier years). 

W. S. 11............... Gage heights (also gage heights for earlier years)............... 1896.

18th Ann., pt. 4........ Descriptions, measurements, ratings, and monthly discharge 1895 and 1896.

(also similar data for some earlier years). 

W. S. 15............... Descriptions, measurements, and gage heights, eastern United 1897.

States, eastern Mississippi River, and Missouri River above

junction with Kansas. 

W. S. 16............... Descriptions, measurements, and gage heights, western Missis- 1897.

sippi River below junction of Missouri and Platte, and western United States. 

19th Ann., pt. 4........ Descriptions, measurements, ratings, and monthly discharge 1897.

(also some long-time records). 

W. S. 27............... Measurements, ratings, and gage heights, eastern United States, 1898.

eastern Mississippi River, and Missouri River. 

W. S. 28............... Measurements, ratings, and gage heights, Arkansas River and 1896.

western United States. 

20th Ann., pt. 4........ Monthly discharge (also for many earlier years)............... 1898.

W. S. 35 to 39.......... Descriptions, measurements, gage heights, and ratings........ 1899.

21st Ann., pt. 4........ Monthly discharge............................................ 1899.

W. S. 47 to 52.......... Descriptions, measurements, gage heights, and ratings........ 1900.

22d Ann., pt. 4......... Monthly discharge............................................ 1900.

W. S. 65, 66............ Descriptions, measurements, gage heights, and ratings........ 1901.

W. S. 75............... Monthly discharge............................................ 1901.

W. S. 82 to 85.......... Complete data................................................ 1902.

W. S. 97 to 100............. .do........................................................ 1903.

W. S. 124 to 135........ .....do........................................................ 1904.

W. S. 165 to 178............. do........................................................ 1905.

W. S. 201 to 214........ Complete data, except descriptions............................. 1906.

W. S. 241 to 252........ Complete data................................................ 1907-8.

W. S. 261 to 272.............do........................................................ 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 1899 

to 1909. Wherever the data for a drainage basin appear in 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 WaterSupply 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.
12 SUEFACE WATEE SUPPLY, 1909, PAET II.

Numbers of water-supply papers containing results of stream measurements, 1899-1909.

 

Atlantic coast and eastern 

Gulf of Mexico: 

New England rivers... 

Hudson River to Delaware River, incluSusquehanna River to 

York River, incluJames River to Yadkin River, inclusive . 

 -. Santee River to Pearl 

River, inclusive. ....

Mississippi River: 

Ohio River...........

Upper Mississippi 

River...............

Lower Mississippi

Western Gulf of Mexico. . . 

Pacific coast and Great 

Basin:

South Pacific coast to 

Klamath River, inNorth Pacific coast. . . .

1899.o

35 

35

35

(35), 36

36 

36

36

} 36

(36), 37

} 37

37 

(37), 38

38, (39)

(38), 39

38

1900.6

47 

47 (4fO

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

85

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

1 128, 

I (130)

/ 130,

I (131) 

/ (128), 

\ 131

132 

f 133,

I (134) 

/ 133,

I (134) 

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,

(410)

212,

(414) 

213

} 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

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

b 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

ra

130

131

134

169

177

205

<£J.O

?M

271

River basin.

Great Basin. ......................

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

Missouri. .........................

[Colorado. . ........................

{ Great Basin. ......................

/Colorado. . ........................

Tributaries included.

Gallatin.

junction with Platte.

Do.

Data at Hardyville repeated; at Yuma, Salton Sea.
INTRODUCTION. 13

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

downstream. The main stem of any river is determined on the 

basis of drainage area, local changes in name and lake surface being 

disregarded. After all stations from the source to the mouth of the 

main stem of the river have been given, the tributaries are taken up 

in regular order from source to mouth. The tributaries are treated 

the same as the main stream, all stations in each tributary basin 

being given before taking up the next one 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 often clearer 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. 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.

"Gallons per minute " is generally used in connection with pumping 

and city water supply.

The "miner's inch" is the rate of discharge of water that passes 

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

It is commonly used by miners and irrigators throughout the West 

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

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

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

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

regards time and area.

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

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

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

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

in inches.

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

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

used in connection with storage for irrigation work.
14 STJEFACE WATER SUPPLY, 1909, PAET II. 

CONVENIENT EQUIVALENTS.

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

computations:

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

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

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

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

minute; equals 646,272 gallons for one day. 

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

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

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

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

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

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

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

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

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

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

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 96.0 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 76.0 kilogram-meters per second. 

1 horsepower equals 746 watts. 

1 horsepower equals 1 second-foot falling 8.80 feet.
INTRODUCTION. 15

1J horsepower equals about 1 kilowatt.

m i , . . -11 Sec.-ft.X fall in feet To calculate water power quickly: TJ =net horsepower on water

wheel realizing 80 per cent of theoretical power.

EXPLANATION OF TABLES.

For each drainage basin there is given a brief description of general conditions covering such features as area, source, tributaries, 

topography, geology, conditions of forestation, rainfall, ice conditions, 

^irrigation, storage, power possibilities, and other special features of 

importance or interest.

For each regular current-meter gaging station are given in general, 

and so far as available, the following data: 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 

conditions of flow, 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 gives 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 during ice conditions, backwater from obstructions, 

etc., are published as recorded, with suitable footnotes. The rating 

is not applicable for such periods unless the proper correction to 

the gage heights is 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.
16 SURFACE WATER SUPPLY, 1909, PART II.

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 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 crosssection 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 

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 13, are based.

FIELD METHODS OF MEASURING STREAM FLOW.

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

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

weir or dam; (3) by measurements of the velocity of the current and 

of the area of the cross section. The method chosen depends on the 

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

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

Slope method. Much information has been collected relative to the 

coefficients to be used in the Chezy formula, v c-^'Rs. This has 

been utilized by Kutter, both in developing his formula for c and in 

determining the values of the coefficient n which appears therein.
INTRODUCTION. 17

The results obtained by the slope method are in general only roughly 

approximate, owing to the difficulty in obtaining accurate data and 

the uncertainty of the value for n to be used in Kutter's formula. 

The most common use of this method is in estimating the flood discharge of a stream when the only data available are the cross section, 

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

general conditions. It is seldom used by the United States Geological Survey. For full information regarding this method the 

reader is referred to the various text-books on hydraulics.

Weir method. Relatively few stations are maintained at weirs or 

dams by the United States Geological Survey. Standard types of 

sharp-crested and broad-crested weirs, within the limits for which 

accurate coefficients have been experimentally obtained, give very 

accurate records of discharge if properly maintained. At practically 

all broad-crested weirs, liowever, there is a diversion of water either 

through or around the dam, usually for the purpose of development 

of water power. The flow is often complicated and the records are 

subject to errors from such sources as 'leakage through the dam, 

backwater at high stages, uncertainty regarding coefficient, irregularity of crest, obstructions from logs or ice, use of flashboards, old 

turbines with imperfect ratings, and many others depending on the 

type of development and the uses of the diverted water.

In general, records of discharge at dams are usually accurate enough 

for practical use if no others are available. It has been the general 

experience of the United States Geological Survey, however, that 

records at current-meter gaging stations under unobstructed-channel 

conditions are more accurate than those collected at dams, and where 

the conditions are reasonably favorable are practically as good as 

those obtained at sharp-crested weirs.a

Velocity method. Streams in general present throughout their 

courses to a greater or less extent all conditions of permanent, semipermanent, and varying conditions of flow. In accordance with the 

location of the measuring section with respect to these physical 

conditions, current-meter gaging stations may in general be divided 

into four classes (1) those with permanent conditions of flow;

(2) those with beds which change only during extreme high water;

(3) those with beds which change frequently but which do not cause 

a variation of more than about 5 per cent of the discharge curves 

from year to year; and (4) those with constantly shifting beds. In

a The determination of discharge over the different types of weirs and dams is treated fully in "Weir 

experiments,coefficients,and formulas" (Water-Supply Paper 200) and in the various text-books on 

hydraulics. "Turbine water-wheel tests and power tables" (Water-Supply Paper 180) treats of the discharge through turbines when used as meters. The edition of the latter water-supply paper is nearly 

exhausted. The paper can, liowever, be consulted at most of the larger libraries of the country or it can 

be obtained from the Superintendent of Documents, Washington^ J>, C., at a cost of 20 cents, 

55901° wsp 262 10 2
18 SURFACE WATER SUPPLY, 1909, PART II.

determining the daily flow different office methods are necessary for 

each class. The field data on which the determinations are based 

and the methods of collecting them are, however, in general the 

same.

Great care is taken in the selection and equipment of gaging 

stations for determining discharge by velocity measurements in 

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

They are located, as far as possible, at such points that the relation 

between gage height and discharge will always remain constant for 

any given stage. The experience of engineers of the Geological 

Survey has been that permanency .of conditions of flow is the prime 

requisite of any current-meter gaging station when maintained for 

several years, unless funds are available to cover all changes in conditions of flow. A straight, smooth section, without cross currents, 

backwater, boils, etc., at any stage is highly desirable, but on most 

streams is not attainable except at the expense of a cable equipment. Rough, permanent sections, if measurements are properly 

made by experienced engineers, taking measuring points at a distance apart of 2 to 5 per cent or less of the total width, will within 

reasonable limits yield better results for a given outlay of money 

than semipermanent or shifting sections with smooth, uniform current. So far as possible, stations are located where the banks are 

high and not subject to overflow at high stages and out of the influence of tributary streams, dams, or other artificial obstructions 

which might affect the relation between gage height and discharge.

A gaging station consists essentially of a gage for determining 

the daily fluctuations of stage of the river and some structure or 

apparatus from which discharge measurements are made, usually 

a bridge or cable.

The two factors required to determine the discharge of a stream 

past a section perpendicular to the mean direction of the current 

are the area of the cross section and the mean velocity of flow normal 

to that section.

In making a measurement with a current meter, a number of 

points, called measuring points, are measured off above and in the 

plane of the measuring section at which observations of depth and 

velocity are taken. (See PI. I, A.) These points are spaced equally 

for those parts of the section where the flow is uniform and smooth, 

and are spaced unequally for other parts, according to the discretion 

and judgment of the engineer. In general, the points should not be 

spaced farther apart than 5 per cent of the distance between piers, 

nor farther apart than the approximate mean depth of the section 

at the time of measurement.

The measuring points divide the total cross section into elementary 

strips, at each end of which observations of depth and velocity
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 262 PLATE I

A. FOR BRIDGE MEASUREMENT.

B. FOR WADING MEASUREMENT. 

TYPICAL GAGING STATIONS.
INTBODTJCTION. . 19

are made. The discharge of any elementary strip is the product 

of the average of the depths at the two ends times the width of the 

strip times the average of the mean velocities at the two ends of the 

strip. The sum of the discharges of the elementary strips is the total 

discharge of the stream.0

Depths for the determination of the area are usually obtained 

by sounding with the current meter and cable. In rough sections 

or swift current an ordinary weight and cable are used, particular 

care being taken that all observations shall be in the plane of the cross 

section.

Two methods of determining the velocity of flow of a stream are 

in general use the float method and the current-meter method.

The float method, with its various modifications of surface, subsurface, and tube or rod floats, is now considered obsolete in the 

ordinary practice of the United States Geological Survey. The use 

of this method is limited to special conditions where it is impracticable 

to use the current meter, such as in places where large quantities of 

ice or debris which may damage the meter are flowing with the current, and for miscellaneous measurements or other work where a 

high degree of accuracy is not necessary. Tube floats are very satisfactory for use in canals with regular bottoms and even flow of current. Measurements by the float method are made as follows: 

The velocity of flow of the stream is obtained by observing the time 

which it takes floats set free at different points across the stream to 

pass between two range lines about 200 feet apart. The area used is 

the mean value obtained from several cross sections measured between 

the two range lines. The chief disadvantages of this method are 

difficulty in obtaining the correct value of mean area for the course 

used and uncertainty regarding the proper coefficient to apply to the 

observed velocity. 6

The Price current meter is now used almost to the exclusion of 

other types of meters by the United States Geological Survey in the 

determination of the velocity of flow of water in open channels, a 

use for which it is adapted under practically all conditions. 0

Plate II shows in the center the new type of penta-recording current 

meter equipped for measurements at bridge and cable stations; on the 

left the same type of meter is shown equipped for wading measurements, to record by the acoustic method; the meter is shown on the 

right equipped to record electrically. (See PI. I, B.) Briefly, the

a For a discussion of methods of computing the discharge of a stream see Engineering News, June 25,1908.

6 Further information regarding this method is given in Water-Supply Paper 95 and in the various 

text-books covering the general subject of stream flow. The edition of this paper is nearly exhausted. 

It can, however, be consulted at most of the larger libraries of the country, or can be obtained from the 

Superintendent of Documents, Washington, D. C., at a cost of 15 cents.

c See Hoyt, J. C., and others, Use and care of the current meter as practiced by the United States Geological Survey: Trans. Am. Soc. C. E., vol. 66,1910, p. 70.
20 SURFACE WATER SUPPLY, 1909, PART II.

meter consists of six cups attached to a vertical shaft which revolves 

on a conical hardened-steel point when immersed in moving water. 

The number of revolutions is indicated electrically. The rating or 

relation between the velocity of the moving water and the revolutions 

of the wheel is determined for each meter by drawing it through still 

water for a given distance at different speeds and noting the number 

of revolutions tor each run. From these data a rating table is prepared 

which gives the velocity per second of moving water for any number of 

revolutions in a given time interval. The ratio of revolutions per

for all speeds,

second to velocity of flow in feet per second is very nearly a constant

and is approximately 0.45.

Three classes of methods of measuring velocity with current meters 

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

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

vertical velocity curve and 0.2 and 0.8 depth.

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

10 to 20 per cent of the depth apart. By plotting these velocities as 

abscissas and their depths as ordinates and drawing a smooth curve 

among the resulting points, the vertical velocity curve is developed. 

This curve shows graphically the magnitude and changes in velocity 

from the surface to the bottom of the stream. The mean velocity 

in the vertical is then obtained by dividing the area bounded by 

this velocity curve and its axis by the depth. This method of obtaining the mean velocity in the vertical is probably the best known, 

but on account of the length of time required to make a complete 

measurement its use is largely limited to the determination of coefficients for purposes of comparison and to measurements under ice.

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

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

is taken as the mean velocity for that vertical. (See PL I, A.) On 

the assumption that the vertical velocity curve is a common parabola 

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

will give (closely) the mean velocity in the vertical. Actual observations under a wide range of conditions show that this multiple-point 

method gives the mean velocity very closely for open-water conditions and that a completed measurement seldom varies as much 

as 1 per cent from the value given by the vertical velocity curve 

method. Moreover, the indications are that it holds nearly as well 

for ice-covered rivers. It is very extensively used in the regular 

practice of the United States Geological Survey.

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

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

for which the coefficient for reducing to mean velocity has been 

.determined or must be assumed.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 262 PLATE I

SMALL PRICE CURRENT METERS.
INTRODUCTION. 21

Extensive experiments by means of vertical velocity curves show 

that the thread of mean velocity generally occurs between 0.5 and 

0.7 total depth. In general practice the thread of mean velocity is 

considered to be at 0.6 depth, and at this point the meter is held in 

most of the measurements made by the single-point method. A 

large number of vertical velocity curve measurements, taken on 

many streams and under varying conditions, show that the average 

coefficient for reducing the velocity obtained at 0.6 depth to mean 

velocity is practically unity. The variation of the coefficient from 

unity in individual cases is, however, greater than in the 0.2 and 

0.8 method and the general results are not as satisfactory.

In the other principal single-point method the meter is held near 

the surface, usually 1 foot below, or low enough to be out of the 

effect of the wind or other disturbing influences. This is known as 

the subsurface method. The coefficient for reducing the velocity 

taken at the subsurface to the mean has been found to be in general 

from about 0.85 to 0.95, depending on the stage, velocity, and channel conditions. The higher the stage the larger the coefficient. This 

method is especially adapted for flood measurements or when the 

velocity is so great that the meter can not be kept in the correct 

position for the other methods.

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

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

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

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

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

as a check on the point methods. In using the Price meter great 

care should be taken that the vertical movement of the meter is not 

rapid enough to vitiate the accuracy of the resulting velocity. *

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

owing to diversity and instability of conditions during the winter 

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

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

frequent discharge measurements during the frozen periods by the 

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

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

and character of the ice. From these data an approximate estimate 

of the daily flow can be made by constructing a rating curve (really 

a series of curves) similar to that used for open channels, but considering, in addition to gage heights and discharge, the varying 

thickness of ice.a

a For information in regard to flow under ice cover see Water-Supply Paper U. S. Geol. Survey No. 187.
22 SUKFACE WATEE SUPPLY, 1909, PAKT II.

OFFICE METHODS OF COMPUTING AND STUDYING DISCHARGE AND

RUN-OFF.

At the end of each year the field or base data for current-meter 

gaging stations, consisting of daily gage heights, discharge measurements, and full notes, are assembled. The measurements are plotted 

on cross-section paper and rating curves are drawn wherever feasible. 

The rating tables prepared from these curves are then applied to 

the tables of daily gage heights to obtain the daily discharges, and 

from these applications the tables of monthly discharge and run-off 

are computed.

Rating curves are drawn and studied with special reference to 

the class of channel conditions which they represent. The discharge 

measurements for all classes of stations when plotted with gage 

heights in feet as ordinates and discharges in second-feet as abscissas 

define rating curves which are more or less generally parabolic in 

form. In many cases curves of area in square feet and mean velocity 

in feet per second are also constructed to the same scale of ordinates 

as the discharge curve. These are used mainly to extend the discharge curves beyond the limits of the plotted discharge measurements and for checking purposes to avoid errors in the form of the 

discharge curve and to determine and eliminate erroneous measurements.

For every published rating table the following assumptions are 

made for the period of application of the table: .(a) That the discharge is a function of and increases gradually with the stage; (6) 

that the discharge is the same whenever the stream is at a given 

stage, and hence such changes in conditions of flow as may have 

occurred during the period of application are either compensating or 

negligible, except that the rating as stated in the footnote of each 

table is not applicable for known conditions of ice, log jams, or other 

similar obstructions; (c) that the increased and decreased discharge 

due to change of slope on rising and falling stages is either negligible 

or compensating.

As already stated, the gaging stations may be divided into several 

classes, as indicated in the following paragraphs:

The stations of class 1 represent the most favorable conditions for 

an accurate rating and are also the most economical to maintain. 

The bed of the stream is usually composed of rock and is not subject 

to the deposit of sediment and loose material. This class includes 

also many stations located in a pool below which is a permanent 

rocky riffle that controls the flow like a weir. Provided the control 

is sufficiently high and close to the gage to prevent cut and fill at the 

gaging point from materially affecting the slope of the water surface, 

the gage height will for all practical purposes be a true index of the
INTRODUCTION. 23

discharge. Discharge measurements made at such stations usually 

plot within 2 or 3 per cent of the mean discharge curve, and the rating 

developed from that curve represents a very high degree of accuracy. 

Stations of this type are found in the north Atlantic coast drainage 

basins.

Class 2 is confined mainly to stations on rough mountainous 

streams with steep slope. The beds of such streams are, as a rule, 

comparatively permanent during low and medium stages, and when 

the flow is sufficiently well defined by an adequate number of discharge measurements before and after each flood the stations of this 

class give nearly as good results as those of class 1. As it is seldom 

possible to make measurements covering the time of,change at flood 

stage, the assumption is often made that the curves before and after 

the flood converged to a common point at the highest gage height 

recorded during the flood. Hence the only uncertain period occurs 

during the few days of highest gage heights covering the period of 

actual change in conditions of flow. Stations of this type are found 

in the upper Missouri River drainage basin.

Class 3 includes most of the current-meter gaging stations maintained by the United States Geological Survey. If sufficient measurements could be made at stations of this class results would be 

obtained nearly equaling those of class 1, but owing to the limited 

funds at the disposal of the Survey this is manifestly impossible, 

nor is it necessary for the uses to which discharge data are applied. 

The critical points are as. a rule at relatively high or low stages. 

The percentage error, however, is greater at low stages. No absolute 

rule can be laid down for stations of this class. Each rating curve 

must be constructed mainly on the basis of the measurements of the 

current year, the engineer being guided largely by the past history 

of the station and the following general law. If all measurements 

ever made at a station of this class are plotted on cross-section paper, 

they will define a mean curve which may be called a " standard 

curve." It has been found in practice that if after a change caused by 

high stage a relatively constant condition of flow occurs at medium 

and low stages, all measurements made after the change will plot on a 

smooth curve which is practically parallel to the standard curve with 

respect to their ordinates, or gage heights. This law of the parallelism of ratings is the fundamental basis of all ratings, and estimates 

at stations with semipermanent and shifting channels. It is not 

absolutely correct, but, with few exceptions, answers all the practical 

requirements of estimates made at low and medium stages after a 

change at a high stage. This law appears to hold equally true 

whether the change occurs at the measuring section or at some controlling point below. The change is, of course, fundamentally due to 

change in the channel caused by cut or fill, or both, at and near the
24 STTBPACE WATER SUPPLY, 1909, PART II.

measuring section. For all except small streams the changes in section usually occur at the bottom. The following simple but typical 

examples illustrate this law:

(a) If 0.5 foot of planking were to be nailed on the bottom of a 

well-rated wooden flume of rectangular section, there would result, 

other conditions of flow being equal, new curves of discharge, area, 

and velocity, each plotting 0.5 foot above the original curves when 

referred to the original gage. In other words, this condition would 

be analogous to a uniform fill or cut in a river channel which either 

reduces or increases all three values of discharge, area, and velocity 

for any given gage height. In practice, however, such ideal conditions rarely exist.

(&) In the case of a cut or fill at the measuring section there is a 

marked tendency toward decrease or increase, respectively, of the 

velocity. In other words, the velocity has a compensating effect, 

and if the compensation is exact at all stages the discharge at a given 

stage will be the same under both the new and the old conditions.

(c) In the case of uniform change along the crest of a weir or 

rocky controlling point, the area curve will remain the same as 

before the change, and it can be shown that here again the change 

in velocity curve is such that it will produce a new discharge curve 

essentially parallel to the original discharge curve with respect to 

their ordinates.

Of course, in actual practice such simple changes of section do not 

occur. The changes are complicated and lack uniformity, a cut at 

one place being largely offset by a fill at another, and vice versa. 

If these changes are very radical and involve large percentages of 

the total area as, for example, on small streams there may result 

a wide departure from the law of parallelism of ratings. In complicated changes of section the corresponding changes in velocity 

which tend to produce a new parallel discharge curve may interfere 

with each other materially, causing eddies, boils, backwater, and 

radical changes in slope. In such extreme conditions, however, the 

measuring section would more properly fall under class 4 and would 

require very frequent measurements of discharge. Special stress is 

laid on the fact that, in the lack of other data to the contrary, the 

utilization of this law will yield the most probable results.

Slight changes at low or medium stages of an oscillating character 

are usually averaged by a mean curve drawn among them parallel 

to the standard curve, and if the individual measurements do not 

vary more than 5 per cent from the rating curve the results are 

considered good for stations of this class. Stations of this type are 

found in the south Atlantic coast and eastern Gulf of Mexico 

drainage basins.
INTKODUCTION. 25

Class 4 comprises stations that have soft, muddy, or sandy beds. 

Good results can be obtained from such sections only by frequent 

discharge measurements, the frequency varying from a measurement every two or three weeks to a measurement every day, according to the rate of diurnal change in conditions of flow. These 

measurements are plotted and a mean or standard curve drawn 

among them. It is assumed that there is a different rating curve 

for every day of the year and that this rating is parallel to the 

standard curve with respect to their ordinates. On the day of a 

measurement the rating curve for that day passes through that 

measurement. For days between successive measurements it is 

assumed that the rate of change is uniform, and hence the ratings 

for the intervening days are equally spaced between the ratings 

passing through the two measurements. This method must be 

modified or abandoned altogether under special conditions. Personal judgment and a knowledge of the conditions involved can 

alone dictate the course to pursue in such cases. Stations of this 

type are found in the Platte, Arkansas, Rio Grande, and lower Colorado drainage basins.

The computations have, as a rule, been carried to three significant 

figures. Computation machines, Crelle's tables, and the 20-inch 

slide rule have been generally used. All computations are carefully 

checked.

After the computations have been completed they are entered 

in tables and carefully studied and intercompared to eliminate or 

account for all gross errors so far as possible. Missing periods are 

filled in, so far as is feasible, by means of comparison with adjacent 

streams. The attempt is made to complete years or periods of discharge, thus eliminating fragmentary and disjointed records. Full 

notes accompanying such estimates follow the daily and monthly 

discharge tables.

For most of the northern stations estimates have been made of 

the monthly discharge during frozen periods. These are based on 

measurements under ice conditions wherever available, daily records 

of temperature and precipitation obtained from the United States 

Weather Bureau, climate and crop reports, observers' notes of conditions, and a careful and thorough intercomparison of results with 

adjacent streams. Although every care possible is used in making 

these estimates, they are often very rough, the data for some of 

them being so poor that the estimates are liable to as much as 25 

to 50 per cent error. It is believed, however, that estimates of this 

character are better than none at all, and serve the purpose of indicating in a relative way the proportionate amount of flow during 

the frozen period. These estimates are, as a rule, included in the 

annual discharge. The large error of the individual months has a
26 SURFACE WATER SUPPLY, 1909, PART II.

relatively small effect on the annual total, and it is for many purposes desirable to have the yearly discharge computed, even though 

some error is involved in doing so.

ACCURACY AND RELIABILITY OF FIELD DATA AND COMPARATIVE

RESULTS.

Practically all discharge measurements made under fair conditions are well within 5 per cent of the true discharge at the time of 

observation. 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 

tests and experiments have been made to test the accuracy of currentmeter work. These 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 uncertainty regarding the coefficient and 

complicated conditions of flow prevail.

The work is, of course, dependent on the reliability of the observers. 

With relatively few exceptions, the observers perform their work 

honestly. Care is taken, however, to watch them closely and to 

inquire into any discrepancies. It is, of course, 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.

The 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 during 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 values of discharge on the 

basis of 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 dis-
INTBODUCTION. 27

charge 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 li approximate," 

within 15 to 25 per cent. These notes are very general and are based 

on the plotting 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 probable 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 policy is followed of making available for the public 

the base data which are collected in the field each year by the Survey 

engineers. This is done to comply with the law, and 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 data given in these papers will verify 

all ratings and make such adjustments in earlier years as may seem 

necessary. The work of compiling, studying, revising, and republishing data for different drainage basins for five or ten year periods or 

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

the funds for such work are available.

The values 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. This is particularly true of the maximum and minimum 

figures, which, in the very nature of the method of collecting these 

data, are liable to large errors. The maximum value should be 

increased considerably for many stations in considering designs for 

spillways, and the minimum value should be considered for a group 

of, say, seven days and not for one day.

The daily discharges are published to allow a more detailed study 

of the variation in flow and to determine the periods of deficient flow.
28 SUBFACE WATEE SUPPLY, 1909, PAET II.

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 GeologicalSurvey. *;- 

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

values of accuracy are given. Eecords clearly known to be 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 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 Carolina Geological Survey, Geological Survey of Alabama, Wilson Aluminum Company, Roanoke Eailway and 

Electric Company, Eockingham Power Company, and Tennessee 

Coal, Iron and Eailroad'Company.

DIVISION OF WORK.

The field data in the James and Eoanoke drainage basins were 

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

assisted by G. C. Stevens.

The field data for all drainage basins south of the Eoandke River 

were collected by M. E. Hall, district engineer, assisted by W. A. 

Lamb and E. H. Swett.

The ratings, special estimates and studies of the completed data 

were made by M. R. Hall and R. H. Bolster. The computations 

and the preparation of the completed data for publication were 

made under the direction of E. H. Bolster, by R. C. Rice, G. C. 

Stevens, H. D. Padgett, J. G. Mathers, E. H. Swett, and M. I. Walters. 

The computations for Camp Branch and Venison Branch were made 

by engineers of the Tennessee Coal, Iron and Railroad Company.

The entire report has been edited by Mrs. B. D. Wood.
JAMES EIVEE 'DRAINAGE BASIN. 29 

SOUTH ATLANTIC STATES DRAINAGE. 

JAMES RIVER DRAINAGE 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 valleys having steep sides and heavy slopes.

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 Mountains.

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 with sharp falls over beds of solid 

rock. At other points similar though less pronounced falls and 

rapids occur as the river cuts through the lesser foothills. The fall 

line is crossed at Richmond.

The James traverses three distinct geologic provinces the Allegheny Mountain region, extending from the western edge of the 

basin to the Blue Ridge Mountains; the Piedmont Plateau, which 

extends from the Blue Ridge to the fall line, and the Coastal Plain 

east of Richmond. Within the first region the surface is much 

broken, slopes are steep, and here are found deposits of limestone, 

marble, lead ores, and anthracite and bituminous coal. Within the 

Piedmont Plateau region the topography is rolling and the uplands 

are rounded, with a resulting small range in altitude; 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. 

The range of altitude for the entire basin is from sea level to 4,000 

feet on the crest of the mountains.
30 SURFACE WATER SUPPLY, 1909, PAET II.

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 not seriously affected by 

ice; frozen periods usually last only from a few days to two or three 

weeks.

A study of the topographic sheets which cover nearly the entire 

drainage 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 and Kanawha Canal, 

which followed the river from Richmond to Buchanan and at one 

time was utilized throughout that entire distance. The canal has 

now been abandoned and its right of way is owned by the Chesapeake and 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, U. S. Geol. 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.

The following gaging stations have been maintained in James 

River basin:

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

James River at Buchanan, Va., 1895-1909. 

James River at Holcomb Rock, Va., 1900-1909. 

James River at Cartersville, Va., 1899-1909. 

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

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

Appomattox River at Mattoax, Va., 1900-1905.
JAMES EIVEE DKAHSTAGE BASIN. 31

JAMES EIVER AT BUCHANAN, VA.

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

Chesapeake and Ohio Railway depot at Buchanan, was established 

August 18, 1895, to determine the availability of the upper James 

River for water power and other purposes. 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 Greek, 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.

The ice conditions at this station are slight and usually last 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.

Discharge measurements of James River at Buchanan, Fa., in 1909.

Date. .

July 22.........

Hydrographer.

G. C. Stevens... . ...................................

Width.

Feet. 

306

Area of 

section.

Sq.ft. 

933

896

Gage 

height.

Feet. 

2.26

Discharge.

Sec.-ft. 

690

595

Mean daily gage height, in feet, of James River at Buchanan Fa., for 1909. 

[D. D. Booze, observer.]

Day.

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

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

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

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

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

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

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

9

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

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

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

1Q

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

15.....,,,.......

Jan.

C fi

4J9

4.6

8.6

6J6

fi K,

5.0

4 6

A 9

4,0

3,8

£6

& 6

Feb.

3.5

3

C

3.5

3.4

3.2

3 9

4

Q

9

-t ,

6.3

5.5

5.0

4.8

Mar.

4.7

4.3

4.0

4" Z

4

0

4.4

4.6

c 9

5 9

c 9

A Q

4 5

4.3

Apr.

4

0

4.0

3

0

3 7

3

r

3.5

3.4

3

0

3 2

3

1

3 1

3 A

W o

13.0

May.

4.4

5,5

ft A

4.6

4 2

3

Q

3 9

3

Q

3 9

6.7

C C

4.7

4.1

June.

4.2

5 0

4.7

4.4

4.8

4.0

4

C

4 5

4 2

3

0

3.6

3.4

July.

3

0

3 9

3 7

3 9

9 o

2

0

3 Q

3

0

3 A

2 9

2

O

2.7

2 6

2.6

Aug.

2

0

2.4

2.4

2.2

2

0

2.6

2 3

2 9

2 2

2 9

2 1

2 1

2.3

Sept.

2.0

2.0

2.0

9 fi

2.0

2

-t

9 -t

2.1

. 2.1

2.1

Oct.

2 A

2.0

2 A

2 A

2 A

2 A

2 A

1 9

1 Q

3

0

3

0

2.8

2.6

Nov.

2 1

2.1

2.1

2.1

2 1

2 1

2.2

2.2

Dec.

2.1

2.1

2 A

2.0

2.0

2.1

2

1

2.2

2 9

2.2

2

Q

4.6

5.0
32 SURFACE WATER SUPPLY, 1909, PART II.

Mean daily gage height, in feet, of James River at Buchanan, Va.,for 1909 Continued.

Day.

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

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

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

in

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

01

23...-.-..-......

27. ........--..-.

9SJ

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

30

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

Jan.

4.3

6.6

6.0

5.1

5 A

5.8

6.2

6.1

4.9 4 c;

4.0

3.8

3.6

Feb.

48

5.3

5.1

4.6

4.8

4.8

4.8

4.9

K 0

6.5

6.0

5.4

K A

Mar.

4.1

3.9

3.8

3.7

3.6

3.6

3.6

3.5

4.0

4.4

7 c;

6.0

5.0

4.8

A K

Apr.

7.0

6.0

5.3

4.8

4.4

4.0

3.8

4.2

4.8

5.3

4.8

4.4

4.0

4.0

3.9

May.

3.9

3.7

3.5

3.3

3.7

3.8

10.0

7.5

6.0

5.0

6.7

8.2

6 7

5.8

5.0

4.4

June.

3.3

3.2

3.5

3.2

3.1

3.0

2.9

2.8

2.8

2.7

2.9

3.0

2 Q

2.8

2.7

July.

2.6

2.5

2.4

2.4

2.3

2.3

2.2

2.3

2.2

2.2

2.2

2.2

2.3

2.3

Aug.

2.7

2.6

2.6

2.3

2.2

2

-1

2.1

2 A

2.0

2 A

2 A

2.0

2 A

Sept.

2.0

2.0

4.8

4.0

2.7

2.3

2.3

2.2

2.2

2.1

2

-1

2.1

2.0

Oct.

2.4

2.3

2.3

2

0

2

0

2 1

2.1

2

1

2.2

2

0

2

0

2.2

2

0

Nov.

2.1

2.1

2.1

9 1

2

-t

2.1

2.1

2

1

2.1

2

1

2.1

2

-1

2.1

2.1

Dec.

4.0

3.5

* 3.1

2

0

2 a

2 A

2.3

2.8

0 Q

2.6

0 0

2.3

o q

2.3

2

0

NOTE. Probably ice conditions December 23 to 31.

Daily discharge, in second-feet, of James River at Buchanan, Va.,for 1909.

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.

9,580

6,480

4,880

3,820

4,240

15,100

9,030

8,760

5,100

4,240

3,430

3,040

2,680

2,340

2,340

3,620

9,030

7,460

6,250

6,020

5,560

7,970

7,720

6,480

4,880

4,030

3,040

2,680

2,340

Feb.

2,180

2,180

2,180

2,030

1,880

1,740

1,740

1,740

1,740

4,880

16,800

8,230

6,250

5,100

4,660

4.660

5,780

5,330

4,240

4,660

4,660

5,780

8,760

7 460

5,100

Mar.

4,450

3,620

3,040

4,030

4,660

3,820

3,820

4,240

5,560

5,560

4,660

4 660

4,030

3,620

3,240

2,680

2,500

2,340

2

0JA

2,340

2

1 0 A

3,040

3,820

n fiftft

7 460

5,100

5,100

4,030

Apr.

3,620

3,040

2,680

2,500

2,180

2,180

2,030

2,030

1,740

1,610

1,610

33,600

10,100

4,660

3,820

2,680

3 43ft

4,660

5,780

4,660

3,820

3,040

May.

3,820

7,720

6,250

5,100

4,240

2,860

2,860

2,860

2,860

9,300

6,250

3,820

3,240

2,860

2,500

2,180

1,880

2,500

20, 300

7,460

5,100

13,800

9

0ftA

6 960

3,820

June.

3,430

5,100

4,450

3,820

3,820

4,660

3,820

3,040

4,030

3,620

3,430

2,340

2,030

1,880

1,740

2,180

1,740

1,610

1,360

1,240

1,240

1,140

1,480

1 3fifl

1,240

1,140

July.

2,680

2,860

2,500

1,740

1.360

1,240

1,880

2,860

1,880

1,480

1,360

1,240

1,140

1,030

1,030

1,030

930

835

835

745

745

660

745

660

660

660

660

660

745

745

Aug.

745

835

835

835

745

660

1,240

1,030

745

660

660

660

585

745

1,140

1,030

1,030

835

745

660

660

660

585

585

515

515

515

Sept.

515

515

515

515

515

515

515

515

515

585

585

585

585

585

585

515

515

4,660

3,040

1,140

745

745

660

660

660

660

585

585

585

515

Oct.

515

515

515

515

515

515

515

515

515

450

450

2,680

2,680

1,240

1,030

835

745

745

745

660

660

585

585

585

660

660

660

660

660

660

660

Nov.

585

585

585

585

585

585

585

585

585

585

585

585

660

660

660

585

585

585

585

585

585

585

585

585

585

585

585

585

585

585

Dec.

585

585

585

515

515

515

515

585

585

660

660

660

745

4,240

5,100

3,040

2,180

1,610

1,240

1,030

835

745

860

710

550

550

630

640

520

530

490

NOTE. The above daily discharges are based on a rating well denned below 20,300 second-feet. Discharges for December 23 to 31, because of probable ice conditions, estkaated at about 28 per cent of the 

daily discharge at Cartersville.
JAMES RIVER DRAINAGE BASIN. 33

Monthly discharge of James River at Buchanan, Va., for 1909. 

[JJrainage area, 2,060 square miles.]

Month.

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

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

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

Discharge in second-feet

Maximum.

15, 100 

16,800 

11,600 

33,600 

20, 300 

5,100 

2,860 

1,240 

4,660 

2,680 

660 

5,100

33,600

Minimum.

2,340 

1,740 

2,180 

1,480 

1,880 

1,140 

660 

515 

515 

450 

585

Mean.

5,630 

4,830 

4,210 

5,150 

5,690 

2,550 

1,230 

729 

814 

772 

592 

1,070

2,770

Per 

square 

mile.

2.73 

2.34 

2.04 

2.50 

2.76 

1.24 

.597 

.354 

.395 

.375 

.287 

.519

1.34

Run-ofl 

(depth in 

inches on 

drainage 

area).

3.15 

2.44 

2.35 

2.79 

3.18 

1.38 

.69 

.41 

.44 

.43 

.32 

.60

18.18

Accuracy.

A. 

A. 

A. 

B. 

B. 

A. 

A. 

A. 

A. 

B. 

A. 

B.

.» JAMES RIVER AT HOLCOMB ROCK, VA.

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

Company, at Holcomb Rock, was established in 1899, and from 

January, 1900, to date 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 1909. 

[G. L. Price and J. H. Webb, observers.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

7.0

5.6

4.2

3.7

4.65

8.65

7.05

5.35

4.3

3.65

3.25

3.1

2.85

9 7

2.7

 J OC

5.7

5.55

5.0

4.55

Feb.

2.85

2.5

2.5

2.45

2.4

2.35

2.2

2.3

2.3

5.45

9.65

7.0

5.0

A 1i»

4 05

3

0

4 0

4.45

3

0

3.9

Mar.

3.9

3.4

3.4

3.6

4.1

3.5

3.35

4.2

A 0

4.2

 J 7*

3.55

3 A

3 OK.

3 AC

9 0

2.75

2

f\K

2.55

Apr.

3.3

3.1

2.9

2.7

2.8

2.6

2.45

2

QC

2.3

2 9

2.05

2 ftA

9 1

10.75

19 7c

7 <;

5

fi

4 ^

4 05

3.55

May.

3.25

5.1

4.7

3.9

3.5

 J 1 K

9 fi^

2.6

3 ft

5.9

4. 7

3

C

2

QK

2 7

2.4

2.25

2.15

June.

4.25

4.55

3.9

4.95

4.85

4.3

3.65

3.5

3.65

3.4

3

OC

3 1

9 7^

2

e

3.1

2

AK

2.25

July.

2.55

3.2

2.55

2.2

2.0

2.0

2.5

2.3

2

(\K

1.8

1 Q^

1.8

1.5

1.5

1.5

1.6

1.25

1.65

1.45

Aug.

1.2

1.65

1.6

1.6

1.4

1.6

1.55

1.6

1.55

1 45

1.4

1 9^ 1.1

1.05

1.3

1.55

1.65

1.75

1.6

1.5

Sept.

1.0

1.05

.8

.9

.75

.85

.95

1.05

1.35

1.1

1.1

QK

1.0

1.0

QK

1.0

1.0

2.8

1.65

1.75

Oct.

1.0

.85

.7

(K

.9

.85

.8

.8

.75

.85

1.05

3 1 ^

1.75

1.55

1 QK.

1.1

1.2

1.15

1.2

Nov.

1.0

1.05

1.0

1.0

.9

1.0

.8

1.1

1.0

1.0

1.05

1.0

1.0

1.1

1.1

1.0

1.0 J.o

1.0

Dec.

1.0

1.0

1.0

1.0

7C

1.05

1.0

1.0

1.0

1.0

1.25

.85

5.15

4 75

q 1 c

9 4

2.2

1 S£

1.85

55901° WSP 262 10-
34 SURFACE WATER SUPPLY, 1909, PART II.

Daily gage height, in feet, of James River at Holcomb Rock, Va., for 1909 Continued.

Day.

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

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

oo

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

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

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

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

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

30

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

Jan.

4.7

5.25

5

C

6.1

6.05

5.15

4.3

3.7

3.3

3.2

3.0

Feb.

4 0

4 1

A O

5 A

6.05

6.1

5 1 f\

4.35

Mar.

2 OC

2.6

2 65

0 -I

A CC

7 c

C Q

4. 7

4.25

4.1

o 7

Apr.

3

qc

3 or:

3

oc

4.15

4.5

3 95

3

C

3 1 f\

2.95

2 9

May.

4.55

10.4

7.7

5.6

4.4

5.95

7 QK

6

At{

5.0

3 Q

3 CC

June.

2 25

2 1 ^

2 A

2 AC

2.0

2.0

2 1 f\

2.3

2

C

July.

1.4

i 35

1.4

1.1

1.4

1 f\

1.4

1.3

1.3

1.45

Aug.

I

D

.9

1.1

1.15

1.05

1 9^.

1.0

.75

1.05

1.05

Sept.

1 4f\

1 9f\

1 9

1.15

1.0

.85

1 9

1.0

1.0

Oct.

1.15

.9

g

QC

1.1

1.15

1.2

1.15

QC

.9

Nov.

QC

1.0

1.0

1.0

1.0

05

QC

.85

1.0

1.0

Dec.

1.6

1 A%

1 f\

1.25

1 Q

1 Q£

1 Q£

1.4

1.4

1.15

1.0

JAMES RIVER AT CARTERSVILLE, VA.

The gaging station at Cartersville, which is located at the highway 

bridge crossing the James between Pemberton and Cartersville, about 

50 miles above Richmond, was established January 1, 1899, to 

determine the flow of James River above Richmond for navigation 

and power.

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.

During severe winters the discharge at this station is affected for 

short periods by ice conditions. 

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. Conditions 

of flow change somewhat from year to year, necessitating three or 

four measurements annually to adequately define the discharge 

curve. This is due to the great range of stage and debris and sediment carried in the James. 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.

Discharge measurements of James River at Cartersville, Va., in 1907-1909.

Date.

1907. 

July 27.........

1908. 

April 28. .......

1909.

. Hydrographer.

R. G. Knight. .....................................

Width.

Feet. 

675

700

650

633

Area of 

section.

Sq.ft. 

1,790

3,150

1,660

1,170

Gage 

height.

Feet. 

1.76

3.63

1.91

1.09

Discharge.

Sec.-ft. 

3,220

6,420

2,700

1,470
JAMES EIVEE DRAINAGE BASIN. 35

Daily gage height, in feet, of James River at Cartersville, Va.,for 1909. 

[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.

8.38

7.45

6.18

8.20

12.22

10.68

8.98

7 Ml

6.20

5.32

4.88

4 41

4.17

4.14

4.25

K KK

6.86

7.45

6 64

6.68

6.84

7.74

8.12

7 T\

7.38

6.68

5.82

5.32

C 1 K

4.86

Feb.

4.52

3.86

3.75

3.70

3.66

3.55

3.45

3.42

7.02.

9.24

H OC

7.58

6.08

5.68

5.38

i ift

7 7B

7.68

6.05

6.86

7 48

8.98

8.32

Q -II

7 Pi9

Mar.

6.12

5.70

5.20

5.58

5.55

5.50

6.18

5.98

5.72

5.79 i >;<;

5.26

5.05

4.76

4.59

4.47

4.10

3.92

3 84

3 79

3.92

4.16

4.18

C Oft

Q QC

Q OA

6.15

5.58

Apr.

5.16

4.85

4.50

4.26

4.12

3.98

3.85

3.52

3.36

3.12

QIC;

3.20

6.15

11.95

15.68

9.02

7.98

6.22

5.62

1 9B

4 88

4.68

C AA

5.48

5.68

5.22

4.35

4.12

May.

4.75

6.00

5.80

6.82

5.18

4.68

4.34

4.04

3.81

3.63

3.98

A 19

5.55

4.78

4 22

3.88

3.52

3.38

3.06

2.88

S

^EL

8.10

11.60

Q (30

7.15

6 46

7.48

ft -AQ

7.80

6.88

5.28

June.

4.98

6.28

5.85

6.96

9.32

8.02

6.35

5.48

5.05

7.12

6.56

6 64

6.00

5.05

4.70

4.85

A Kft

5.35

5.58

C AC

3.48

3.32

3.14

3.01

2.98

3.00

9 OS

3

AQ

3.35

3 7ft

July.

3.32

3.45

3.50

3.30

3.05

2.86

3.10

3.18

2.98

3.15

2.92

2.42

2.22

2.26

2 19

2.08

2.02

1.94

1.82

1 79

1 84

1.72

1.58

1.52

1.50

1 40

1.60

1 01

1.66

1.58

Aug.

1.42

3.02

2.68

2.08

1.89

1.88

1.95

1.92

1.68

1.70

1.68

1.42

1.44

1.42

1.38

1.52

1.98

2.20

2.04

1.82

1.68

1.52

i 4ft

1.36

1.34

1.28

1.28

1.28

1 99

1.16

Sept.

1.18

1.14

1.10

1.04

1.01

1.06

1.02

1.06

1.10

1.46

1.96

1.66

1.36

1.20

1.31

1.32

1.38

1.55

1.88

2

QA

9 49

2.06

1 fiS

1.68

1.48

1.42

1.24

1.18

1.26

1.24

Oct.

1.24

1.18

1.08

1.06

1.04

1.06

1.08

1.06

1.06

1.06

1.04

1.28

2.68

3.10

2.58

2.27

2.18

1.64

1.51

1.50

1.36

1.38

1.38

1.34

1.36

1.35

1 34

1.28

1.28

1 9Q

1.28

Nov.

1.32

1.26

1.24

1.26

1.29

1.32

1.26

1.26

1.19

1.22

1.32

1.31

1.28

1.27

1.26

1.25

1.32

1.32

1.34

1.34

1.30

1.32

1.31

1.34

1.36

1.34

1.24

1.26

1.26

1.25

Dec.

1.24

1.22

1.18

1.16

1.18

1.26

1.28

1.34

1.38

1.42

1.36

1.32

1.40

4.78

5.84

6.18

4.26

3.44

2.98

2.54

2.26

2.29

2.02

1.88

1.54

1.54

1.72

1.75

1.58

1.48

1.40

NOTE. Ice in river December 22 to 31, but river was not closed over. 

Daily discharge, in second-feet, of James River at Cartersville, Va.,for 1907-1909.

Day.

1907. 

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.

12,400

16,900

14,000

11,400

10,700

8,740

8,120

7,360

6,720

7,020

6,900

7,020

6

7QA

8,070

9 400

13,600

17,900

18,000

17,100

14,900

11,100

8

QQA

7,590

7,480

6,780

6,210

5,550

5,590

5,880

Feb.

C QQA

6,720

6,560

6,490

6,620

6 900

6^620

6,320

6,030

7 240

8,070

8,360

8,670

8,360

8,020

7,780

7,240

6 QAft

6

OQA

6 440

6 3Qft

S Qftfi

5,660

5,290

7 080

7,310

7 ftftfi

Mar.

8,430

10,000

11,400

15 000

15^200

11 600

10 600

9 400

8,670

o 9/m

9 Cfift

10,000

i ^ ftnft

19 7ftft

17,200

17 Ptftft

14,600

12,500

11 000

10,000

19 4Aft

11 900

10*300

8 01 ft

8,070

7 -1 QA

6,950

6 490

5^880

5,880

Apr.

7 94ft

6,720

10 400

9 030

7 fi4ft

7,080

19 Vlft

19,600

34,400

40 900

34,000

22,300

17 400

1Q* 9HA

11,000

9

CQA

8 840

8

/lQft

8

Q-1A

7 SJOA

7,360

7,240

11 600

10,400

11 600

1ft Wl

9

OOA

8,670

May.

7,830

7 S^ft

8 31ft

7 640

7 5^0

6,950

14,500

19 ftftft

25,400

17 800

14,000

11,100

10,800

9 400

7 950

8,840

7 S3ft

7,130

6,560

5,770

S KQft

5,220

5,220

5

OQA

5,510

5 440

4' 740

4,800

June.

11,800

71,300

30,100

19 300

17,100

 IO CAA

12,400

11,800

11,700

16,200

1 3 Wl

19 QOft

OK jMVt

52,400

44 900

99? 3ftft

Ifi ftftft

19 ftftft

11,100

ft QQO

8 01 A

ft ADA

ft £>QA

ft goo

8,670

7 KQf\

& 7ftn

8 ft7ft

7 4ftft

July.

6,530

5,860

5,770

4,910

4,660

4,410

4,320

4,780

4,000

4 080

3

«AA

3 Ain

3 7fift

3

QAf\

3 7fift

3 9ftft

3 .440

3 440

3

OOA

S

Afift

4 040

3 79ft

3 9Sft

3,110

9 oan

2,920

2 980

2

AQA

2,530

2,860

Aug.

2

7KA

2 7Qft

2,510

2,860

2,490

2 1Qft

2 40ft

2,620

2,570

3,070

4 080

4' 200

4 600

4,620

3

KQA.

2

QOA

2

QAA

3

7AA

2

0ftA

2 490

2 600

2^670

2 ^1 ft

2 980

2 OQA

9 7Qft

3,320

3,860

3 952ft

2,750

2,490

Sept.

2,530

2 91ft

2

fiQA

6,170

8

KAA

4,490

2 640

2,670

2,820

2

AQA

2

7KA

3,130

3 d&n

4 240

3 240

3 i3ft

2

7KA

2 640

2

AQA

2,570

2,670

2 Q9ft

8 31ft

31,400

14,900

9

KOA

7,270

6 OQA

5

QAA

Oct.

4,780

4,320

4 240

3,640

3,320

3

1QA

2

QAA

2,750

2 Q4ft

2

QOA

2,670

2

0ftA

2 980

2,670

2 fton

2,670

2

*>KA

2,570

2

1 KA

2,170

2,280

2 080

2 91ft

2,170

2,020

2,070

2 91ft

2

AOA

2,670

2,710

2,280

Nov.

2 91ft

2,310

5,020

5,750

4,990

5,770

4,660

4,180

3,640

3

QAf\

4,490

6,300

6,490

5,220

4,660

4,530

4,280

7,180

7 080

6 OCA

8,310

10 000

23,,riOO

28,200

22,300

17 400

19 3Aft

10,200

7,830

Dec.

7,080

6,320

5,860

5,290

4,700

4,660

4 450

4,240

A Cftft

10,300

OQ OftA

26,400

91 ^ftft

21,300

22,300

17,700

1 3 ftftft.

1 3 ftflft

10,700

9 80

8 O1 A

7,780

19 flftft

oft AAA

04 ftftft

OK CAA

18 400

17 Rftft

16,200

12,300

14,300

NOTE. The daily discharges for 1907-1909 were obtained from two rating curves well defined below 

25,800 second-feet. Above this the rating has been extended by a study of the area and velocity curves. 

Discharges December 24 to 31,1909, were reduced 10 per cent because of slight ice conditions.
36 SURFACE WATER SUPPLY, 1909,, PART II.

Daily discharge, in second-feet, of James River at Cartersville, Va., for 1907-1909 Cont'd.

Day.

1908. 

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

1909. 

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.

14,800

14,400

12,200

10,600

11,500

10,600

10,600

41,000

21,100

15,800

11,800

54,000

63,300

30,900

22,500

17, 300

14,500

12,900

11, 100

10,100

9,110

8,570

7,640

6,750

8,730

8,390

8,130

8,730

7,360

22,800

20,200

17,200

13,400

19,600

33,700

28,100

22,200

17,100

13,400

10,900

9,660

8,420

7,790

7,710

8,000

11,500

15,400

17,200

14,700

14,800

15,300

18, 100

19,400

18,200

17,000

14,800

12,300

10,900

10,400

9,620

Feb.

6,800

7,040

7,180

6,870

6,560

6,610

7,040

6,700

6,320

6,220

6,560

6,560

8,570

14,900

35,800

61,900

64,700

29,700

21,800

21,200

17,800

14,800

13,200

10, 700

9,890

13,500

19,500

14, 400

13,100

7,010

6,750

6,630

6,530

6,270

6,040

5,970

7,920

15,900

23,100

22,400

17,600

13,100

11,900

11,100

12,700

18,300

17,900

13, 000

17 300

22,200

20,000

19,300

17,400

Mar.

12,200

10, 500

10,200

13,600

12,800

17,800

22,300

27,300

22,500

16, 500

13,100

11,800

9,860

9,570

9,320

9,650

11,400

12,800

13,200

13,000

11,600

9,240

9,000

8,310

8,620

13,200

12,000

10,600

11,500

13, 400

12,000

12,100

12,200

10,100

9,350

8,570

7,610

7,160

6,970

6,680

7,160

7,770

7,820

10,600

19,000

21,800

19, 800

15,900

11,600

Apr.

12,900

27,000

22,400

17,800

13,600

11,800

10,700

9,700

8,950

8,440

7,680

7,540

8,180

7,280

7,410

7,740

7,310

6,940

6 460

5,850

6,040

6,410

7,280

9,600

8,650

8,030

7,660

6,990

5,830

5,350

5,280

5,460

13,300

10 onfi

9,680

in nfifl

11,300

11,900

10,600

8,260

7,660

May.

8,080

7 480

7,660

7,410

7,140

7,410

12,000

19,000

22,500

13,400

9,950

8,340

7,330

6,440

5,690

6,270

7,710

9,780

19,600

23,500

20,500

16.600

13, 900

11,300

10, 100

9,860

11,600

9

qon

12,800

12,200

8,230

7,460

6,890

6,460

7,310

11,500

9,410

7,920

6,200

5,870

6,270

19,300

31,400

17,300

99 Afift

18,300

15,400

10 800

June.

8,260

7,210

6,750

12,000

16,800

12,500

14,200

10,200

8,290

7,820

7,480

6,630

6,530

6,850

15, 400

10,100

8,340

5,690

5,420

7,260

5,580

6,580

5,870

4,850

3,830

13,600

12,400

23,400

19,000

16,200

14,500

14,700

12,800

10,100

8,650

11 000

S

oon

5 ft4O

4 980

4,980

6,630

July.

3,810

4,850

3,950

4,350

3,950

3,750

4,560

5,240

4,850

4,560

4,190

2,940

2,670

2,650

2,440

2,030

1,940

1,890

1,810

1,810

1,880

2,450

4,560

4,470

4, 150

7,310

10,200

6,530

7,460

5,580

5 740

6,150

5,690

5,130

4,730

5,240

5,420

4,980

5,350

4,850

3,440

3,510

3,250

3,170

3,060

2 Qin

2,510

2,510

2,200

2,160

1,960

2,850

2,270

Aug.

4,500

3,790

2,980

2,610

2,720

2,630

2,450

2,580

2,560

3,850

3,360

3,250

4,350

3,300

2,510

2,220

2,160

1,890

2,510

2,470

1,940

1,730

1 Q3fi

39,900

25,200

15,900

U qnn

5,420

1,990

5,060

4,350

2,810

2,920

2,440

2,470

2,440

2,030

1,990

1 930

2,980

3,400

2,690

2,160

1 QfiO

1,890

1,790

1,760

1 660

l'570

Sept.

4,350

3,870

3,400

3,120

2,910

19,600

15, 400

8,700

5,740

4,560

4,030

3, 610

3,250

2,910

2,740

2,610

2,490

2,330

2,200

2,060

2,030

1,990

2,060

2,060

1,940

1,930

3,670

9,810

5,510

1,600

1,530

1,470

1,370

1,330

1,340

1,410

1,470

2,060

2,940

1,890

1,630

1,810

1,820

1,930

4,680

q oof)

3,130

1,690

1,730

1,690

Oct.

3,630

3,100

2,540

2,440

2,330

2,130

2,130

2,130

2,100

2,180

2,440

2,370

2,370

2,490

2,670

2,400

2,280

2, 130

1,960

1,990

1,960

1,980

1,990

2,560

6,680

13,200

8,260

6,820

10,300

19,600

20,300

1,690

1,600

1,440

1,410

1,370

1,410

1,440

1,410

1,410

1,410

1,370

1,760

4,350

5,240

4,150

3,530

3,360

2,150

2,130

1,890

1,930

1,930

1 860

1,890

1 880

1,860

1,760

1,760

1 760

Nov.

15,200

10,700

8,130

6,890

5,740

5,110

4,810

4,500

4,150

3,830

3,950

3,810

3,750

3,570

4,350

5,240

4,350

4,350

4,010

4,560

6,920

6,870

6,100

5,280

4,850

4,560

4,430

3,990

3,750

3,550

1,820

1,730

1,690

1,730

1,770

1,820

1,730

1,730

1,610

1,660

1,820

1,810

1,760

1,740

1,730

1,710

1,820

1,820

1,860

1,860

1,790

1,820

1,810

1 860

1,890

1,860

1,690

1,730

1,730

1,710

Dec.

3,360

3,550

3,360

3,060

3,230

3,360

7,160

9,240

6,340

5,350

5,350

6,870

8,970

8,080

8,180

6,920

5,970

5,350

4,980

4,770

4,560

4,500

4,810

4,890

5,690

6,100

7,160

8,680

9,890

13,600

17,700

1,690

1,660

1,600

1,570

1,600

1,730

1,760

1,860

1,930

1,990

1,890

1,820

1,960

9,410

12,400

13,400

8,030

6,010

4,980

4,070

3,510

3,570

3,060

2,510

1,980

1,980

2,260

2,300

2,040

1,890.

1,760

NOTE. The daily discharges for 1907-1909 were obtained from two rating curves well defined below 

25,800 second-feet. Above this the rating has been extended by a study of the area and velocity curves. 

Discharges December 24 to 31,1909, were reduced 10 per cent because of slight ice conditions.
ROANOKE RIVEft DRAINAGE BACItf. 37

Monthly discharge of James River at Cartersville, Fa., for 1907-1909. 

[Drainage area, 6,230 square miles.]

Month.

1907.

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

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

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

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

1908.

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

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

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

1909.

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

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

Discharge in second-feet.

Maximum.

18,000 

8,670 

17,500 

40,900 

25,400 

71,300 

6,530 

4,620 

61,700 

4,780 

28,200 

39,000

71,300

63,300 

64, 700 

27,300 

28,000 

23,500 

16,800 

10, 200 

39,900 

19,600 

20, 300 

15,200 

17, 700

64,700

33, 700 

30,200 

21,800 

47,300 

31,400 

23,400 

6,150 

5,060 

4,680 

5,240 

1,890 

13,400

47, 300

Minimum.

5,550 

5,290 

5,880 

6,720 

4,530 

7,480 

2,530 

2,190 

2,080 

2,020 

2,210 

4,240

2,020

6,750 

6,220 

8,310 

5/850 

5,690 

3,550 

1,810 

1,730 

1,930 

1,960 

3,550 

3,060

1,730

7,710 

5,970 

6,680 

5,280 

4,770 

4,980 

1,960 

1,570 

1,330 

1,370 

1,610 

1,570

1,330

Mean.

10,100 

6,930 

10,700 

13,600 

8,720 

18, 700 

4,000 

3,040 

7,280 

2,760 

8,130 

14,500

9,040

16, 900 

16, 100 

13, 100 

10, 200 

11,900 

7,940 

4,080 

5,600 

4,430 

4,560 

5,380 

6,480

8,890

15,500 

14,000 

11,500 

11, 700 

11,900 

10,400 

3,660 

2,460 

2,070 

2,110 

1,770 

3,490

7,550

Per 

square 

mile.

1.62 

1.11 

1.72 

2.18 

1.40 

3.00 

.642 

.488 

1.17 

.443 

1.30 

2.33

1.45

2.71 

2.58 

2.10 

1.64 

1.91 

1.27 

.655 

.899 

.711 

.732 

.864 

1.04

1.43

2.49 

2.25 

1,85 

1.88 

1.91 

1.67 

.587 

.395 

.332 

.339 

.284 

.560

1.21

Run-Off 

(depth in 

inches on 

drainage 

area).

1.87 

1.16 

1.98 

2.43 

1«61 

3.35 

.74 

.56 

1.30 

.51 

1.45 

2.69

19.65

3.12 

2.78 

2.42 

1.83 

2.20 

1.42 

.76 

1.04 

.79 

.84 

.96 

1.20

19.36

2.87 

2.34 

2.13 

2.10 

2.20 

1.86 

.68 

.46 

.37 

.39 

.32 

.65

16.37

Accuracy.

A. 

A. 

A. 

B. 

B. 

B. 

A. 

A. 

B. 

A. 

B. 

B.

B. 

B. 

B. 

B.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

B. 

B. 

A. 

B. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

B.

ROANOKE RIVER DRAINAGE 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. From 

this junction the river flows in a general southeasterly direction and 

empties into the Atlantic through Albemarle Sound in North Carolina. The total drainage area is about 9,200 square miles. The section 

of river extending from a short distance below Roanoke 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.
38 SURFACE WATER StlPfLY, 1606, PART II.

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

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

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

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

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

Gaston. The eastern part, which is known geologically 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 farming lands in the region. The surface is undulating, and the hills rise 

higher and higher toward the western margin. Altitudes within the 

basin range from sea level to 3,000 feet.

The Coastal Plain section of the basin is quite heavily timbered, 

and large quantities of timber and shingles are shipped. In the Piedmont Plateau area the proportion of forest covering has not been 

ascertained except for the area drained by -the Dan, in which there are 

extensive timbered areas.

The mean annual rainfall for the drainage basin within 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 five to sixteen years in length. In the Coastal Plain section the 

rainfall is somewhat greater, increasing toward coast line.

The drainage area of the Koanoke lies so far south the flow of the 

stream is relatively little affected by ice conditions.

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. a

The United States Geological Survey has maintained records of 

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

o Hydrography of Virginia: Bull. Geol. Survey Virginia No. 3, pp. 16&-167.
ROANOKE RIVER DRAINAGE BASIN. 39

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 of 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. No. 8, North Carolina Geol. Survey; 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.

The following gaging stations have been maintained in the Roanoke 

basin by the United States Geological Survey:

Roanoke at Roanoke, Va., 1896-1909.

Roanoke at Randolph, Va., 1900-1906.

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

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

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

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

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

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

Dan at Clarksville, Va., 1895-1898.

Banister at Houston, Va., 1904-5.

ROANOKE RIVER AT ROANOKE, VA.

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

Bridge in Roanoke, to determine the availability of the stream for 

water-power development and to obtain comparative data. 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 and Electric Company.

The nearest important tributary is Tinker Creek, which 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 discharge measurements are usually made. Crystal Spring is 

the source of water supply for the city of Roanoke.
40 SURFACE WATER SUPPLY, 1909, PART II.

The records indicate that the discharge is not materially affected 

by ice conditions.

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.

Discharge measurements of Roanoke River at Roanoke, Va., in 1909.

Date.

July 22<*. ......

July 23 6 .......

Hydrographer.

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

Width.

Feet. 

116

102

136

Area of 

section.

Sq.ft. 

185

251

251

Gage 

height.

Feet. 

0.90

1.00

1.29

Discharge.

Sec.-ft. 

136

151

274

a Measurement at Walnut Street Bridge.

& Measurement at Jefferson Street Bridge. Gage height on staff gage at Jefferson Street Bridge.

Daily gage height, in feet, of Roanoke River at Roanoke, Va.,for 1909. 

[C. C. Hogshead, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

1Q

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

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

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

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

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

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

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

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

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

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

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

Jan.

3.0

2.5

2.2

2.0

3.05

3.05

2.5

2.3

2.0

1.9

1.8

1.7

1.65

1.55

1.65

1.8

2.1

2.6

2.5

2.35

2.35

2.3

2.3

2.25

9 ft

1 9

1.85

1.75

1.65

1.5

Feb.

1.4

1.4

1.45

1.45

1.45

1.4

1.4

1 IS

1.45

3.1

2.4

2.0

1.95

1.8

1.7

1.6

1.5

1.6

1.6

1.5

1.6

2.0

9 ft

1 9

1 9

Mar.

2.0

2.1

2.15

9 1

2.05

2.2

2.25

2.1

1 7Q

1.75

1.65

1.58

1.5

1 45

1 45

1.4

1.65

1

Q

1.65

1.6

1.58

1.55

1.5

Apr.

1.48

1.48

1.45

1.35

1.3

1.25

1 99

1.22

1.2

7.5

3.5

2.6

2.0

1.75

1.7

1.7

1 65

1.65

1.6

1.6

1.6

1.5

1.7

May.

3.0

2.6

2.3

2.0

1.S5

1.75

1.65

1.6

1.5

1.8

2.0

1.8

1.55

1.5

1.45

1.4

1 o

6.65

3 7

Q C

3 1

3 0

4.2

4.6

3 1

2.5

2.2

2.0

June.

1.85

1.75

1.65

2.3

2.05

1.95

1.85

1.6

2.1

l.S

1.7

1.6

1.5

1.45

1.4

1.35

1.3

1.2

1 9

1 9

1.15

1.15

1.2

1 Q

July.

1.4

1.3

1.25

1.1

1.1

1.2

2.0

1.4

1.3

1.25

1.2

1.15

1.1

1.1

1.0

1.2

1.1

1.0

.95

95

.9

QO

9

.85

95

g

.9

95

Aug.

1.0

1.65

1.5

1.35

1.05

2.25

2.25

1.7

1.45

1.0

1.0

1.0

1.05

1.4

1.5

1.1

1.0

QE

QE

.75

QO

.8

.8

.7

.8

Sept.

0.8

.8

.75

.75

.7

.8

.8

.85

.85

1.45

1.2

1.0

.8

.85

.85

9

- Q

.8

QK

7E

QO

QO

.7

.8

Oct.

0.8

.8

.7

.8

.8

.65

.75

.75

.65

.75

1.7

1.75

1.7

1.5

1.1

1.0

.95

.8

.9

.9

.8

.85

.85

.7

.7

.8

.8

.8

Nov.

0 85

85

75

8

8

7

8

8

7

8

8

7

8

8

7

8

8

8

8

7

8

7

7

8

Dec.

0.8

.8

.8

.8

.8

.8

.8

.95

.9

.9

.9

.9

.9

1.5

1.2

1.0

.95

.9

.85

.8

.5

.4

.0

.6

.7

o

.5

.65

.6

NOTE. The flow was retarded from about December 21 to 31 by freezing conditions.
KOANORE EIVER DKAINAGE BASIN. 41 

Daily discharge, in second-feet, of Roanoke River at Roanoke, Va.,for 1909.

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.

1,660 

1,130 

850 

690 

1,720

1,720 

1,130 

940 

690 

620

550 

488 

459 

403 

459

550 

770 

1,230 

1,130 

985

985 

940 

940 

895 

810

690 

620 

- 585 

519 

459 

376

Feb.

326 

326 

351 

351 

351

326 

326 

317

351 

1,780

1,030 

690 

655 

550 

519

488 

430 

376 

430 

430

376 

376 

430 

690 

690

655 

620 

620

Mar.

690 

770 

810 

770 

730

850 

895 

850 

770 

730

585 

564 

544 

519 

459

419 

398 

376 

351 

351

351

326 

317 

279 

459

550 

459 

430 

419 

403 

376

Apr.

366 

366 

351 

326 

302

288 

279 

266 

258 

245

245 

237 

279 

7,630 

2,260

1,230 

850 

690 

585 

519

488 

488 

488 

459 

459

430 

430 

430 

376

488

May.

1,660 

1,230 

940 

690

585

519 

459 

430 

376 

550

690 

550 

459 

403 ~*376

351 

326 

302 

279 

302

6,480 

2,520 

2.260 

1,780 

1,660

3,180 

3,720 

1,780 

1,130 

850 

690

June.

585 

519 

459 

940 

730

655 

585 

430 

770 

550

488 

430 

376 

351 

326

302 

302 

302 

279 

279

258

237 

237 

237 

237

237 

218 

218 

237 

620

July.

326

279 

258 

200 

200

237 

690 

326

279 

258

237 

218 

200 

200 

183

166 

237 

200 

166 

151

151 

136 

145 

136 

110

123 

151 

136 

136 

136 

151

Aug.

166 

459 

376 

302 

183

895 

894 

488 

351 

183

166 

166 

166 

183 

326

376 

'258 

200 

166 

136

136 

136 

123 

123 

98

118 

110 

110 

110 

86 

110

Sept.

110 

110

98 

98 

86

110 

110 

123 

123 

351

237 

166 

110 

123 

123

110 

136 

136 

110 

136

136 

110 

136 

123

98

118 

118 

86 

110 

110

Oct.

110 

110 

86 

110 

110

75 

98 

98 

75 

98

488 

519 

488 

376 

200

166 

151 

110 

136 

136

110 

123 

123 

86 

110

110 

86 

110 

110 

86 

110

Nov.

123 

123 

98 

110 

110

86 

110 

110 

86 

110

110 

86 

110 

110 

86

110 

110 

86 

110 

110

86 

110 

110 

86 

110

110 

86 

110 

110

86

Dec.

110 

110 

110 

110 

110

110 

110 

151 

136 

136

136 

136 

136 

376 

237

166 

151 

136 

123 

110

NOTE. The daily discharges are based on a well-defined rating. The flow was retarded fey freezing 

from about December 21 to 31. The discharge for this period has been estimated at 40 second-feet per day.

Monthly discharge of Roanoke River at Roanoke, Va., for 1909. 

[Drainage area, 388 square miles.]

Month.

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

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

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

Discharge in second-feet.

Maximum.

1,720 

1,780 

895 

7,630 

6,480 

940 

690 

895 

351 

519 

123 

376

7,630

Minimum.

376 

317 

279 

237 

279 

218 

110 

86 

86 

75 

86

Mean.

838 

531 

542 

737 

1,210 

413 

210 

248 

128 

158 

103 

108

436

Per 

square 

mile.

2*. 16 

1.37 

1.40 1.90- 

3.12 

1.06 

.541 

.639 

.330 

.407 

.265 

.278

1.12

Run-off 

(depth in 

inches on 

drainage 

area).

2.49 

1.43 

1.61 

2.12 

3.60 

1.18 

.62 

.74 

.37 

.47 

.30 

.32

15.25

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B.
42 SURFACE WATEE SUPPLY, 1909, PART n.

YADKIN OB PEDEE BIVEB DBAINAGE BASIN.

DESCRIPTION.

Yadkin River, called Pedee River below the junction with the 

Uharie, rises on the eastern slope of the Blue Ridge Mountains 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 newer 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 was been developed.

The following special reports contain information regarding the 

hydrography of the Yadkin River basin:

Water power in North Carolina: Bull. No. 8, North Carolina Geol. Survey, pp. 

172-203; postage, 16 cents.

Water powers of North Carolina (in preparation): Bull. North Carolina Geological 

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 U. 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, D. C.
YADKIN OR PEDEE RIVER DRAINAGE BASIN. 43

The following gaging stations have been maintained in this 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., 1906-1909. 

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

YADKIN RIVER AT NORTH WILKESBORO, N. C.

This station, which is located at the lower highway bridge between 

Wilkesboro and North Wilkesboro, about one-half mile below North 

Wilkesboro railroad station and three-fourths mile below the mouth 

of Reddie River, was established April 10, 1903, and was discontinued 

June 30, 1909.

The flow at this station is at times and for a few days only affected 

by ice, and stored water at mills probably affects gage heights to some 

some extent.

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. Measuring conditions are poor. The bed of the stream is composed mainly 

of rock overlain in places with sand which shifts frequently. The 

right bank is low and subject to overflow, but all water must pass 

through the bridge approach. The left bank does not overflow.

No measurements have been made since 1907.

Owing to the unstable conditions of flow, monthly estimates as 

computed are liable to be considerably in error.

Daily gage height, in feet, of Yadkin River at North Wilkesboro, N. C.,for 1909. 

[Mrs. U. H. Wyatt, observer.]

Day.

1..........

3..........

4. .........

5..........

6..........

7..........

8..........

9.... .....

10.......... 

11..........

12..........

13..........

14..........

15..........

Jan.

1.6

1.5

1.4

1.5

4.6

3.5

2.6

2.15

2.0

1.8 

1.7

1.6

1.55

1.5

1.5

Feb.

1.05

1.35

1.25

1.25

1.2

1.45

1.3

1.3

1.3

3.2 

2.2

1.8

1.65

1.6

1.6

Mar.

1.95

1.95

1.9

1.8

1.65

2.0

2.1

1.9

1.9

2.55 

2.25

2.05

2.15

2.1

1.9

Apr.

2.0

1.9

1.85

1.8

1.7

1.6

1.6

1.6

1.7

1.5 

1.45

1.45

2.4

3.4

2.4

May.

4.6

2.7

2.15

1.9

1.8

1.7

1.6

1.6

1.5

3.9 

2.8

2.2

1.95

1.8

1.65

June.

1.9

1.8

2.2

11.4

4.9

3.3

2.75

2.5

3.7

2.8 

3.2

3.2

6.0

4.0

4.0

Day.

16..........

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25.......... 

26..........

27..........

28..........

29..........

30.......... ^>i

Jan.

2.15

3.1

2.45

2.15

1.9

1.8

1.7

1.65

1.6

1.5 

1.5

1.4

1.35

1.4

1.4

.9

Feb.

2.4

2.2

1.9

2.2

2.65

2.2

2.2

2.2

3.9

3.8 

2.8

2.4

2.1

Mar.

1.8

1.7

1.6

1.6

1.6

1.6

1.9

1.65

1.4

6.0 

3.2

2.5

3.6

2.85

2.4

2.2

Apr.

2.1

1.95

1.8

1.7

1.6

1.6

1.6

1.55

1.6

1.45 

1.45

1.5

1.5

1.4

2.1

May.

1.6

1.5

1.4

1.35

4.0

16.6

6.5

4.4

3.6

3.1

2.8

2.85

2.45

2.25

2.05

2.0

June.

3.1

4.6

4.0

2.9

2.65

2.5

2.45

2.4

2.65

2.4 

3.5

2.5

2.55

3.0

3.4
44 SURFACE WATER SUPPLY, 1909, PART II.

Daily discharge, in second-feet, of Yadkin River near North Wilkesboro, N. C., for 1909.

Day.

1.. ........

2..........

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

Jan.

1,080

1,010

950

1,010

3,710

2,670

1,480

1,360

1,220

1,140

1,080

1,040

1,010

1,010

Feb.

755

QOft

862

QCO

835

QSfi

890

890

890

2

Af\f)

1,520

1,220

1 080

l'o80

Mar.

1,320

1,320

1,280

1,220

1,110

1,360

1 440

1,280

1,280

1,820

1,560

1 400

1,480

1,440

1,280

Apr.

1 ^tfirt

1 9fin

1,250

1,220

1,140

1,080

1,080

1,080

1,140

1,010

980

QSfi

1,680

2,580

1,680

May.

3,710

1 950

1,480

1,280

1 140

1,080

1,080

1,010

3 040

2,040

1,520

1,320

1,220

1,110

June.

1,280

1,220

1,520

10,500

4,000

2,490

2,000

1,770

2,860

2,040

2,400

2,400

5,100

3,140

3,140

Day.

16..........

17..........

18..........

19

20..........

21..........

22..........

23..........

24..........

25. ........ .

26. .........

27..........

28..........

29..........

30

31..........

Jan.

1,408

2,310

1,720

1,480

1,280

1,220

1,140

1,110

1,080

1,010

1,010

950

920

950

950

680

Feb.

1,680

1,520

1,280

1,520

1,900

1,520

1,520

1,520

3,040

2,950

2,040

1,680

1,440

Mar.

1,220

1,140

1,080

1,080

1,080

1,080

1,280

1,110

950

5,100

2.400

l',770

2,760

2,080

1,680

1,520

Apr.

1,440

1,320

1,220

1,140

1,080

1,080

1,080

1,040

1,080

980

980

1,010

1,010

950

May.

1,080

1,010

950

920

3,140

15,700

5,600

3,520

2,760

2,310

2,040

2,080

1,720

1,560

1,400

1,360

June.

2,310

3,710

3,140

2,130

1,900

1,770

1,720

1,680

1,900

1,680

2,670

1,770

1,820

2,220

2,580

NOTE. These discharges are based on the rating curve used for 1907-8. As no measurements have been 

made since 1907, and owing to unstable conditions of flow, the results are liable to be considerably in error.

Monthly discharge of Yadkin River at North Wilkesboro, N. C.,for 1909. 

[Drainage area, 500 square miles.]

Month.

January ................................

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

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

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

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

Discharge in second-feet.

Maximum.

3,710 

3,040 

5,100 

2,580 

15,700 

10,500

Minimum.

680 

755 

950 

950 

920 

1,220

Mean.

1,320 

1,420 

1,550 

1,210 

2,300 

2,630

Per 

square 

mile.

2.64 

2.84 

3.10 

2.42 

4.60 

5.26

Run-off 

(depth in 

inches on 

drainage 

area).

3.04 

2.96 

3.57 

2.70 

5.30 

5.87

Accuracy.

C. 

C. 

C.

c. 

c.

c.

YADKIN EIVEE NEAE SALISBURY, N. C.

This station is located at Piedmont toll bridge, about 6 miles east 

of Salisbury, N. C., and 1,000 feet above the Southern Kailway 

bridge. It is about 5 miles below the mouth of South Yadkin River. 

The station was originally established September 24, 1895, and has 

been maintained partly at the present location at the toll bridge,, 

and partly at the Southern Railway bridge, where a second gage has 

been installed. From 1895 to May 31, 1899, and from 1903 to 1905, 

inclusive, published records of gage heights refer to the gage on the 

railroad bridge; the highway bridge was used from June 1, 1899, to 

December 31, 1902, and from January 1, 1906, to December 31, 

1909, when the station was discontinued. The relation between the 

two gages at low stages, as based on a comparison made during 1905 

and 1906, is as follows:
YADKIN OR PEDEE KIVEE DEAINAGE BASIN. 

Relation of gages on Yadkin River.

45

Gage at Southern Railway bridge ..... .feet. . 

Gage at Piedmont toll bridge .......... .do.. .

1.0 

1.46

2.0

2.22

3.0 

3.05

4.0 

3.92

5.0 

4.83

6.0

5.78

7.0

6.77

8.0

7.76

9.0

8.75

The datums of the chain gages remained unchanged during the 

maintenance of the station.

The left bank overflows for a short distance at extreme high stages; 

the right bank does not overflow. The bed of the stream is composed 

mainly of rock, but the collection of driftwood against the piers and 

of sand on the bed of the river causes variations in the relations 

between discharge and gage height. Records of discharge at this 

point are, however, fairly accurate.

Discharge measurements of Yadkin River at Salisbury, N. C., in 1909.

Date.

June 9......... 

Do........

Hydrographer.

E. H. Swett........................................ 

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

Width.

Feet. 

494 

495

Area of 

section.

Sq.ft. 

3,660 

3,890

Gage 

height.

Feet. 

5.75 

6.34

Discharge.

Sec^ft. 

15,700 

I»j700

Daily gage height, in feet, of Yadkin River near Salisbury, N. C.,for 1909. 

[J. T. Yarbrough, 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.

3.4

3.15

3.05

3.0

5.1

4.7

3.8

3.4

3.2

3.2

3 1

3.05

3.0

2.95

3.1

4.8

4.8

4.0

3.5

3.2

3.1

3.1

3 1

3.0

3.0

2.95

3 0

2.9

2.9

Feb.

2.7

2.7

2.9

2.85

2.85

2.8

2.9

2.95

2.9

3.55

4.1

3.75

3.15

3.1

3.1

3.1

3.15

3.2

3.1

3.2

3.4

3.35

3.5

3.9

5.2

47

3.8

3.5

Mar.

3.35

3.25

3.3

3.35

3.2

3.05

3.8

3.55

3.35

3.3

3.35

3.3

3.2

3.45

3.4

3.2

3.1

3.05

3.0

2.9

3.0

3.2

3.2

3.05

3.8

6.2

5.0

4.0

4.5

4.0

3.55

Apr.

3.3

3.25

3.15

3.1

3.1

3.0

3.0

3.0

2.95

3.1

2.95

2.9

2.9

5.4

5.9

4.2

3.55

3.3

3.2

3.1

3.1

3.05

3.1

3.3

3.2

3.0

3.0

3.15

q 1

3.3

May.

6.6

6.6

4.6

3.7

3.3

3 0

3.1

2.95 i n

3.1

3.7

3 d

q q

3.0

2.8

2.8

2.8

2.7

2.7

2.9

8.5

12.2

9 A

5.1

3.95

3.9

4.2

q o

3.35

3.2

June.

3.85

3.4

3.2

6.9

10.8

7.0

4.7

3.95

5.8

7.6

6.3

4 0

3.9

4.4

4.6

4.6

4 6

9.1

6.6

4.2

3.4

q oc

3.3

3

OC

q q

q q

4.7

3.8

July4.4

4.0

3.4

3.1

3.0

2.9 3.0-

3.4

3.2

2.95

2.9

2.85

2.95

3.2

3.0

2.85

2.7

2.7

2.65

2.6

2.6

2.5

2.7

2.8

2.6

2.5

3.5

5.0

5.0

4.1

3.35

Aug.

3.6

6.3

8.2

6.2

4.6

3.85

3.7

3.4

3.0

3.0

2.9

2.8

2.75

2.8

2.8

3.05

3.7

3.3

3.4

2.7

2.6

2.6

2.55

2.5

2.5

2.45

2.45

2.4

2.4

2.55

Sept.

2.5

2.3

2.4

2.2

2.35

2.4

2.4

2.4

2.45

2.5

2.5

2.45

2.4

2.3

2.35

2.35

2.7

3.4

3.0

2.9

2.7

2.5

2.5

2.8

9 7

2.55

2.5

9 m\

9 Q

9 ^

Oct.

2.35

2.3

2.25

2.3

2.25

2.3

2.35

2.3

2 2

2.3

2.3

2.6

3.25

2.6

2.6

2.6

2.55

2.55

2.35

2.4

2.4

2.4

2.4

2.5

2.65

2.45

2.4

2.35

2

qe

9 3

2.35

Nov.

2.4

2.3

2.35

2.35

2.3

2.3

2.3

2.35

2.25

2.4

2.7

2.6

2.45

2.4

2.4

2.35

2.4

2.4

2.35

2.3

2.3

2.4

2.3

2.4

2.4

2.3

2.25

0 3

9 3

2.4

Dec.

2.3

2.25

2.2

2.2

2.3

2.3

2.2

2.55

3 i

2.6

2.4

2.4

2.6

4.2

4.2

3.2

2.8

2.6

2.55

2.5

2.5

2.4

2.4

2.3

2.4

2.55

2.5

2.4

2.4

2.1

1.95
46 STJKFACE WATEE SUPPLY, 1909, PAET II.

Daily discharge, in second-feet, of Yadkin River near Salisbury, N. C.,for 1909.

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.

5,740

4,880

4,560

4,400

7,020

12,600

10,800

7,210

5,740

5,050

5,050

4,720

4,560

4,400

4,240

4,720

11,300

11,300

7,980

6,100

5,390

5,050

4,720

4,720

4,720

4,400

4,400

4,240

4,090

4,090

Feb.

3,500

3,500

4,090

3,940

3,790

4,090

4,240

4,090

6,280

8,370

7,020

4,880

4,720

4,720

4,720

4,880

5,050

4,720

5,050

5,740

5,560

6,100

7,590

13,000

10,800

7,210

6,100

Mar.

5,560

5,220

5,390

5,560

5,050

4,560

7,210

6,280

5,560

5,390

5,560

5,390

5,050

5,920

5 74ft

5,050

4,720

4,560

4,090

4,400

5,050

5,050

4,560

7,210

17,700

7,980

7,980

6,280

Apr.

5,390

5,220

4,880

4,720

4,720

4,400

4,400

4,400

4,240

4,240

4,090

4,090

13,900

16,300

8,770

6,280

5,390

5,050

4,720

4,720

4,560

4,720

5,390

5,050

4,400

4 400

4^880

5,390

May.

19,700

19,700

10,400

6,830

5,390

5,050

4,720

4,240

4,400

4,720

6,830

7,590

5,390

4,400

3 7Qfi

3 7Qfi

3,790

3,500

3,500

4,090

29,800

54,400

12,600

9,170

7,780

7,590

8,770

5,560

5,050

June.

7,400

5,740

5,050

21,200

44,700

21,700

10,800

7,780

15,800

24,800

18,200

11,700

7,590

9,580

10,400

10,400

10,400

33,400

19,700

8,770

6,460

5,740

5,220

5,390

5,220

5,390

5,390

5,390

7,210

July.

9,580

7,980

5,740

4,720

4,400

4,090

4,400

5,740

5,050

4,240

4,090

3,940

4,240

5,050

4,400

3,940

3,500

3,500

3,360

3,210

3,210

2,930

3,500

3,790

3,210

2,930

6,100

12,200

12,200

8,370

5,560

Aug.

6,460

18,200

28,000

17,700

10,400

7,400

6,830

5,740

4,400

4,400

4,090

3,790

3,640

3,790

3,790

4,560

6,830

5,390

5,740

3,500

3,210

3,210

3,070

2,930

2,930

2,800

2,800

2,660

2,660

2,800

Sept.

2,930

2,400

2,660

2,150

2,530

2,660

2,660

2,660

2,800

2,930

2,930

2,800

2,660

2,400

2,530

2,530

3,500

5,740

4,400

4,090

3,500

2,930

2,930

3,790

3,500

3,070

2,930

2,530

2,400

2,400

Oct.

2,530

2,400

2,280

2,400

2,280

2,400

2,530

2,400

2,150

2,400

2,400

3,210

5,220

3,210

3,210

3,210

3,070

3,070

2,530

2,660

2,660

2,660

2,660

2,930

3,360

2,800

2,660

2,530

2,530

2,400

2,530

Nov.

2,660

2,400

2,530

2,530

2,400

2,400

2,400

2,530

2,280

2,660

3,500

3,210

2,800

2,660

2,660

2,530

2,660

2,660

2,530

2,400

2,400

2,660

2,400

2,660

2,660

2,400

2,280

2,400

2,400

2,660

Dec.

2,400

2,280

2,150

2,150

2,400

2,400

2,150

3,070

4,720

3,210

2,660

2,660

3,210

8,770

8,770

5,050

3,790

3,210

3,070

2,930

2,930

2,660

2,660

2,400

2,660

3,070

2,930

2,660

2,660

1,910

1,570

NOTE. These discharges are based on a rating curve that is fairly well denned.

Monthly discharge of Yadkin River near Salisbury, N. C.,for 1909. 

[Drainage area, 3,400 square miles.]

Month.

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

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

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

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

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

August ............. .^..... ............

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

Discharge in second-feet.

Maximum.

12,600 

13,000 

17,700 

16,300 

54,400 

44,700 

12,200 

28,000 

5,740 

5,220 

3,500 

8,770

54,400

Minimum.

4,090 

3,500 

4,090 

4,090 

3,500 

5,050 

2,930 

2,660 

2,150 

2,150 

2,280 

1,570

1,570

Mean.

5,890 

5,630 

6,280 

5,600 

10,200 

12,200 

5,130 

6,030 

3,000 

2,750 

2,580 

3,200

5,710

Per 

square 

mile.

1.73 

1.66 

1.85 

1.65 

3.00 

3.59 

1.51 

1.77 

.882 

.809 

.759 

.941

1.68

Run-off 

(depth in 

inches on 

drainage 

area.)

1.99 

1.73 

2.13 

1.84 

3.46 

4.00 

1.74 

2.04 

.98 

.93 

.85 

1.08

22.77

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

YADKIN RIVER NEAR PEDEE, N. C.

This station is located near Pedee, N. C., about 1,500 feet below 

the dam of the Buckingham Power Company. 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,
YADKIN OK PEDEE EIVEK DRAINAGE BASIN. 47

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 and 1909 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 ferry boat 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.

Computations of daily discharges for 1906 to 1909 have been based 

on a rating curve defined by measurements made since November 13, 

1908, on the assumption that the measuring conditions have remained permanent throughout the entire period. Estimates for the 

earlier years are liable to some error. 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 1908 and 1909.

Date.

1908.

1909. 

July 21.........

July 22

September 30...

October 12.....

Hydrography.

M. R. Hall .........................................

W. P. Snow. . ......................................

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

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

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

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

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

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

W. S. Ide. .........................................

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

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

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

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

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

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

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

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

Width.

Feet. 

920

Area of 

section.

Sq.ft. 

5,760

4,230

4,220

3,620

3,860

3,810

3,790

3,700

3,760

3,710

Gage 

height.

Feet. 

89.70

91.0

89.4

88.6

88.26

88.26

89.7

88.82

87.86

87.77

87.47

87.46

87.42

87.38

87.34

87.32

87.33

Discharge.

Sec.-fi. 

8,900

11,900

7,930

5,550

6,070

8,610

6,320

4 1 f^n

4

-IOA

2.990

3,600

3,650

2,860

3,390

3

 MA

Daily gage height, in feet, of Yadkin River near Pedee, N. C.,for 1906-1909. 

[C. M. Furman, jr., observer.]

Day.

1906. 

1. ......

2.......

3.......

4.......

6.......

6.......

7.......

8.......

9.......

10.......

11.......

12.......

13.......

14. ......

16. ......

Aug.

88.55

88.35

88.35

89.0

90.2

91.2

Sept.

101.65

97.1

91.9

94.1

92.5

91.0

89.96

89.65

89.25

89.0

88.9

88.76

89.1

90.05

90.65

Oct.

89.3

89.25

QQ OC

90.5

92.0

90.95

89.85

89.65

88.75

88.6

88.75

88.55

88.45

88.45

Nov.

88.6

88.65

88.5

88.5

88.4

88.45

88.35

88.35

88.35

88.25

88.3

88.35

88.3

Dec.

88.45

88.35

88.35

88.4

88.25

88.2

88.35

88.3

88.3

88.2

88.6

90.3

89.55

88.95

88.55

Day.

1906. 

16. ......

17.......

18.......

19.......

20. ......

21.......

22.......

23. ......

94

25.......

26.......

27.......

28.......

29.......

30. ......

31.......

Aug.

94.2

94.7

94.35

92.45

92.35

91.7

92.2

91.35

90.15

94.45

91.1

96.75

96.0

102.35

Sept.

88.65

88.95

89.35

89.85

89.25

89.45

90.05

89.35

89.35

88.55

88.4

88.65

88.8

Oct.

88.3

88.25

88.3

91.7

97.15

96.45

91.45

90.9

90.2

89.65

89.4

89.2

88.95

88.8

88.8

88.7

Nov.

88.35

88.45

88.45

88.35

90.1

94.6

91.65

89.8

89.4

89.0

88.85

88.8

88.5

88.55

88.5

Dec.

88.5

88.4

CO K

89.05

89.9

90.6

90.5

89.75

89.15

88.8

88.4

88.2

88.4

88.85

89.0

89.0
48 SURFACE WATER SUPPLY, 1909, PART II.

Daily gage height, in feet, of Yadkin River near Pedee, N. C.,for 1906-1909 Continued.

Day.

1907. 

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

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

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

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

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

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

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

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

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

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

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

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

U. ..............

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

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

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

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

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

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

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

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

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

2i.. .............

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

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

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

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

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

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

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

1908.

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

1909. 

]...............

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

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

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

Jan.

91.65

Q4. 1

91.45

90.3

89.65

89.35 

89.05

88.95

88.85

QQ 7C

88.65

88.55 

88.55

88.5

88.5

88.4

OQ q

88.3

88.3

OQ q

88.2

88.3

OQ "I

88.05

88.05

88.2

oe 9

88.1

88.2

88.0

OQ n

QA Q

09 1

90.75

QQ QC

93.1

93.85

100.15

98.8

93.85

91.45 QQ P;

101.35

QQ ftC

Qq "I K

91.4

90.5

90.05

89.7

89.4

89.2

89.1

88.9

88.75

88.6

Oo Q

90.25

89.65

89.15

88.75

90.3

89.85

89.3

89.05

89.0

Feb.

88.1

OQ 9

88.2

88.35

89.95

90.15 

89.6

OQ 9C

88.75

88.75

OQ QC

89.1

OQ AX

88.5

88.4

88.3

OQ 9

«a 1

88.05

OQ q

92 2

Q1 9P»

89 2

QQ Q

oft ft

01 s

91 6

91.15

Ql QC

Q4 K.

Ql 7

QA q

89.55

89.4

QQ 7

90.05

89.55

QQ 9C

90.65

94 05

QA K

97 2

QQ Q

101.6

100 2

QA RK

Q9 a

95.0

QT AK

91.95

on QK.

90 45

90.05

89.9

90.45

90.55

90.25

88.5

88.35

88.15

88.4

88.4

Mar.

90.35

90.4.5

91.15

90.9

90 1

89. 35 

89.0

88.45

QQ 1

89.15

OQ Q

90.45 

89. 85

89.25

89.85

QO n

90 8

89.75

QQ 0

89.05

QQ QC

88.7

88.5

QQ 9

88.25

QQ "I

88.15

88.1

QQ AC

QQ Q

89.55

89.6

89 5

89 4

89.55

QA q

90 25

89.6

90.15

QQ QC

92 6

Qq a

Ql C

90.45

89 9

QQ C

QQ q

89.15

Q9 A

QA fC

93.0

QQ P»

1AA 9C

95.85

92.25

Ql n

QA 9

89.8

QQ 7

89.8

QQ C

89.4

89.55

89.65

Apr.

88.15

89.25

QQ Q

88.5

QQ "I

88.3

Oft 4

92.65

90.85

89.65

89. 16

88.85

QQ CC

QQ C

QQ qc

88.25

QQ 1

QQ 1

QQ 9

QQ 9

QQ Q

QQ C

91 3

90.65

89.55

89.55

90.3

89.55

89 4

QQ A

91.05

Ql 1

QQ QC

89.45

QQ 9K

QQ 9

89.1

QQ QC

QQ QC

QQ 7C

QQ C

QQ err

QQ QC

Oft S

90.5

QQ Q

QQ 9

89.05

88.85

SS fiS

QQ KC

QQ CP;

QQ 7

QQ QC

89 4

88.85

88.8

QQ 7

QQ 9

89 1

<3Q QC

88.8

May.

89.1

QQ Q

88.8

89. 55

89.45

89.05 

88.9

88.6

88.8

89 3

90.0

89.5

QQ Q

88.45

88.25

88.1

QQ 1

88.15

88.05

07 Q

87.7

Q7 7

87.6

fiT "7

88.55

QQ 7C

QQ A

88.6

S7.95

07 O

90 4

89.35

88.75

88.6

88.45

88.45

88.45

90 1

OQ a

88.85

88.65

88 4

QQ OK

530 9

QQ -I

QQ n

88.1

88.4

89.85

QQ Q

90.1

QQ 9C

89.2

QQ Q

88.65

OQ 9

88 2

88.05

88.0

88.15

94.8 QQ ft

QK 9

91 1

89.85

June.

91.0

96.75

QC Q

93.0

Oft ft

80.05 

88.85

88.45

88.4

QQ 9

Q9 4

94.7

Q9 QC

95. 35

92.75

QA QC

S9 6

88.95

88.55

QQ q

88.4

88.45

Si. 6

QQ 7

89.6

89.05

QQ C

QQ q

Ql 9.

90.75

88.35

Q7 QC

87.8

Q7 QC

89.1

Q9 1

89.75

QQ 7C

88.45

QQ 9

QQ 9K

QQ 7C

88.5

QO 1

QQ QC

QA n

89.25

QQ qc

QQ "I

88.0 QQ n

CQ qe

88.65

88.4

OQ 1

89 1

88.4

88.15

87.85

89.0

QQ 7

on o

07 QP;

101.95

July.

91.3

89 9

<3Q QC

89.1

QQ CC

88.25 

88.5

88.25

88.15

87.75

87.75

87.65

07 cc

90.95

Ql 9

89.5

88.5

88.8

<3Q Q

QQ 7

QQ q

87.55

87.45

527 cc

88.65

QQ 9C

87.65

07 cc

07 QE

87.65

"so ft

Q4. 7

94.55

Q4 ^

92.75

Ql 9

90 2

QA QC

QA QC

SQ AK

QQ 7C

QQ 9C

QQ A

QQ 9C

87.8

07 ff

87.6

07 7C

87.75

91.65

Ql A

ftS Q

QQ 7

&Q A

QQ q

88.35

88.95

88.4

90.35

91 9

QA OK

89 4

88.95

Aug.

87 9

07 7

87.6

89.1

87.6 

87.8

07 7C

07 A

Q7 7

88.35

89.25

OC o

87 9

87.85

87 9

87.65

87.95

OQ n

07 KK

87.55

87.4

07 q

87.15

Q7 1

87.05

Q7 A

QQ 7

OQ qc

87.85

527 7

87.6

87.85

89.55

QQ ft

90.35

QQ q

88.65

85.0

Q7 QC

07 7

87.6

87.6

07 c

07 7

on n

QQ Q

Oft ft^

89.15

96.7

116.3

117.0

108.7

Q7 9P»

Oft 9P»

89.55

no 7

101.35

95.0

Sept.

87.0

86.85

OA Q

87.3

88.15

87.55 

88.3

Q7 7

87.2

Q7 A

87.15

87.35 

88.5

88.05

87.45

Q7 1

87.05

87.05

86 9

86 9

86 9

Sfi Q

87.4

87.45

94 0

Oft ^

OQ 7

88.05

QQ Q

QQ C

89.0

88.8

QQ C

QQ qK

Qq 9C

93 8

92.95

92.5

QA QK

89.45

OQ C

88.35

QQ 9

QQ 1 C

P.7 Q

Q7 QK

87.85

Q7 7K

Q7 7K

87.75

87.75

87.65

87.6

87.65

87.55

87.6

89.35

89.25

87.85

07 fi

527 KPI

87.4

87.35

Oct.

88". 75

88.3

87.75

87.55

87.5

87.45 

87.3

87.35

87.3

87.35

87.35

87.3 

87.15

87.05

86.95

87.15

87.0

87.05

87.0

87.05

86.95

86.^

87.05

87.0

Q_7 f\

87.0

87.0

Sfi QC

86.95

87.3

07 q

88.65

88.1

87.8

527 7

87.6

87.6

87.6

87.55

87.6

93.05

94.15

Qq a

90 45

89.05

QQ KC

QQ 9K

88.1

88.0

87 9

07 Q

87.85

87.75

QQ qc

97.5

95 45

94.55

Ql 9

M q

95.15

96.8

Q4 7

87.4

87.4

87.4

Q7 QC

87.3

Nov.

87.15

87.15

87.2

87.15

87.85

87.55 

87.35

87.25

87.2

87.2

87.15

87.35

8 "7 qc

87.4

87.3

87.3

87.3

87.2

87.45

87.95

87.85

88.65

92.05

96.65

96.65

QA A

88.6

88.9

88.85

Q9 ftp;

90.6

89.8

QQ A

QQ C

89.2

<3Q Q

88.7

88.6

88.6

88.45

88.55

89.65

89.35

QC A

OJ. ft

Qi q

90.15

89.45

89.1

88.9

88.7

88.55

88.6

QQ C

88.5

88.45

88.4

88.4

88.3

87.4

87.45

87.45

87.4

Dec.

88.55

OQ q

87.95

527 Q

87.85

87.75 

87.75

87.65

87.75

Ql OK

91.25

89.95

94.75

QO 7

QA Q

92 8

91 0

QA A

QQ q

520 QK

88.65

Q9 1

99 6

QQ O

no c

01.05

90.05

89.5

93. S

QQ OK

88.4

QQ A

88.6

QQ C

QQ q

QQ O

QQ q

88.65

90.65

QQ 7

89.05

QQ CC

QQ Q

QQ q

88.8

88.65

88.55

88.5

88.5

88.4

90.65

101.8

101. 15

95.4

91.7

90.85

QA AC

89.6

89.35

89.65

87.25

07 qc

87.35

07 A

87.3
YADKIN OR PEDEE EIVEE DEAINAGE BASIN. 49 

Daily gage height, in feet, of Yadkin River near Pedee, N. C.,for 1906-1909 Continued.

Day.

1909. 

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.

QQ QC

91.4

90.75

89.75

89.25

89.05

89.0

88 9

88.9

89.0

89.7

92.4

92.8

91.8

89.9

89.6

89.3

89.05

89.0

89.0

88.85

88.8

88.65

88.6

88.6

Feb.

88.55

88.85

88.85

88.7

92.2

91.85

90.5

89.75

89. 35

89.3

89.3

CQ 9

89.2

90 1

90.0

89.95

91.65

93.3

92.25

92.55

90.3

.......

Mar.

CQ OK

89.8

90.6

90.0

89.8

89.65

90.0

90.3

89.75

89.3

89.0

88.85

88.6

88.6

88.9

89.1

89.0

88.9

91.6

90.9

91.65

91.2

90.3

Apr.

88.75

88.55

88-. 55

88.55

88.6

88.5

88.45

88.6

92.15

91.85

90.2

88.95

88.8

88.65

88.55

88.55

88.55

89.05

88-85

88.6

88.35

88.65

88.65

May.

CQ OK

88.9

88.65

88.5

88.5

89.45

89.45

88.75

88.4

88.25

88.2

88.2

88.0

88.2

95.45

100.65

95.65

91.45

90.5

on 7%

90.85

90.7

90.0

89.25

June.

99 9

94 0

91.4

90.6

CM 1 K

94 8

92 65

Q1 1C

91.8

91 65

Q9 1 ^

97.15

QO C

90.55

CQ 7

89.2

89.15

CQ 1

QO OK

90.55

91 4

July.

CO 7K

88.6

88.95

89.3

88.65

88.45

CO >

88.75

89.65

88.95

89.05

88.35

88.2

cc 9

87.9

07 c

87.75

88.05

88.35

87.95

on A

on **

91.7

91 2

90.1

Aug.

Q-f 7E

90.9

89.65

89.1

89.45

88.8

OQ 7

89.0

90.35

89.5

89.5

89.75

89.2

CQ C

88.25

88.05

87.85

87. 85

87.75

07 7

87.65

87.7

87.65

88.65

87.75

Sept.

87.35

87.5

87.5

87.55

87.6

87.6

87.5

87.45

87.45

87.75

89.1

89.8

88.65

88.2

87.85

89.95

89.2

88.55

88.05

87.75

87.55

87.45

Oct.

C7 A

87.35

87.45

87.45

87.35

87.35

88.85

88.1

87.8

88.1

87.95

87.7

C7 AK

87.45

87.65

87.65

87.8

87.9

87.65

87.45

87.45

07 A

87.45

Nov.

07 A

87.5

87.65

87.6

87.5

87.5

87.75

88.0

87.7

87.6'

87.5

87.5

87.5

87.45

87.5

87.4

87.3

87.4

87.4

87.35

87. 45.

87.35*

87.35

87.3

87.3

Dec.

87.3

87.3

87.35

87.4

87.45

87.9

87.65

87.6

89.4

90.7

90.15

89.0

88.35

88.0

87.95

87. J9

87.75

87.6

87.5

87.5

87.7

88.05

88.0

87.65

87.45

87.1

Daily discnarge, in second-feet, of Yadkin River near Pedee, N. C.,for 1906-1909.

Day.

1906. 

1. ......

2.......

3. ......

4.......

5.......

6.......

7. ......

8.......

9.......

10.......

11.......

12.......

13.......

14.......

15.......

Aug.

5,820

5,360

5,360

6,120

6,880

9,900

12,500

Sept.

14,400

12,000

9,250

8,220

7,480

6,880

6,640

6,280

7,120

9,510

11,100

Oct.

7 600

7,480

7,480

10,700

14,700

11,900

8,990

8,480

7,480

6,280

5,930

6,280

5,820

5,580

5,580

Nov.

5,930

5,820

5,700

5,700

5,470

5,580

5,470

5,360

5,360

5,360

5,140

5,240

5,360

5,240

5,470

Dec.

5,580

5,360

5,360

5,140

5,140

5,360

5,240

5,240

5,020

5,930

10,200

8,220

6,760

5,820

Day.

1906. 

16.......

17.......

18.......

19

20.......

21.......

99

00

24. ......

9C

26. ......

27.......

oc

29. ......

30.......

31.......

Aug.

10 Qftn

12,900

9,770

19 *?nn

Sept.

8,570

6,040

6,760

7,720

8,990

7,480

9,510

7,720

7,720

5,470

6,040

6,400

Oct.

5,140

5,240

10 onn

11,700

9,900

8,480

7,850

7,360

6,760

6,400

6,400

6,160

Nov.

5,360

5,580

5,580

5,360

9,640

8,860

7,850

6 880

6,520

6,400

5,700

5,820

5,700

Dec.

5,700

5,470

5,700

7,000

9,120

10,900

10,700

8,730

7,240

6,400

5,470

5,020

5,470

6,520

6,880

6,880

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1907.

13,800

10.

13,200

10,200

7,720

7,000

6,760

6,520

6,280

4,810

5,020

5,020

5,360

9,250

9,770

8,350

7,480

6,280

6,280

10,300

10,600

12,400

11,700

9,640

7,720

6,880

5,580

7,120

7,240

4,920

7,480

6,640

5,700

4,810

5,240

10,400

11,600

7,120

6,400

6,400

8,220

7,980

7,000

6,640

5,930

6,400

7,600

12,000

10,900

8,100

6,520

5,580

5,470

5,020

12,800

9,120

6,760

7,120

6,520

5,140

5,700

5,140

4,920

4,110

4,400

4,020

3,830

7,120

4,110

3,830

4,200

4,110

4,400

4,020

2,820

2,600

2,540

3,300

4,920

3,740

5,240

4,020

3,140

2,820

6,280

5,240

4,110

3,740

3,650

3,560

3,300

3,390

3,300

3,390

3,060

3,060

3,140

3,060

4,300

3,740

3,390

3,220

3,140

3,140

5,820

5,240

4,500

4,400

4,300

4,110

4,110

3,920

4,110

6,040

55901 9 WSP 262 10 4
50 SURFACE WATER SUPPLY, 1909, PART II.

Daily discharge, in second-feet, of Yadkin River near Pedee, N. C.,for 1906-1909 Cont'd.

.. .._ T 

Day.

1907. 

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

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

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

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

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

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

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

is

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

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

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

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

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

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

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

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

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

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

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

30

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

1908. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

1909. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

6,040

5,820

5,700

5,240

5,240

5,240

5,240

5,020

5,240

4,810

4,700

4,700

5,020

5,020

4,810

5,020

4,600

4,600

11,300

9,250

13,200

13,100

9,510

8,600

7,850

7,360

7,120

6,880

6,280

5,930

6,640

10,000

8, 480

7,240

6,280 

10 200

7,600

7,000

6,880

8,990

13,100

11,300

8,730

7,480

7,000

6,880

6 640

6,640

6,880

Feb.

6,760

5,580

5,700

5,240

'5,020

4,810

4,700

5,240

12,700

7,360

6,400

9,380

14,'200

12,400

13,900

10,200

8,220

7,850

8,600

8,220

7,480

11,100

11,900

10 600

9,510

9,120

10,600

10,800

10,000

5,700

5,360

5,470

5,470

5,820

6,520

6,520

6,160

10,700

8,730

7,720

Mar.

9,120

10,600

8,990

8,990

11,500

7,600

7,000

6,520

6,160

5,700

5,020

5,140

4,920

4,810

4,920

4,810

4,700

9,120

8,220

8,350

8,100

7,850

8,220

10,200

10,000

8,350

9,770

8,990

13,400

10,600

9,120

7,600

7,240

14,700

12,000

10, 200

8,600

8,100

7,850

8,220

8,480

7,480

8,860

10,900

9,380

10 300

7 QCA

9 380

10,200

Apr.

6,520

5,700

*; im

4,810

4,810

7 600

6,400

5,700

11,100

8,220

10,200

8,220

7,850

7,850

12,100

12,300

9

OK/V

7,980

7,480

7,360

7,120

6,520

6,280

5,930

5,930

7,720

n

KftA

10,700

7,600

7 000

5,820

5,820

6,160

6,520

7 600

7,120

6,760

6,400

6,280

5,820

5,820

5 con

5,700

5

QQf\

May.

9

qon

8,100

6,400

5,580

5,140

4,810

4,810

4,920

4,700

4,020

6,280

5,470

4

Knn

7,000

7,720

6,280

5,930

5,580

5,580

9 640

8 OKA.

6,520

6 run

5,470

5,360

4,810

4,600

4,810

5,470

8,860

Q tuift

7,480

7 ^firt

6 640

5,240

5,020

4,700

4,600

4,920

8 QQA

7,480

6,640

6,040

5,700

5,700

6,280

7 QSA

7,980

5,470

June.

11,900

8,350

6,760

5,820

5,240

5,470

5,580

5,930

6,160

8,350

7,000

5,700

5,240

12,800

11,300

4,500

4,200

4,300

7,120

8,730

6,280

5,580

5,020

5,140

6,280

5,700

7,120

5,470

6,520

9,380

5,360

4,810

4,600

6,880

7,720

5,470

7,120

5,470

4,920

4,300

6 880

S Gfift

7,360

13,100

10,900

12,400

11,100

14,200

July.

4,110

3,920

4,300

12,500

8,100

5,580

5,700

6,640

6,160

5,240

3,740

3,560

3.740

6 ("MA

5,140

3,920

3,740

4,300

4,110

8,350

19 ^ioft

9

QAA

11 600

10,300

6,280

5,470

5,140

5,470

5,140

4,200

4,110

3,830

4,110

4,110

13,800

14 400

6,640

6,160

5,360

6,760

5,470

14,400

7,850

6,760

6 280

6,760

7 goo

7 000

5,580

5,240

6,280

8,480

Aug.

4,400

4,300

4,400

4,110

3

QOA

4,500

6,280

4,600

3,740

4,300

3,740

3,920

3,480

3,300

3,060

2,980

2,820

5,360

4,300

3,830

4,300

8,220

8,350

10,300

7,600

6,040

4,300

4,110

4,020

3,830

3,650

9,380

9,120

9,510

7,240

10,000 

8,220

14,000

11,700

7,120

6,400

6,160

6,880

10,300

Sept.

3,390

5,700

3,560

2,980

2,900

2,900

2,680

2,680

2,680

2,680

3,560

10,200

6,160

4,700

6,400

7

AAA

6,880

6,400

5,700

5,360

7,980

5,700

5,360

4,920

4,400

4,300

4,300

4,110

4,110

4,110

4,110

3,920

3,920

3,740

3,830

7,720

9,380

7,480

4 300

S

oon

3,480

3,650

3,650

3,650

3,740

3,830

3,830

3,650

3,560

Oct.

3,300

3,060

2,750

3,060

2,820

2,820

2,900

2,750

2,680

2,820

2,820

2,820

2,820

2,750

2,750

3,300

3,300

6 ft4ft

4,810

4,200

4,020

3,830

3,830

3,830

3,740

10,600

5,820

5,140

4,810

4,600

4,400

4,300

4,110

5,360

10,200

3 4Sft

3,480

3,480

3,390

3,300

3,480

3,390

3,560

S

oon

3

QQA

6,520

4,810

Nov.

3,390

3,390

3,480

3,300

3,300

3,300

3,140

3,560

4,500

4,300

6,040

11,700

5,930

6,640

6,520

10,900

8,860

7,850

8,100

7,360

6,640

6,160

5,930

5,580

5,820

8,480

7,720

9,770

7,980

7,120

6,640

6,160

5,820

5,700

5,700

5,580

5,470

5,470

5,240

3,480

S

KCA

3,480

3,480

3,480

3,920

3 650

3

CCA

4,110

4,020

3,830

Dec.

19 7flfi

12,700

9,250

12,000

9,380

7,600

6,-520

6,040

12,100

9,510

8,100

5,470

5,470

5,930

5,240

5,020

5,240

11,100

8,600

7,000

10,400

7 600

6 040

5,820

5,700

5,700

5,470

11,100

13,900

11,600

9,510

8,350

8,480 

3,220

Q QQA

3

QQA

S

onn

3 *?nn

3,300

3,390

o ,4on

3 560

4,400

S

oon

7 Cttfl

11.200
YADKIN OE PEI>EE EIVEB DBAINAGE BASIN. 51 

Daily discharge, in second-feet, ofYadkin Rivernear Pedee, N. C.,for 1906-1909 Cont'd.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

16.

17.

18.

19.

20.

1909.

8,600

14,200 iQ,m>

7,600

7,600

7,360

7,360

7,600

6,880

6,520

14,300

9,900

7,850

5,930

6;400

6, WO

5,140

5,020

5,020

4,600

5,420

13, 6,760

7,000

5,360

5,020

5,020

26.

27.

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

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

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

6,520

6,400

6,040

5,930

12,700

10,200 11,700

5,930

12,500 

....... '10,200

5,820

5,820

7,800

6,520

5,930

5,360

«,048 

6,040

13,290

10,780

11,860

1MOO

11,300

9,380

7,480

7;3»

4,«90 

W,7flO

13,100 12,500

9,640

8,100

8,100

8,730

7,360

8,350

5,140 

4j 780 

4,300 

4f3QQ 

4,110

:4,a20 

3,930 4,020

3,920

3,560

4,110

7,120

6,880

6,040 

5,020 

4,300 

S,880

4,200

4,810

4,500

4,020

3,560

3,560 

3,«S8 

3,^20

3,650

3,650

3,650

3,560

3,650

3,480 

3*380

4,700

4,110

3,740

3,560

4,"40B-

-8^860

»,S60

3; 560

3,460 

-3/300

9,770

6,880

5,360

4,600

4,500

4,400

3/830 

3,«90 

3/6SQ

4,020 

4,780 

4,600 

3,920 

3,560 

2^*80

NOTE. Tbese discharges are based on a rating curve that is fairly w«ll defined 'between 3,30&aad 13,400 

second-feet. Discharges for all missing days are -above 14,700 second-feet. Below 3,300 second-feet the 

discharges are only approximate.

PEDEE RIVER AT CHEEAW, S. .

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

about one-half mile below the bridge of the Seaboard Air Line Kailway, 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 it 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.

Discharge measurements of Pedee River at Cheraw, S. C., in 1909.

Date. Hydrographer.

W. A. Lamb .......................................

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

Width.

Feet.

~ 360

326

Area of 

section.

Sq.ft. 

6,840

5,020

height.

Feet. 

17.06

12.37

Discharge.

Sec.-ft. 

18,800

13,700

, Measurements made from railway bridge.
52 SUEFACE WATEE SUPPLY;, 1909, PAET II.

Daily gage height, in feet, of Pedee River at Cheraw, S. C.,for 1909. 

[J. H. Powe, observer.]

Day.

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

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

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

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

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

6...........:......

7.:................

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

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

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

Nov.

2.6

2.4

2.3

2.2

2.1

3.9

2.9

2. 5 .

Dec.

1.9

1.9

2.0

2.2

2.0

1.8

1.8

1.9

2.2

1.9

Day.

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

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

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

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

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

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

17.................. is.........;........

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

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

Nov.

2.4

2.2

2.3

2 9

2.5

2.3

2.3

2.2

2.1

2.1

Dec.

2.8

2.5

2.8

3.5

7.0

9.8

6.3

4.8

3.5

3.9

Day.

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

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

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

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

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

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

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

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

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

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

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

Nov.

2.1

2.0

1.9

1.9

2.2

2.0

1.9

1.9

2.0

1 9

Dec.

3.4

3.0

2.9

2.8

2.6

' 2.8

3.0

3.3

3.1

2.8

2.7

NOTE. Gage heights refer to gage on new pier at highway bridge.

SANTEE RIVER DRAINAGE BASIN. 

> DESCRIPTION.

Santee River, which is formed by the Congaree and Wateree rivers, 

drains a large area extending from the Blue Ridge Mountains 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 Mountains in McDowelljCounty, 

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 that part of its course in 

South Carolina above Wateree Creek, it is known as Catawba River.

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 Mountains 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 the much newer sedimentary 

deposits of the coastal plain a short distance below Columbia, S. C,
SANTEE EIVEE DBAINAGfi BASIN. '.53

Snow and ice have little effect on stream flow and the operation 

of gaging stations in this region. The average annual rainfall is 

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 passes near Camden and Columbia, $. C., and many 

large powers have already been developed.

The following special reports contain information regarding the 

hydrography of the Santee Kiver 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 

United States Geological Survey, Washington, D. C.

The following gaging stations have been maintained in this 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., 1904-1909. 

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 Colletteville, N. C., 1907. 

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

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.
54 SURFACE WATER SUPPLY, 1909, PART II.

CATAWBA RIVER NEAR MORGANTON, N. C.

This station, which is located at the highway bridge on the road 

from Morganton to Hartland, 1 mile north of Morganton and about 

200 yards below the mouth of Upper Creek, was established June 19, 

1900. In May, 1901, the bridge and gage were destroyed as the 

result of a very high flood. The present station was established 

May 15, 1903, and has been maintained continuously except from 

July 1, 1906, to January 16, 1907, when no gage reader was available, and from December 22 to 31, 1907, until it was discontinued 

June 30, 1909.

The gage and measuring section are located at the bridge which 

was built in place of the one carried away by the flood of May, 1901. 

The low-water flow has no doubt been somewhat affected by the 

operation of mills above.

The datum of the gage has remained the same since May 15, 1903. 

No determined relation exists between the datum of the original 

and the present gages. The right bank overflows slightly; the left 

bank does not overflow. A fairly good low-water rating curve has 

been developed and conditions of flow are generally constant except 

for relatively short periods.

Discharge measurements of Catawba River near Morganton, N. C., in 1909.

Date.

June 10........

Do.........

Hydrographer.

E. H. Swett.. .......................................

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

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

Width.

Feet. 

190

190

181

Area of 

section.

Sq.ft. 

1,230

1,200

1,100

Gage 

height.

Feet. 

3.84

3.64

3.38

Discharge.

Sec.-ft. 

4.18Q

3,840

3,240

Daily gage height, in feet, of Catawba River near Morganton, N. C.,for 1909. 

 [Oscar A. Gillam, observer.]

Day.

1. ......... 

2..........

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

Jan.

2.15 

2.1

2.0

5.9

4.5

3.5

3.0

2.75

2.5

9 1

2.15

2.1

2.0

Feb.

1.7 

1.7

1.7

1.7

1.7

1.65

1.65

1.65

1.6

2.9

2.5

2.15

2.1

2.1

Mar.

3.55

3 AX

3.4

3.2

2.5

2.25

2.5

2.4

2.3

2.9

2.85

2.75

2.7

2.65

Apr.

2.0

2 A

1.9

1.85

1.8

1.85

1.75

1.65

J.6.,

4 0

3.5

3.3

May.

1.95

1 ft

1.7

1.65

1.6

1 CK

5.4

3

ee

3.0 9 P;

2 ft

.1.195

1 Q

 1.8

1 Sfi

June.

2.25

2

1 e

14.0

8.0

6.0

5.2

4.5

4 9

0 0

3.0

2.9

2.85

Day.

16.......... 

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31..........

Jan.

3.5

3

e

3.0

2.5

2.25

2.1

2.05

2.0

2 ft

1.9

1.85

1.8

1.7

1.7

Feb.

2.0

3.6

3.0

4.5

^ 7

3.65

3 A

3.0

2 Q

2.8

2.75

2 fi

Mar.

2.6

2.4

2.25

2.2

2.25

2.2

2.2

2.1

5 A

3.5

3.25

3

n

2.75

2.5

Apr.

3.0

2.95

2.85

2.8

2.85

2.7

2.8

2.75

2.7

2.55

2.4

2.15

9 fi

May.

1.8 

1.75

1.7

1.7

8.8

8.0

7.0

6.2

5.5

3

EK

2.95

9 7

2.5

June.

2.7 

2.6

2

K

2.45

2 25

2

oe

2.25

2.0

1.9

1.9

1.85

1.85

1.8
SANTEE RIVEB DRAINAGE BASItf. 55 

Daily discharge, in second-feet, of Catawba River near Morganton, N. C.,for 1909.

Day.

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14.

15.

Jan. .

1,600

1,540

1,420

7,490

4,870

3,360

2,680

2,360

2,030

1,780

1,600

1,540

1,480

1,420

1,360

Feb.

1,060

1,<J60

1,060

1,060

1,060

1,000

1,000

1,000

950

3,500

2,550

2,030

1,600

1,540

1,540

Mar.

3,430

3,290

3,220

2,940

2,680

2,030

1,720

2,030

1,900

1,780

2,550

2,480

2,360

2,290

2,220

Apr.

1,420

1,420

1,360

1,300

1,240

1,180

1,240

1,120

1,000

840

950

950

4,100

3,360

3,080

May.

1,360

1,180

1,060

1,000

950

895

6,490

3,430

2,680

2,030

1,420

1,360

1,300

1,180

1,240

June.

1,720

1,600

1,420

26,400

12,000

7,700

6,110

4,870

4,100

4,400

3,080

2,680

2,680

2,550

2,480

Day.

16.

17.

18.

19.

20.

21.

22.

23.

24.

25.

26.

27.

28.

29.

30

31

Jan.

3,360

3,360

2,680

2,030

1,720

1,540

1,480

1,480

1,420

1,420

1,360

1,300

1,240

1,180

1,060

1 060

Feb.

1,420

3,500

2,680

4,870

3,720

3,650

3,580

3,220

2,680

2,550

2,420

2,360

2,160

Mar.

2,160

2,030

1,900

1,720

1,660

1,720

1,660

1,660

1,540

6,880

3,360

3,010

2,680

2,360

2,160

2,030

Apr.

2,680

2,550

2,620

2,480

2,420

2,480

2,290

2,420

2,360

2,290

2,100

1,900

1,720

1 600

l'420

Hay.

1,180

1,120

1,060

1,060

13,800

32,200

12,000

9,800

8,120

6,680

4,400

4,100

3,430

2,620

2,290

2,030

June.

2,290

2,160

2,030

1,960

1,720

1,840

1,720

1,600

1,420

1,300

1,300

1,300

1,240

1,240

1,180

NOTE. These discharges are based on a rating curve that is fairly well defined below discharge 1,500 

second-feet. Above 1,500 second-feet the curve is poorly defined.

Monthly discharge of Catawba River near Morganton, N. C.,for 1909. 

[Drainage area, 758 square miles.]

Month.

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

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

Discharge in second-feet.

Maximum.

7,490 

4,870 

6,880 

4,100 

32,200 

26,400

Minimum.

1,060 

950 

1,540 

840 

895 

1,180

Mean.

2,070 

2,170 

2,430 

1,930 

4,310 

3,600

Per 

square 

mile.

2.73 

2.86 

3.21 

2.55 

5.69 

4.75

Run-off 

(depth in 

inches on 

drainage 

area).

3.15

2.98 

3.70 

2.84 

6.56 

5.30

Accuracy.

A 

A 

B 

A 

B 

B

WATEREE RIVER NEAR CAMDEN, S. C.

This station has been maintained by the United States Weather 

Bureau since 1891 at the toll bridge; about 2 miles west of Camden. 

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.
56 SURFACE WATER SUPPLY, 1909, PABT II.

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. ,A. permanent chain gage can not be installed until the 

new bridge, which is now in process of construction, is completed.

Some uncertainty exists* regarding the datum to which the gage 

heights were referred prior to the establishment of the chain gage in 

August, 1904. Conditions of flow are favorable for a good rating 

curve, and very little shift in the river bed has occurred since discharge 

measurements have been made at this point up to the time of the 

August, 1908, flood. Measurements since that time, made at the 

railroad bridge, about 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.

Discharge measurements of Wateree River near Camden, S. C., 1909.

Date. Hydrographer.

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

Width.

Feet. 

360

360

Area of 

section.

Sq.ft. 

5,400

5,510

Gage 

height.

Feet. 

11.20

11.58

Discharge.

Sec.-ft. 

6,860

7,310

NOTE. Measurement made from railroad bridge, about one-half mile above regular station.

Daily gage height, in feet, of Wateree River near Camden, S. C., for August 1, 1908, to

December 31, 1909.

[H. Arthur Brown, observer.]

Day.

1908. 

1.......

2.......

3.......

4.......

5.......

6.......

7. ......

8.......

9.......

10.......

11.......

12.......

13........

14.......

15.......

Aug.

10.6

8.5

7.4

6.2

6.7

6.2

7.5

10.0

12.8

13.0

9.4

7.3

6.7

6.4

5.45

Sept.

19.5

13.2

10.0

11.0

10.0

17.0

25.0

20.0

18.0

17.0

15.0

12.0

9.0

9.7

7.7

Oct.

8.3

7.7

7.1

7.0

6.9

6.9

6.7

6.6

6.5

9.9

15.6

12.0

10.9

11.2

9.0

Nov.

18.6

15.6

12.6

11.2

12.0

11.2

10.2

10.8

9.4

8.8

8.6

8.2

8.8

10.1

21.6

Dec.

8 9

9.2

9.1

8.4

8.2

7.6

7.7

8.4

8.0

7.7

7 9

9.6

10.6

10.2

9.2

Day.

1908. 

16.......

17.......

18.......

19.......

20.......

21.......

22.......

23

24.......

25.......

26.......

27.......

28.......

29.......

30. ......

31.......

Aug.

5.2

6.2

7.1

6.45

8.85

9.55

12.4

29.0

35.0

38.4

35.4

32.6

21.0

Sept.

7.0

6.9

6.7

8.0

8.0

7.5

7.4

7.2

7.8

7.6

7.0

7.8

9.2

9.1

8.2

Oct.

7.5

7.2

7.3

6-8

7.0

7.1

7.4

S 4

9.8

24.6

24.8

19.0

15.8

22.2

25.3

23.1

Nov.

20.3

16.7

13.3

10.8

9 4

8.4

7 0

7.3

8.6

9.6

8.6

8.4

8.2

6.4

8.0

Dec.

9.2

8.4

8.5

8.9

6 9

9 4

12.4

26.9

29.1

24.8

18.6

12.6

12.0

10.4

9 8

8.9
RIVEE DBAIJfAGE BASIN.

Daily gage height, in feet, of Wateree River near Camden, S. C.,for August 1,1908, to 

December 31, 1909 Continued.

Day.

1009. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

17............... ia...... .........

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

8.6

Q Q

9.4

9.0

9.8

9.3

13.5

16.0

13.2

11.1

9.9

8.8

Q S

8.8

8.7

8.8

11.8

17.2

15.8

140

U Q

10.6

9.8

10.2

9.6

9.2

8.5

8.4

7.8

8.0

8.2

Feb.

8.4

8.4

8.6

8.5

8.6

7.4

7.4

9.5

8.6

14.6

23.5

18.7

14.8

11.0

10.3

9.8

Q 4

9.0

10.0

12.5

11.6

14.8

17.8

20.3

18.7

14.8

14.0

12.4

Mar.

11.9

10.6

11.4

10.9

10.6

9 p.

9.2

8.5

10.8

15.2

17.1

16.2

13.4

13.0

148

15.2

14.6

13.0

11.7

10.4

9 A

11.5

n o

10.5

9.4

9

0

14.5

17.4

15.0

13.0

12.1

Apr.

10.8

11.3

Q Q

10.4

9.6

9 Q

9.9

9.4

9.8

9.7

9.4

8.8

9.8

9.6

7.9

13.0

10.8

9 A

8.9

9.7

9

Q

8.9

S Q

8.9

7.2

8.3

8.3

7 Q

8.8

8.5

May.

9.0

27.6

25.6

18.3

15.3

11.6

12.6

11.8

9.8

10.2

9.3

9.0

10.5

10.5

9.5

9.2

8.6

Q n

8.9

9.8

26.8

29.1

29.4

24.4

17.4

14.9

14.9

16.2

15.1

n o

10.7

June.

10.9

10.4

13.2

28.3

31.6

29.4

25.6

19.5

17.0

21.7

22.5

21.3

16.8

20.1

21.5

21.6

17.5

17.4

16 9

17.5

13.5

12.4

10 rt

12.3

11.6

10.6

14.4

16.4

13.6

13.6

July.

13.4

12.4

14.5

15.3

12.8

13.9

15.3

13.7

11.4

10.8

9.8

10.2

9.7

9.4

11.1

11.6

10.6

9.8

9.2

8.6

8.6 7 a

7.8

7.5

6.8

8.6

7.7

9 f\

16.4

16.4

13.3

Aug.

12.4

12.7

22.9

25.8

23.8

18.6

12.7

12.4

11.8

11.0

10.5

9.2

9.5

8.6

11.4

13.8

11.6

11.2

10.4

9.6

9.6

8.7

8 2

Q 9

8.8

8.5

7.8

8.8

8.9

» 7

10.5

Sept.

9.8

9.4

9.3

8.4

8.8

10.9

11.0

11.4

11.1

9.3

9.0

8.0

7.5

8.0

9.0

9.4

Q 9

13.0

18.1

16.0

13.4

11.7

10.2

10.3

15.0

13.0

12.1

10.6

10.9

9.5

Oct.

9.8

9.6

8.6

8.7

8.3

12.3

11.3

10.4

10.4

8.7

'7.7

7.4

7.8

8.1

11.9

10.2

8.7

8.4

8.3

9.2

10.1

12.5

10.6

7.6

7.0

6.6

7.0

6.4

6.8

8.1

6.6

Nov.

7.3

7.0

8.8

7.7

7.2

7.0

8.3

8.9

8.6

7.8

8.4

7.1

7.2

6.7

7.3

7.6

6.9

7.5

7.0

7.6

7.4

7.0

6.8

7.9

7.2

7.0

7.2

7.3

6.2

6.2

Dec.

5.9

5.7

5.7

5.5

6.3

6.5

5.9

5.5

6.1

6.6

7.6

6.0

6.7

10.0

11.4

14.2

10.2

10.3

9.9

8.7

7-3

8.4

7.6

6.9

6.7

8.1

7.1

7.1

6.8

6.7

6.4

NOTE. Bridge and gage washed away by the flood of August, 1908. Maximum stage reached August 

27,1908, was 38.4 feet, which is the highest recorded since the establishment of this station. 

Data for January to July, 1908, was published in Water-Supply Paper 242, pp. 69-72.

Daily discharge, in second-feet, of Wateree River near Camden, S. ., far August 1,1908,

to December 31, 1909.

Day.

1908. 

1. ......

2. ......

3.......

4.......

5.......

6.......

7.......

8.......

9.......

10.......

11.......

12. ......

13.......

14.......

15.......

Aug.

8,040

6,050

5,000

3,880

4,340

3,880

5,100

7,480

10,200

10,400

6,900

4,910

4,340

4,060

3,200

Sept.

17,100

9,090

5,690

6,690

5,690

13,800

25,600

17,800

15,000

13,800

11,200

7,770

4,690

5,390

3,480

Oct.

4,020

3,480

2,940

2,850

2,760

2,760

2,580

2,490

2,400

5,590

11,900

7,770

6,590

6,890

4,690

Nov.

15,900,

11,900

8,430

6,890

7,770

6,890

5,890

6,490

5,090

4,490

4,290

3,930

4,490

5,790

20,200

Dec.

3,930

4,890

4,790

4,110

3,930

3,390

3,480

4,110

3,750

3,480

3,660

5,290

6,290

5,890

4,890

Day.

1908. 

16. ......

17.......

18.......

19. ......

20.......

21.......

22.......

23.......

24.......

25. ......

26....:..

27.......

28.......

29.......

30.......

31.......

Aug.

2,980

3,880

4,720

4,100

6,380

7,050

9,820

Sept.

2,850

2,760

2,580

3,750

3,750

3,300

3,210

3,030

3,570

3,390

2,850

3,570

4,890

4,790

3,930

Oct. .

3,300

3,030

3,120

2,670

2,850

2,940

3,210

4,110

5,490

24,900

25,200

16,400

12,200

21,100

26,000

22,500

Nov.

18,300

13,400

9,200

6,490

5,090

4,110

3,660

3,120

4,290

5,290

4,290

4,110

3,930

2,320

3,750

Dec.

4,890

4,110

4,200

4,590

2,760

5,090

8,210

28,500

32,300

25,200

15,900

8,430

7,770

6,090

5,490

4,590
58 SURFACE WATEB SUPPLY, 1909, PABT II.

Daily discharge, in second-feet, ofWateree River near Camden,, S. C.,for August 1,1908, 

to December 31, 1909 Continued.

Day.

1909. 

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

97

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

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

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

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

Jan.

4,290 

5,490 

5,090 

4,690 

5,490

4,990 

9,420 

12,400 

9,090 

6,790

5,590 

4,490 

5,490 

4,490 

4,390

4,490 

7,550 

14,000 

12,200 

10,000

7,660 

6.290 

5,490 

5,890 

5,290

4,890 

4,200 

4,110 

3,570 

3,750 

3,930

Feb.

4,110 

4,110 

4,290 

4,200 

4,290

3,210 

3,210 

5,190 

4,290 

10,700

23,100 

16,000 

11,000 

6,690 

5,990

5,490 

5,090 

4,690 

5,690 

8,320

7,330 

11,000 

14,800 

18,300 

16,000

11,000 

10,000 

8,210

Mar.

7,660 

6,290 

7,110 

6,590 

6,290

5,290 

4,890 

4,200 

6,490 

11,400

13,900 

12,700 

9,310 

8,870 

11,000

11,400 

10,700 

8,870 

7,440 

6,090

5,290 

7.220 

6,890 

6,190 

5,090

5,490 

10,600 

14,300 

11,200 

8,870 

7,880

Apr.

6,490 

7,000 

5,590 

6,090 

5,290

5,590 

5,590 

5,090 

5,490 

5,390

5,090 

4,490 

5,490 

5,290 

3,660

8,870 

6,490 

5,290 

4,590 

5,390

4,990 

4,590 

4,590 

4,590 

3,030

4,020 

4,020 

3,660 

4,490 

4,200

May.

4,690 

29,700 

26,500 

15,500 

11,600

7,330 

8,430 

7,550 

5,490 

5,890

4,990 

4,690 

6,190 

6,190 

5,190

4,890 

4,290 

4,690 

4,590 

5,490

28,400 

32,300 

32,800 

24,500 

14,300

11,100 

11,100 

12,700 

11,300 

6,890 

6,390

June.

6,590 

6,090 

9,090 

30,900 

36,500

32,800 

26,500 

17,100 

13,800 

20,400

21,600 

19,800 

13,500 

18,000 

20,000

20,200 

14,400 

14,300 

13,600 

14,400

9,420 

8,210 

8,870 

8,100 

7,330

6,290 

10,500 

13,000 

9,530 

9,530

July.

9,310 

8,210 

10,600 

11,600 

8,650

9,880 

11,600 

9,640 

7,110 

6,490

5,490 

5,890 

5,390 

5,090 

6,790

7,330 

6,290 

5,490 

4,890 

4,290

4,290 

3,660 

3,570 

3,300 

2,670

4,290 

3,480 

5,290 

13,000 

13,000 

9,200

Aug.

8,210 

8,540 

22,200 

26,800 

23,600

15,900 

8,540 

8,210 

7,550 

6,690

6,190 

4,890 

5,190 

4,290 

7,110

9,760 

7,330 

6,890 

6,090 

5,290

5,290 

4,390 

3,930 

4,890 

4,490

4,200 

3,570 

4,490 

4,590 

5,390 

6,190

Sept.

5,490 

5,090 

4,990 

4,110 

4,490

6,590 

6,690 

7,110 

6,790 

4,990

4,690 

3,750 

3,300 

3,750 

4,690

5,090 

4,890 

8,870 

15,200 

12,400

9,310 

7,440 

5,890 

5,990 

11,200

8,870 

7,880 

6,290 

6,590 

5,190

Oct.

5,490 

5,290 

4,290 

4,390 

4,020

8,100 

7,000 

6,090 

6,090 

4,390

3,480 

3,210 

3,570 

3,840 

7,660

5,890 

4,390 

4,110 

4,020 

4,890

5,790 

8,320 

6,290 

3,390 

2,850

2,490 

2,850 

2,320 

2,670 

3,840 

2,490

Nov.

3,120 

2,850 

4,490 

3,480 

3,030

2,850 

4,020 

4,590 

4,290 

3,570

4,110 

2,940 

3,030 

2,580 

3,120

3,390 

2,760 

3,300 

2,850 

3,390

3,210 

2,850 

2,670 

3,660 

3,030

2,850 

3,030 

3,120 

2,150 

2,150

Dec.

1,900 

1,720 

1,720 

1,560 

2,240

2,400 

1,900 

1,560 

2,060 

2,490

3,390 

1,980 

2,580 

5,690 

7,110

10,200 

5,890 

5,990 

5,590 

4,390

3,120 

4,110 

3,390 

2,760 

2,580

3,840 

2,940 

2,940 

2,670 

2,580 

2,320

NOTE. These discharges are based on rating curves that are applicable as follows: August 1 to 22, 1908 

(well defined between discharges 1,500 and 13,500 second-feet; same as the 1904-1908 curve); September 

1, 1908, to December 31, 1909 (not well defined; at high stages the curve is only approximate).

Discharges August 23 to 31,1908, not determined on account of flood. River goes out of its banks at 

about gage height 30 feet.

Data for. January to July,. 1908, was published in Water-Supply Paper 242, pp. 69-72.

Monthly discharge of Wateree River near Camden, S. C., for 1908 and 1909. 

[Drainage area, 4,500 square miles.]

Month.

1908.

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

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

Jnty........... ...........................

August 1-22.... .......:.................

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

Discharge in second-feet.

Maximum.

29,500 

28,700 

28,200 

8,820 

8,820 

9,320 

21,500 

10,400 

25,500 

26,000 

20,200 

32,300

Minimum.

5,860 

6,810 

6,520 

5,380 

4,340 

3,880 

2,800 

2,980 

1 2,580 

2,400 

2,320 

2,760

Mean.

14,200 

15,500 

10,900 

6,630 

5,690 

5,560 

8,160 

5,760 

' 7,160 

8,020 

6,990 

7,550

Per 

square 

mile.

3.16 

&44 

2.42 

1.47 

1.26 

1.24 

1.81 

1.28 

1.59 

1.78 

1.55-

1.68

Run-off 

(depth in 

inches on 

drainage 

area).

3.64 

3.71 

2.79 

1.64 

1.45 

1.38 

2.09 

1.05 1.77' 

2.05 

1.73 

1.94

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

B.
SANTEE RIVER DRAINAGE BASIN. 59 

Monthly discharge ofWateree River near Camden, S. C.,for 1908 and 1909 Continued.

Month.

1909.

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

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

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

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

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

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

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

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

Discharge in second-feet.

Maximum.

14,000 

23,100 

14,300 

7,000 

32,800 

36,500 

13,000 

26,800 

15,200 

8,320 

4,590 

10,200

36,500

Minimum.

3,570 

3,210 

4,200 

3,030 

4,290 

6,090 

2,670 

3,570 

3,300 

2,320 

2,150 

1,560

1,560

Mean.

6,310 

8,440 

8,240 

5,150 

11,800 

15,300 

6,960 

8,090 

6,590 

4,630 

3,220 

3,410

7,340

Per 

square 

mile.

1.40 

1.88 

'1.83 

1.14 

2.62 

3.40 

1.55 

1.80 

1.46 

1.03 

.716 

.758

1.63

Run-off 

(depth in 

inches on 

drainage 

area).

1.61 

1.96 

2.11 

1.27 

3.02 

3.79 

1.79 

2.08 

1.63 

1.19 

.80 

.87

22.12

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

NcfTE. No discharge determined for August 23 to 31, 1908, on account of flood. Conditions during this 

period would not warrant any reliable estimates.

BEOAD EIVEE (OF THE CAEOLINAS) AT UEEE, N. C.

This station, which is located on Broad River at Uree, about 4 

miles above the mouth of Cove Creek and about 3 miles below Buffalo Creek, was established May 17, 1907, in cooperation with the 

United States Forest Service, and was discontinued June 30, 1909.

The vertical staff gage is located about 130 feet below the bridge 

from which the discharge measurements are made. The gage 

datum has remained unchanged. Both banks are high and are not 

liable to overflow. The conditions of flow are probably constant, 

and a good rating has been developed for low stages. No measurements were made in 1909.

Daily gage height, in feet, of Broad River (of the Carolinas) at Uree, N. C., for 1909.

[W. M. Flynn, observer.]

Day.

1. .........

2..........

3..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

Jan.

1.8

1.8

1.8

1.8

3.2

2.2

2.0

2.0

2.0

1.9

1.9

1.9

1.9

1.9

1.9

Feb.

1.9

1.8

1.8

1.8

1.8

1.9

1.8

1.8

1.8

?, 0

1.9

1.85

1.85

1.85

20

Mar.

1.95

1.95

1.9

1.9

1.9

2.1

1.9

1.9

1.9

2.2

2.1

2.0

2.8

2.3

2.2

Apr.

1.9

1.9

1.9

1.9

1.9

1.9

1.85

1.8

1.8

1.8

2.4

2.0

2.0

May.

2.3

2.0

2.0

2.0

1.9

1.9

1.9

1.9

1.9

2.0

1.9

1.9

1 Q

1.9

1.9

June.

2.1

2-0

2.5

3.0

2.7

2.7

2.3

2.2

2.6

2.3

2.2

2.2

2.3

2.3

2.2

Day.

16. .........

18..........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

3H

31..........

Jan.

2.8

2 9

2.0

2

e\

1 9

1.9

1 9

1 Q

1 Q

1.9

1 Q

1.8

1 S

1.85

1.8

1.7

Feb.

2.0

9 n

2.0

2

1

2.0

1.95

9 9

9 ^

as

2.2

9 1

2,0

9 n

Mar.

9 1

2.0

o n

9 n

2.0

2.0

1 9

1 9

1 9

9 R

2 1

ai

9 9

2.0

2 A

1.9

Apr.

1 Q

1 9

1 9

1 Q

I

ce

1.85

1.85

2.0

1 9

1.85

1

C

1.8

1.85

1 (21

1.85

May.

1.85

1

0

1

C

1 ft

5.6

O C

3 0

2.6

2.5 9 "?

9 ?

2.2

9 9

2 1

9 1

2.1

June.

9 5

2 9

2.1

2 1

3 1

2.1

2

0

9 *>

2

*1

2 9

9 7

2.2

2

O

9 }
60 SURFACE WATER SUPPLY, 1909, PART II.

Daily discharge, in second-feet, of Broad River (of the Carolinas) at Uree, N. C.,for 1909.

Day.

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

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

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

5..........

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

7..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

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

Jan.

220

220

220

220

<*n*>

302

302

260

260

260

260

260

260

Feb.

260

220

220

220

220

260

220

220

302

260

240

240

240

qno

Mar.

281

281

260

260

260

260

260

260

OrtO

Apr.

260

260 260'

260

260

260

260

260

240

220

220

220

302

OrtO

May.

302

302

302

260

260

260

260

260

302

260

260

260

260

260

June.

302

Day.

16..........

17..........

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

19..........

20..........

21..........

22

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

24..........

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

26..........

27..........

28

29..........

30

31..........

Jan.

302

302

260

260

260

260

260

260

260

220

220

240

220

183

Feb.

302

302

302

302

281

302

302

Mar.

302

302

302

302

302

260

260

260

302

302

260

Apr.

260

260

260

260

240

240

240

302

260

240

220

220

240

240

240

May.

240

 220

220

220

June.

NOTE. These discharges are based on a rating curve that is well denned between 88 and 220 second-feet. 

Discharges for all missing days January to June are above 300 second-feet.

GKEEN RIVER NEAR SALUDA, N. C.

The station, which is located at the lower steel bridge about 5 miles 

southeast of Hendersonville, N. C., 3 miles west of Saluda, N. C., 

3 miles northeast of Flat Rock, N. C., and 1 mile above the mouth of 

Hungry Creek, was established May 9, 1907, in cooperation with the 

United States Forest Service, although measurements referred to a 

bench mark have been previously made at this point. The station 

was discontinued June 30, 1909.

The datum of the chain gage, which is on the bridge, has remained 

the same since the establishment of the station. Measurements are 

made from the bridge. The banks will probably not overflow. 

Conditions of flow appear to be constant and a good low-water 

rating has been developed.

Discharge measurements of Green River near Saluda, N. C., in 1909.

Date.

June 17........

Do.........

Hydrographer.

E. H. Swett.............. ..........................

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

Width.

Feet. 

44

44

Area of 

section.

Sq.ft. 

167

169

Gage 

height.

Feet. 

2.99

9 OS

Discharge.

Sec.-ft. 

444

444
SANTEE RIVER, DRAINAGE BASIN

Daily gage height, in feet, of Green River near Saluda, 

[J. C. Gordon, observer.]

V. C., for 1909.

Day.

2..........

3..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13.......... 

14..........

15..........

Jan.

2.1

2.1

2.1

2.1

4.2

2.7

2.4

2.3

2.3

2.3

2.2

2.2 

2.2

2.2

Feb.

2.1

2.1

2.0

2.0

2.0

2.2

2.1

2.0

2.0

3.2

2.4

2.3

2.2 

2.2

2.2

Mar.

2.4

2.5

2.4

2.4

2.3

2.5

2.3

2.3

2.3

2.8

2.5

2.5

2.7 

2.7

2.5

Apr.

2.4

2.4

2.3

2,3

2.3

2.3

2.3

2.2

2.3

2.2

2.2

2.2

2.5 

2.4

2.3

May.

4.3

2.9

2.6

2.5

2.5

2.4

2.3

2.3

2.3

3.2

2.4

2.3

2.3 

2.3

2.2

June.

2.4

2.3

3.2

6.0

3.2

2.8

2.6

2.6

6.2

3.5

3.1

2.9

3.0

2.8

2.9

Day.

16..........

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28.......... 

29..........

30.......... 

31..........

Jan.

2.2

2.6

2.4

2.3

2.3

2.2

2.2

2.3

2.2

2.2

,2.2

2.1

2.1 

2.1

2.1 

2.0

1 ib.

2.7

2.4

2.3

2.5

2,4

2.3

2.6

3.2

3.4

2.9

2.7

2.6

2.5

------

Mar.

2.4

2.4

2.3

2.3

2.4

2.3

2.3

2.2

2.2

4.2

2.8

2.6

2.9 

2.6

2.6

2.5

Apr.

2.2

2.2

2.2

2.2

2.2

2.1

2.1

2.6

2.3

2.2

2.2

2.2

2.2 

2.1

2.1

May.

2 2

2.2

2.2

2.1

4.2

2.9

2.7

2.5

2.4

2.3

2.3

2.2

2.2 

2.2

2.2 

2.2

June.

2.7

3.0

2.8

2.6

2.6

2.9

2.6

2.6

2.5

2.5

2.4

2.4 

2.4

2.5

Daily discharge, in second-feet, of Green River near Saluda, N. C.,for 1909.

Day.

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

2..........

3

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

5..aa......

6..........

7..........

»

,;; 

9.......... 10. . ;.......

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

11

14..........

15..........

Jan.

151

151

151

1,070

321

226

199

199

199

174

174

174

174

174

Feb.

151

151

130

130

J30

174

151

130

130

525

226

1QQ

174

174

174

Mar.

226

255

226

226

199

255

199

199

199

357

255

ORE

321

255

Apr.

226

226

199

199

199

199

199

174

199

174

174

174

255

226

199

May.

1,130

395

287

255

255

226

199

199

199

525

226

199

199

199

174

June.

226

199

525

2,450

525

357

287

287

2,630

670

480

OQK

436

357

395

Day.

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

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31..........

Jan.

174

287

226

199

199

174

174

199

174

174

174

151

151

151

151

130

Feb.

321

226

199

255

226

199

287

525

620

395

321

287

255

Man

226

226

199

199

226

199

199

174

174

1,070

357

287

395

287

287

255

Apr.

17* 174'

174

174

174

151

151

287

199

174

174

174

174

151

151

May.

174

174

174

151

1,070

395

321

255

226

199

199

174

174

174

174

174

June.

321

436

357

287

287

287

395

287

287

255

255

226

226

226

255

NOTE. These discharges are based on a rating eurve that is well defined between 40 and 520 second-feet. 

Above 950 second-feet the curve is only approximate.

Monthly discharge of Green River,near Saluda, N. C., for 1909. 

[Drainage area, 51 square miles.]

Month

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

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

Discharge in second-feet.

Maximum.

1,070 

620 

1,070 

287 

1,130 

2,630

Minimum.

130 

 130 

174 

151 

151 

199

Mean.

212 

245 

274 

189 

286 

487

Per 

square 

mile.

4.16 

4.80 

5.37 

3.71 

5.61 

9.55

Run-off 

(depth in 

inches on 

drainage

area).

4.80 

5.00 

6.19 

4.14 

6.47 

10.66

Accuracy.

A. 

A. 

A. 

A. 

B. 

B.
62 SURFACE WATEE SUPPLY, 1909, PART II.

SAVANNAH RIVER DRAINAGE BASIN. 

DESCRIPTION.

River rises on the southern slope of the Bine Ridge 

3n Ihemmtheast corner of Georgia and the northwest 

.corner of South Garofina. some of its i«a«lwatei$ coming across the 

gtateMn© from North Carolina. Its general course is semtiieasit, 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 Seneca, and in turn it becomes Chattooga River above the 

mouth of 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 good amount of fall and a large minimum flow.

The ice and snow conditions in this area have little or no effect on 

stream flow. 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 the 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, maybe 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 and water power: U. S. Forest Service Circulars Nos. 143 and 144.

The following gaging stations have been maintained in this river 

basin:

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

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

Tugaloo River near Madison, S. C., 1898-1909. 

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

Savannah River at Woodlawn, S. C. ? 1905-1909,
SAVANNAH EIVEE DKAINAGE BASIN. 63

Cb^, 1899-1S06. 

-Stefcoa 6«»ek near (2ayton, «£a., 1W7-8. 

mdkdah Biverat Tallulah J^fas ^ra., 1900-199®. 

' Cfaanga BiTernearMadison, S. C,, 1907. 

^asecaBiver a^ar^a^mson College, S. C., 1903-1905, 

Broad River (of Georgia) near Gadton, Ga., 1897-1909.

TUGALOO BIVER NEAR MADISON, S. C.

The 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., and 900 feet below the Southern Kailway 

bridge. It is about 1J miles above the point where the old station 

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.

Discharge measurements of Tugaloo River near Madison, S. C., in 1909.

Date.

September 9 ...

November 13. . .

Hydrographer.

E. H. Swett. .......................................

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

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

Width.

Feet. 

162

162.

156

156

Area of 

section.

Sq.ft. 

574

545

426

422

Gage 

height.

Feet. 

3.38

3.26

2.70

Discharge.

Sec.Jt. 

1,170

1,120

770

806
64 StJEFACE WATER SUPPLY, 1909, PART II.

Daily gage height, in feet, of Tugaloo River near Madison, S. C.,for 1909. 

[T. A. Spencer, observer.!

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

91

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

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

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

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

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

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

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

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

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

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

Jan.

3.9

4.0

3.5

3.8

7.6

5.8

4.8

4.4

4.2

3.9

3.85

3.8

3.9

4.0

4.0

4.7

7.4

6.2

4.9

4.4

4.3

4.2

4.1

4.4

4.2

4.1

3.8

3.8

3.8

3.9

3.5

Feb.

3.6

3.65

3.55

3.5

3.45

4.1

4.0

3.8

3.7

9.8

6.3

4.1

4.2

5.4

5.4

9.8

7.0

5.7

5.5

6.9

5.6

7.0

10.2

S Q

8.0

6.8

6.1

5.8

Mar.

5.6

5.7

5.3

5.2

5.1

5.3

5.2

5.3

5.0

11.2

7.1

7.2

14.8

15.5

9

1

7

0

7 9

6.6

ft 9

6.4

6.1

6.1

5.8

5.5

8.5

7.4

6.6

7.2

9 Q

6.3

5.9

Apr.

5.8

5.4

5.4

5.3

5.3

5.0

5.0

5.2

5.4

5.1

4.9

4.8

5.1

6.6

5.4

5.0

5.0

4.8

4 7S

4.6

4.5

4.5

4.7

5.3

4.6

4.9

4.6

5.1

4 65

4.75

May.

17.0

8.4

6.8

6.1

5.8

5.5

5.1

5.1

4.85

6.6

6.0

5.3

5.0

4.9

4.8

4.5

4.8

4.5

4.5

15.5

14.0

14.0

11.0

8.7

7.7

7.2

7.3

6.7

6.1

6.0

6.1

June.

6.6

5.6

9.8

20.0

13.0

9.9

8.9

7.9

7.8

9.9

7.1

6.7

6.3

6.3

6.8

6.1

7.0

6.3

5.7

5.6

5.8

8.3

6.7

6.1

5.8

5.8

6.9

6.3

6.0

6.0

July.

5.8

5.4

5.4

5.1

4.9

6.5

4.9

5.1

5.7

5.6

5.0

4.9

4.7

6.3

5.7

4.7

5.3

4.7

4.5

4.3

4.1

4.1

4.25

4.2

4.0

3.95

4.0

4.0

3.9

4.4

4.1

Aug.

4.0

5.3

5.1

4.8

4.9

4.45

5.3 , 4.4

4.3

5.1

4.5

4.0

3.85

4.6

4.8

5.2

5.0

4.05

3.8

3.7

3.6

3.5

3.45

3.4

3.45

3,3

3.3

3.2

3.3

3.2

3.15

Sept.

3.1

3.0

3.0

3.0

3.2

3.1

3.0

3.05

3.8

3.3

3.2

3.15

3.05

3.0

3.1

4.4

5.0

3.85

3.5

3.3

3.1

3.65

8.3

8.4

4.9

4.1

3.8

3.55

3.4

3.35

Oct.

3.35

3.2

3.15

3.1

3.1

3.2

2.9

2.8

2.95

2.9

3.25

3.7

3.5

2.85

6.4

4.2

2.9

3.3

3.2

3.2

3.15

3.2

2.85

3.1

2.75

2.75

2.85

2.75

2.75

2.65

2.85

Nov.

2.65

2.85

2.75

2.65

2.65

2.6

2.8

2.7

2.7

2.75

2.65

2.75

2.7

2.85

2.7

2.65

2.8

3.0

2.8

2.fr

2.9

2.65

3.0

3.0

2.7

2.7

2.6

2.8

2.6

2.6

Dec.

2.55

2.5

2.7

2.5

2.5

2.5

4.2

6.8

4.2

3.4

3.1

3.0

13.8

9.0

5.9

4.9

4.3

4.05

3.9

3.8

3.6

3.5

3.3

3.2

3.8

4.0

3.5

3.4

3.3

2.85

3.0

Daily discharge, in second-feet, of Tugaloo River near Madison, 8. C.,for 1909.

Day.

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

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

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

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.

1,540

1,610

1,250

1,460

4,940

3, 170

2,250

1,920

1,760

1,540

1,500

1,460

1,540

1,610

1, 610

2,170

4 740

3,550

2

Q,4ft

1,920

1,840

1,760

1,690

1,920

1,760

i ftQft

1,460

1,460

1,460

1,540

1,250

Feb.

1,320

1,360

1,280

1,250

1,220

1,690

1,610

1,460

1,390

7 140

1,690

1 760

2 7on

2

7QA

7 140

4 340

3,070

2

QQA

4,240

2

QQA

4 340 7' s^n

6

O*rt

5 340

4 140

3 460

3,170

Mar.

2,980

3,070

2,700

2,600

2,510

2,600

2,700

2

/190

8,540

4 440

4,540

19 Iftfl

19 son

6 440

5,140

4

KAf\

3 940

3 550

3,750

3 460

3' 460

3,170

2

0Qrt

S

QAft

4,740

3

QAf\

4,540

7,240

3,650

3.260

Apr.

3,170

2,790

2,790

2,700

2,420

2,420

2,600

2,510

2,340

2,250

2,510

3

Q*rt

2 7QO

2,420

2,420

2,210

2

f\Qt)

2 nnn

2 000

2,170

2 700

2,080

2 340

2,080

2,510

2,120

2,210

May.

14,300

5,740

4,140

3,460

3,170

2,880

2,510

2,510

2 300

3 Q4rt

3,360

2,700

2,420

2

Q*rt

2,250

2 000

2

ocrt

2,000

2 000

19 ftflrt

11 300

n

QrtA

8

040

6 040

5 040

4 540

4 640

3,460

3

Qft/\

3,460

June.

3,940

2,980

7 140

17,300

7,240

6 240

5,240

5,140

7 240

4 440

3 fiCft

4 140

3 460

4' 340

3

ftCA

3,070

2 980

3,170

4 040

3,' 460

3,170

3,170

4,240

3,650

3,360

3

QAA

July.

3,170

2,790

2,790

2,510

2,340

3,840

2,340

2,510

3,070

2

QOA

2

/190

2,340

2,170

3 650

3,070

2,170

2 700

2 17ft

2 000

1 840

1,690

1,690

1 800

1,760

1,610

1,570

1,610

1,610

1,540

1,920

1,690

Aug.

1,610

2,700

2,510

2,250

2,340

1,960

2,700

1,920

1,840

2,510

2,000

1,610

2

non

9 9^n

2 500

2,420

1,650

1 460

1 3Qfl

1,320

1 91O

1,220

1 lftf>

1,220

1,120

1,120

1 060

1,120

1 060

1,030

Sept.

996

940

940

940

1,060

996

940

968

1,460

1,120

1,060

1,030

968

940

996

1,920

2,420

1,500

1 9**ft

1,120

996

I

OfiA

5 7df\

1 fiQA

1 ^LfiA

1,280

1,180

1 l**ft

Oct.

1,150

1,060

1,030

996

996

1,060

886

834

DOA

1,090

1,390

1,250

860

3,750

1,760

ooa

1,120

1 060

1 060

1,030

1 060

860

996

809

£DQ

860

SAQ

ftfiQ

860

Nov.

760

860

809

760

760

735

834

784

784

OAQ

760

809

784

860

784

760

834

QAft

00,1

7<*t>

886

760

QJA

940

784

70 K

R34

735

TVi

Dec.

711

687

784

687

687

687

1,760

4,140

1 760

M80

996

940

11,100

6,340

3

Oftft

2 340

1 QAA

1,650

1 540

i 4flft

1,320

1 9Ptf>

1,120

1,060

1 460

1,610

1 9PLO

1,180

1,120

860

940

NOTE. These discharges are based on a rating curve that is fairly well defined between discharges 690 

and 1,600 second-feet,
SAVANNAH EIVEE DRAINAGE BASIN. 65

Monthly discharge of Tugaloo River near Madison, 8. C.,for 1909. 

[Drainage area, 593 square miles.]

Month.

March

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

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

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

Discharge in second-feet.

Maximum.

4,940 

7,540 

12,800 

3,940 

14,300 

17,300 

3,840 

2,700 

5,740 

3,750 

940 

11,100

17, 300

Minimum.

1,250 

1,220 

2,420 

2,000 

2,000 

2,980 

1,540 

1,030 

940 

809 

735 

687

687

Mean.

1,990 

3,260 

4,520 

2,480 

4,660 

4,910 

2,300 

1,740 

1,550 

1,090 

804 

1,860

2,600

Per

square 

mile.

3.36 

. 5.50 

7.62 

4.18 

7.86 

8.28 

3.88 

2.93 

2.61 

1.84 

1.36 

3.14

4.38

Run-off 

(depth in 

inches on 

drainage 

area).

3.87 

5.73 

8.78 

4.66 

9.06 

9.24 

4.47 

3.38 

2.91 

2.12 

1.52 

3.62

59.36

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

SAVANNAH EIVER AT WOODLAWN, S. C.

This station is located at the Charleston and 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. Records for this station are considered very valuable for 

water-power estimates and other run-off studies connected with this 

important drainage basin. The gage is read twice a day in order to 

equalize any fluctuations due to water-power operations, which are, 

however, but slight. No diversions of water affect the station.

The original gage was of the standard chain type 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.

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 quite rough, 

causing broken and irregular current in some portions of the cross 

section. Conditions of flow have changed somewhat since 1908, prob55901° WSP 262 10 5
66- SUEFACE WATER SUPPLY, 1909, PART II.

ably due to a span of iron bridge lying crosswise in the main channel 

a short distance below 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 has altered the previously existing channel conditions and necessitates a new rating for 1909. The natural 

conditions appear to be constant.

Discharge measurements of Savannah River at Woodlawn, S. C., in 1909.

Date. Hydrographer.

M.R.Hall.... .....................................

E. H. Swett........... .............................

Width.

Feet. 

593

612

Area of 

section.

Sq.ft. 

3,470

5,230

Gage 

height.

Feet. 

5.72

8.22

Discharge.

Sec. -ft. 

8,690

19,400

Daily gage height, in feet, of Savannah River at Woodlawn, S. C.,for 1909. 

[J. C. Parks, 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.

6.2

6.8

6.2

6.0

6.2

9.6

8.6

7.5

6.8

6.2

6.0

5.9

5.8

5 7

5.65

10.6

11.2

8.8

7.0

6.6

6.0

5

n

5.8

6.0

5.85

5.6

5.5

5.4

5.4

Feb.

5.3

5.2

5.0

4.9

4.8

6.4

6.4

6.1

13.8

15.4

11.5

9

n

9.0

9

n

9 0

9.0

8.6

8.0

7.7

8.8

14.3

13.2

8.8

8.0

7.4

7.0

7.1

Mar.

7.0

6.8

7.6

6.8

6.4

8.0

8.2

7.7

7.0

9 7

9 0

11.4

14.4

15.7

16.0

11.0

8.4

7.6

8.4

7.8

7.6

7.5

7.4

7.5

10.0

8.6

8.0

8.4

7.6

7.0

Apr.

6.8

6.6

6.5

6.2

5.95

5.7

5.9

6.0

6.1

6.2

6.1

6.0

6.0

5.9

6.6

6.2

6.0

5.85

5.6

5

K

5.4

5 A

5.6

6.0

5.8

5.7

6.5

6.8

6.3

May.

9.8

15.0

10.6

8.1

7.4

6.4

6.2

6.1

5.75

8.0

7.2

6.1

5.65

5.5

5.5

5.35

5.85

9.9

12.0

10.4

8.8

7.7

7.1

6.8

6.7

7.0

6.8

June.

5.85

5.7

9.3

15.1

16.9

15.0

10.1

7.8

7.2

6.8

8.7

8.4

7.8

7.4

7.0

6.8

7.8

6.2

6.3

7.5

6.8

6.2

6.4

6.8

6.8

6.5

6.5

July.

8.2

7.1

5.9

6.4

5.4

6.9

7.4

Q 1

11.9

10.0

7.3

6.2

5.8

7.4

8.6

fi Q

6.4

8.3

6.2

5.65

5.45

5.3

6.2

6.0

5.6

5.6

5.6

5.35

5.15

6.4

Aug.

6.0

6.9

10.4

10.2

9.3

8.6

8.4

7.8

6.8

6.2

5.7

6.2

5

n

7.4

7.0

6.5

5.9

5.55

5.3

5.1

4.9

4.7

4 7

4.7

4.7

4 65

4.65

4 7

4.65

A K

Sept.

4.5

4.45

4.4

4.4

4.4

4.4

4.4

4.4

4.45

4.4

4.45

4.45

4.45

4.5

5.75

7.8

11.3

8.6

7.1

6.5

6.1

5.4

5.6

5.2

5.0

4.8

Oct.

4.5

4.45

4.4

4.4

5.45

5.1

4.8

4.5

4.5

4 6

4.8

A t{

4.4

4 4

4.5

4.6

10.8

8.7

5.35

4.45

4.3

4.2

4.2

4 1

4.1

Nov.

4.6

4.8

4.65

3.95

4.1

3 Q

3.95

3.95

3 Q

3.9

4.0

4.1

4.15

4 1

4.0

4.1

4.0

3.95

4.4

4.2

4.1

4.2

4.4

4.7

4.45

Dec.

4.5

4.3

4.3

4.2

4.1

4.2

4.3

4. i<;

7.4

6 4

5 45

4.75

4 7

8.4

8.4

6.7

K QK

4.8

4.1

4 1

4.1

A K

4.1

4.15

5.55

5.55 4. <;

4.1

4 0

4.0

3

QK
SAVANNAH RIVER DRAINAGE BASIN. 67

Daily discharge, in second-feet, of Savannah River at Woodlawn, S. C.,for 1909.

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.

10,300 

12,600 

10,300 

9,600 

10,300

25,900 

20,600 

15,400 

12,600 

10,600

10,300 

9,600 

9,270 

8,940 

8,620

8,460 

31,500 

34,900 

21,600 

16,300

13,400 

11,800 

9,600 

9,270 

8,940

9,600 

9,100 

8,310 

8,000 

7,700 

7,700

Feb.

7,410 

7,130 

6,590 

6,330 

6,330

6,080 

11,000 

11,000 

9,940 

50,200

59,900 

36,600 

22,600 

22,600 

22,600

22,600 

22,600 

20,600 

17,600 

16,300

21,600 

53,200 

46,600 

21,600 

17,600

15,000 

13,400 

13,800

Mar.

13,400 

12,600 

15,800 

12,600 

11,000

17,600 

18,600 

16,300 

13,400 

26,400

22,600 

36,000 

53,800 

61,700 

63,600

33,800 

19, 600 

15,000 

15,800 

19,600

16,700 

15,800 

15,400 

15,000 

15,400

28,100 

20,600 

17,600 

19,600 

15,800 

13,400

Apr.

12,600 

11,800 

11,400 

10,300 

9,440

8,620 

9,270 

9,600 

9,940 

10,300

9,940 

9,600 

9,600 

9,270 

11,800

10,300 

9,600 

9,100 

8,310 

8,000

7,700 

7,700 

8,310 

11,800 

9,600

8,940 

8,620 

11,400 

12,600 

10,600

May.

27,000 

57,400 

31,600 

18,100 

15,000

11,000 

10,300 

9,940 

9,440 

8,780

17,600 

14,200 

9,940 

8,940 

8,460

8,000 

8,000 

8,310 

7,560 

9,100

27,500 

39,500 

30,400 

21,600 

16,300

13,800 

12,600 

12,200 

11,800 

13,400 

12,600

June.

9,100 

8,620 

24,200 

58,000 

69,200

57,400 

28,700 

16,700 

14,200 

12,600

12,600 

21,100 

19,600 

16,700 

15,000

13,400 

14,200 

12,600 

16,700 

14,200

10,300 

10,600 

15,400 

12,600 

10,300

11,000 

12,600 

12,600 

11,400 

11,400

July.

18,600 

13,800 

9,270 

11,000 

7,700

13,000 

15,000 

23,200 

39,000 

28,100

14,600 

10,300 

8,940 

15,000 

20,600

13,000 

11,000 

19,100 

10,300 

8,940

8,460 

7,850 

7,410 

10,300 

9,600

8,310 

8,310 

8,310 

7,560 

7,000 

11,000

Aug.

9,600 

13,000 

30,400 

29,200 

24,200

20,600

19,600 

16,700 

12,600 

10,300

8,620 

10,300 

9,270 

15,000 

13,400

11,400 

9,270 

8,160

7,410 

6,860

6,330 

6,330 

5,830

5,830 

5,830

5,830 

5,710 

5,710 

5,830 

5,710 

5,350

Sept.

5,350 

5,230 

5,110 

5,110 

5,110

5,110

5,110 

5,110 

5,110 

5,230

5,110 

5,230 

5,230 

5,230 

5,110

5,230 

5,360 

8,780

16,700 

35,500

20,600 

13,800 

11,400

9,940 

7,700

8,310 

7,130 

6,590 

6,460 

6,080

Oct.

5,350 

5,230 

5,110 

5,110 

7,850

6,860

6,080 

5,360 

5,360 

5,110

5,590 

6,080 

5,360 

5,110 

5,110

5,360 

5,110 

5,110

5,590 

32,600

21,100 

7,560 

5,230

5,000 

4,880

4,660 

4,540 

4,650 

4,420 

4,420 

5,230

Nov.

5,590 

6,080 

5,710 

4,760 

4,090

4,540

4,420 

3,980 

4,090 

1,090

5,980 

5,980 

4,650 

4,200 

4,420

4,540 

4,420 

4,200

4,420 

4,200

4,090 

4,880 

5,110

4,660 

4,420

4,660 

5,110 

5,110 

5,830 

5,230

Dec.

5,350 

4,880 

4,880 

4,650 

4,420

4,650

4,880 

5,230 

15,000 

11,000

7,860 

5,960 

5,830 

19,600 

19,600

12,200 

9,440 

6,080

4,420 

4,420

4,420 

5,360 

4,420

4,540 

8,160

8,160 

5,350 

4,420 

4,200 

4,200 

4,090

NOTE. These discharges are based on a rating curve that is fairly well defined between 5,400 and 9,600 

second-feet.

Monthly discharge of Savannah River at Woodlawn, S. C.,for 1909. 

[Drainage area, 6,600 square miles.]

Month.

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

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

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

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

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

Discharge in second-feet.

Maximum.

34,900 

59,900 

63,600 

12,600 

57,400 

69,200 

39,000 

30,400 

35,600 

32,600 

6,080 

19, 600

69, 200

Minimum.

7,700 

6,080 

11,000 

7,700 

7,560 

8,620 

7,000 

5,360 

5,110 

4,420 

3,980 

4,090

3,980

Mean.

12,900 

21,000 

22,300 

9,870 

16,500 

19,100 

13,100 

11,300 

8,240 

6,780 

4,650 

7,020

12,700

Per 

square 

mile.

1.95 

3.18 

3.38 

1.60 

2.60 

2.89 

1.98 

1.71 

1.25 

1.03 

.705 

1.06

1.92

Run-off 

(depth in 

inches on 

drainage 

area).

2.25 

3.31 

3.90 

1.67 

2.88 

3.22 

2.28 

1.97 

1.40 

1.19 

.79 

1..22

26.08

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

B.

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
68 SURFACE WATER SUPPLY, 1909, PART II.

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 Company.

The data furnished by this station are valuable for water-power 

estimates and on account of the unusual interest attached to the falls. 

(See PL IV.) The flow is not perceptibly affected by artificial control of water.-

The original staff gage, established in 1900, about 50 feet above 

the bridge, is still in place, and other gagss 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. Conditions of flow have changed slightly since the establishment of the station. The rating curve developed for this station is 

reproduced as Plate III.

Discharge measurements of Tallulah River at Tallulah Falls, Ga., in 1909.

Date.

Do.........

Do.........

Hydrographer.

M. R. Hall.............. ...........................

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

E.ET. Swett.................... ....................

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

Width.

Feet. 

64

64

60

60

Area of 

section.

Sq.ft. 

544

545

409

409

Gage 

height.

Feet.

3

-fo

1.14

i 13

Discharge.

Sec.-ft. 

1,280

1 9SU1

979

Daily gage height, in feet, of Tallulah River at Tallulah Falls, Ga., for 1909. 

[A. I. McKay,. observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

1.4

1.3

2.4

°. Q

2.3

1.9

1.7

1.6

1.4

1.5

1.4

1.9

1.8

2.0

2.2

2.3

2.3

2.2

2.2

2.1

2.1

2.0

2.0

2.0

2.0

1 9

1.9

1.8 

1.8 

1.8

1.7

Feb.

1.7

1.7

1.7

1.8

1.6

2.5

2.7

3.0

4.0

3.5

2.7

2.6

2.6

2.7

2.7

2.6

2.6

2.6

2.6

2.8

2.9

3.9

3.4

3.2

2.9

2.8

2.8

2.5

Mar.

2.5

2.6

2.5

2.3

2.3

2.5

2.4

2.4

2.4

3.6

3.0

2.8

5.3

5.7

4.9

3.3

3.3

3.0

2.9

2.9

2.9

2.8

2.7

2.6

4.8

°. 1

2.9

3.9 

3.0 

2.8

2.7

Apr.

2.6

2.6

2,5 9 15

2.5

2.7

2.6

9 K.

2.5

2.4

9 ^

2.3

9 K.

2.4

2.3

2.3

2.3

2.3

2.4

2.5

2.9

3 A

2.4

2.4

2

0

2.2

2.0 

3.3 

5.0

May.

5.5

5.1

4.0

3.9

3.0

2.7

2.4

2.3

2.3

4.2

3.9

3.0

2.7

2.4

2.2

2.4

2.3

2.3

2.7

4.0

5.0

5.2

4.8

3.2

3.1

3.1

2.9

2.8 

2.7 

2.7

2.8

June.

2.9

2.9

3.8

8.0

4.5

4.4

3.9

3.7

4.2

3.0

3.1

3.0

2.9

2.8

2.8

2.8

2.8

2.7

2.6

2.5

2.5

2.9

2.7

2.6

2.5

2.5

2.7

2.7 

2.7 

2.6

July. Aug.

1.7

1.7

1.6

1.6

1.6

1.5

1.5

1.5

1.4

1.4

1.4 1 °.

1.3 

1.4 

1.4

1.3

Sept.

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.3

1.3

1.3

1.2

1.2

1.2

1.4

1.4

1.5

1.4

1.3

1.3

1.2

2.1

2.6

2.6

2.6

2.6

1.6

1.4 

1.3 

1.3

Oct.

1 °.

1 °.

1 9

1.2

1.2

1.2

1.2

1.15

1.2

1.65

1.25

1.7

2.65

1.7

1.55

1.4

1.3

1.3

1.35

1.3

1.3

1.2

1.2

1.2

1.2

1.2 

1.2 

1.15

1.1

Nov.

1.1

1.15

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.0

1.0

1.3

1.1

1.0

1.0

1.0

i 915

1.1

1.05

1.0

1.0

1.0 

1.0 

1.0

Dec.

1.0

1.0

1.0

1.0

1.0

q Q

2 9

1.65

1.4

1 1

1 31

4.6

2 s

2.25

1 QK.

1.75

1.7

1.6

i i\

1.4

1.35

1.4

1.8

i tt

1 d,^

1.4 

1.4

1 OK

1 45
U. 6. GEOLOGICAL SURVEY 

5.0 

6.0

/.« 

o

O

UJ

X

|4.o

z

u.

Ul

u

1.0

2.0 

3.0 

1

 r 

\3J.\.

/

MEASUREMENTS IN !906,Nos.lto9 

" " 1907 " 10 "17 

" " 1908 " 18 "ZO 

* " 1909 " 21 "24

fr

20

$&

21 < 

/

220/

/

/

r**

*(

^A

0<

I

\> 

^x

'(

^1

A 

)0 2()0 

*EA 

^

3C

6

12 r

 W

^x

O

d 

V

//

320

»/s

N 

-ftn

/SQUARE 

0 / 4PO K

/

I

*l

22

FEET 

30 6

^

t

JO 

9

8

L

7C

^1

1

 7

6

<

)0 8(

J

3

500 1000 2000 3000 4000 5000 6000 700

DISCHARGE IN SECOND-FEET

DISCHARGE, AREA, AND MEAN VELOCITY CURVES FOR TALLULAH RIVE
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 262 PLATE IV

PORTION OF FAi_LS ON TALLULAH RIVER NEAR TALLULAH FALLS, GA.
SAVANNAH KIVBE DKAINAGE BASIN. 69

Daily discharge, in second-feet, of Tallulah River at Tallulah Falls, Ga.,for 1909.

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

sn

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

Jan.

360

325

890

2,180

825

580

485

440

360

400

360

580

530

635

760

825

825

760

760

695

695

635

635

580

580

530

530

530

485

Feb.

485

485

485

530

440

960

1,100

1,340

2,290

1,780

1,100

1,030

1,030

1,100

1,100

1,030

1,030

1,030

1,030

1,180

1,260

2,180

1,690

1,510

1,260

1,180

1,180

960

Mar.

960

1,030

960

825

825

960

890

890

890

1,880

1,340

1,180

3,960

4,570

3,390

1,600

1,600

1,3*0

1,260

1,260

1,260

1,180

1,100

1,030

3,260

1,420

1,260

2,180

1,340

1,180

1,100

Apr.

1,030

1,030

960

960

960

1,100

1,030

960

960

890

825

825

960

890

825

825

825

825

825

890

960

1,260

1,690

890

890

825

760

635

1,600

3,530

May.

4,260

3,670

2,290

2,180

1,340

1,100

890

825

825

2,510

2,180

1,340

1,100

890

760

890

825

825

1,100

2,290

3,530

3,810

3,260

1,510

1,420

1,420

1,260

1,180

1,100

1,100

1,180

June.

1,260

1,260

2,080

9,000

2,870

2,750

2,180

1,980

2,510

1,340

1,420

1,340

1,260

1,180

1,180

1,180

1,180

1,100

1,030

960

960

1 260

MOO

1,030

960

960

1,100

1,100

1,100

1,030

July. Aug.

485

485

440

440

440

400

400

400

360

360

360

325

325

360

360

325

Sept.

325

293

293

293

293

293

293

293

325

325

325

293

293

293

360

360

400

360

325

325

293

695

1,030

1,030

1,030

1,030

440

360

325

325

Oct.

325

325

293

293

293

293

293

293

278

293

452

309

293

485

1,070

485

420

360

325

325

342

325

325

293

293

293

293

293

278

264

Nov.

264

278

264

264

264

264

264

264

264

264

264

264

264

237

237

237

325

264

250

237

237

237

309

264

250

237

237

237

237

237

Dec.

237

237

237

237

237

237

1,600

760

462

360

325

342

3,000

1,180

792

608

508

485

462

440

400

360

342

360

530

420

380

360

360

309

380

NOTE. These discharges are based on a rating curve that is well defined between 120 and 5,100 secondfeet. Mean discharges for July 1 to 31 and August 1 to 15 estimated as 780 and 636 second-feet, respectively, 

by comparison with Tugaloo River near Madison, S. C.

Monthly discharge of Tallulah River at Tallulah Falls, Ga.,for 1909. 

[Drainage area, 191 square miles.]

Month.

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

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

Discharge in second-feet.

Maximum.

2,180 

2,290 

4,570 

3,530 

4,260 

9,000

1,030 

1,070 

325 

3,000

9,000

Minimum.

325 

440 

825 

635 

760 

960

293 

264 

237 

237

237

Mean.

647 

1,130 

1,550 

1,050 

1,710 

1,660 

780 

510 

431 

348 

257 

547

885

Per

square 

mile.

3.39 

5.92 

8.12 

5.50 

8.95 

8.69 

4.08 

2.67 

2.26 

1.82 

1.35 

2.86

4.63

Run-ofl 

(depth in 

inches on 

drainage 

area).

3.91 

6.16 

9.36 

6.14 

10.32 

9.70 

4.70 

3.08 

2.52 

2.10 

1.51 

3.30

62.80

Accuracy.

A.

A. 

A. 

A. 

A. 

A. 

B. 

B. 

A. 

B. 

B. 

A.

NOTE. Mean discharges Julj 

Tugaloo River, near Madison, S

1 to 31 and August 1 to 15 estimated by comparison with discharges of 

C. See footnote to daily discharges.
70 SURFACE WATER SUPPLY, 1909, PART II.

BROAD RIVER (OF GEORGIA) NEAR CARLTON, GA.

The 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 the Savannah River, of which it is a tributary. 

The flow is affected little or not at all by artificial control or by diversions. 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 slightly changeable.

Daily gage height, in feet, of Broad River (of Georgia) near Carlton, Ga., for 1909.

[M. C. Power, observer.]

Day.

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

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

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.

4.0

3.6

3 A

3.0

3.8

8.0

6.6

3.4

3.0

3.0

3.0

3.0

3.0

3 A

5.8

5.0

4.2

3.8

3.4

3.4

3.2

3.0

3.0

2.85

2.85

2.75

2.65

2.65

Feb.

2.65

2.65

3 A

3.0

2

7C

8.6

6.8

5.0

4.2

4

C

6.0

4.4

3.8

4.6

9.5

9.7

4.7

3.8

3.6

Mar.

3.2

3.6

4.2

3.8

3 A

4 6

4.0

9.1

8.4

5.6

7.4

9

9-

5.0

4.2

3.8

3.8

4.5

4.3

4 0

3.8

7.7

4

E

4.0

4.5

3.8

3.4

Apr.

3.4

3 9

3 9

 > n

3.4

3 9

3 A

3

0

3 A

3.4

3.2

3 A

3.0

3 A

3 A

3 A

3.6

3.6

3.6

4.0

3.8

3.6

May.

8.5

9

C

7 Q

5.0

3.4

3.2

3 A

Q A

3.2

3.8

3 A

3.2

3 A

3 A

3 A

2.85

3.8

7.8

7.5

4.8

3

£

4.0

3.2

3.2

3.2

June.

3 A

8 A

197

8.6

4 Q

3.8

3 A

3

0

3 A

3.6

3.4

3

0

3.2

3.0

3 A

3 A

3.4

3 A

4

0

5.1

July.

3.2

3 A

2.85

2.8

5.5

6.5

3.8

3.4

3.2

3.6

3 9

3.4

3.2

2.75

3.0

3 9

9 7C

2.65

3.8

3.4

Aug.

3.2

fi Q

8.4

5.3

5.6

3.8

3.0

2.85

2.65

3 A

2.75

2.65

2.55

2.55

2.55

2.45

2.45

2.35

2.35

2.35

Sept.

2.35

2.35

2.25

2.25

2.25

2.25

2.25

2.25

2.65

2.55

2.35

2.35

2.35

2.35

'4.1

5.5

8.4

4.0

3.4

2.85

2.85

3.0

3.4

3.0

2.75

2.45

2.35

Oct.

2.35

2.25

2.25

2.25

2.35

2.35

2.35

2.35

2.55

2.45

2.45

6.8

5.1

3.2

3.0 .

3.0

2.85

2.75

3.0

3.0

3.0

3.0

2.75

2.75

2.75

2.55

Nov

2.55

2.55

2.55

2.45

2.45

2.45

2.45

2.45

2.45

2.45

2.45

2.45

2.45

2.45

2.45

2.45

2.45

2.45

2.45

2.45

2.45

2.45

2.55

2.55

2.55

2.45

2.45

2.45

Dec.

2.45

2.45

0 AX

2.55

2.55

2.55

2.55

5.0

4.9

3.4

3.0

2.85

3.6

5.1

4 6

3.6

3.4

3.0

3.0

3.0

3.0

3.0

2.45

4.0

3.2

3 A

2.65

2.45

2.25
SAVANNAH RIVER DRAINAGE BASIN. 71 

Daily discharge, in second-feet, of Broad River (of Georgia), near Carlton, Ga.,forl909.

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.

1,880

1,540

1,070

1,070

1,700

6,760

4,820

1,880

1,370

1,070

1,070

1,070

1,070

1,070

1,070

1,070

3,800 

2,880

2,060

1,700

1,370

1,370

1,220

1,070

1,070

1,070

965

965

898

835

835

Feb.

835

835

835

835

835

1,370

1,070

898

835

7 i\df\

5,090

2,880

2,770

2,350

4,050

3,440 

2,260

1,700

2,450

1,880

8,990

12,700

9 qflfl

4 050

1,700

1,540

Mar.

1,220

1,540

2,060

1,700

1,370

1,070

3,210

2,450

1,880

8,370

7,340

3,560

5,920

9,760

8,530

2,880

2,350

1,700

1,700

2,350

2,160

1,880

1,700

2,350

1,880

2,060

2,350

1,700

1,370

Apr.

1,370

1,370

1,370

1,220

1,220

1,070

1,070

1,370

1,370

1,220

1,070

1,070

1,220

1,370

1,370

1,220

1,070 

1,070

1,070

1,070

1,070

965

1,370

1,540

i i4n

1,540

1,880

1,700

1,540

May.

7,490

8,990

5,780

2,880

1,540

1,370

1,220

1,070

1,070

1,220

2,350

1,700

1,370

1,220

1,070

1,070

1,070

965

1,700

6,480

6,060

3,440

1 880

1,540

1,540

1,880

1,220

1,220

1,220

June.

1,070

1,070

6,760

14,200

7,640

2,770

1,880

1,700

1,370

1,220

1,070

1,070

1,070

965

1,540

1,370

1,220 

1,220

1,070

1,070

1,070

1,070

1,220

1,540

1,370

2,450

2,660

2,990

1,540

July.

1,220

1,070

1,070

1,070

965

930

1,370

3,440

4.690

2,880

1,700

1,370

1,220

1,370

1,540

1,220

1,370 

1,370

1,220

1,070

1,070

898

1,070

1,070

1,370

1,220

1,070

898

835

1,700

1,370

Aug.

1,220

1,370

5,220

7,340

3,210

2,350

3,560

1,700

1,370

1,070

1,070

965

898

835

835

1,070

1,070 

898

835

778

778

778

778

722

722

722

722

722

670

670

670

Sept.

670

670

620

620

620

620

620

620

620

835

778

670

670

670

670

1,970

3,440 

7,340

1,880

1,370

965

965

1,070

1,370

1,070

1,070

898

778

722

670

Oct.

670

620

620

620

620

670

670

670

670

670

670

778

722

722

5,090

2,990

1,220 

1,070

1,070

965

898

1,070

1,070

1,070

1,070

1,070

989

898

898

898

778

Nov.

778

778

778

722

722

722

722

722

722

722

722

722

722

722

722

722

722 

722

722

722

722

722

778

778

778

778

722

722

722

722

Dec.

722

722

722

778

778

778

778

2,880

2,770

1,370

1,070

965

1,540

2,990

2,450

1,540

1,370 

1,070

1,070

1,070

1,070

1,070

898

722

1,070

1,880

1,220

1,070

835

722

620

NOTE. These discharges are based on a rating curve that is well defined between 305 and 9,800 secondfeet.

Monthly discharge of Broad River (of Georgia), near Carlton, Ga.,for 1909. 

[Drainage area, 762 square miles.]

Month.

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

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

Discharge in second-feet.

Maximum.

6,760 

12,700 

9,760 

1,880 

8,990 

14,200 

4,690 

7,340 

7,340 

5,090 

778 

2,990

14,200

Minimum.

835 

835 

1,070 

965 

965 

965 

835 

670 

620 

620 

722 

620

620

Mean.

1,670 

3,130 

3,120 

1,300 

2,430 

2,290 

1,440 

1,470. 

1,190 

1,050 

735 

1,250

1,760

Per 

square 

mile.

2.19 

4.11 

4.09 

1.71 

3.19 

3.00 

1.89 

1.93 

1.56 

1.38 

.965 

1.64

2.30

Run-off 

(depth in 

inches on 

drainage 

area).

2.52 

4.28 

4.72 

1.91 

3.68 

3.35 

2.18 

2.22 

1.74 

1.59 

1.08 

1.89

31.16

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

A.
72 SURFACE WATEE SUPPLY, 1909, PART II.

ALTAMAHA RIVER DRAINAGE BASIN. 

DESCRIPTION.

Altamaha River rises in the north central part of Georgia along 

the southern slope of the Chattahoochee Ridge, flows in a southeasterly direction, 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 

Ocniulgee 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, rises 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 of area. 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 

wooded consists of second-growth timber on lands once cultivated 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 of 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 and separate sheets showing 

Catawba and Broad river profiles may be obtained by applying to the DirecteayTJnited 

States Geological Survey, Washington, D. C.
ALTAMAHA RIVER DRAINAGE BASIN. 73

Relation of southern Appalachian Mountains to the development of inland water 

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

The following gaging stations have been maintained in this river 

basin:

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

Ocmulgee River near Jackson, Ga., 1906-1909.

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

Ocmulgee River at Macon, Ga., 1893-1909.

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., 1903-1909.

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

Oconee River at Fraleys Ferry near Mill edge ville, Ga., 1905-1909.

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

Oconee River at Dublin, Ga., 1898-1909.

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

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

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

OCMULGEE RIVER NEAR JACKSON, GA.

The 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 dam now under construction by the Central Georgia 

Power Company. (See PL V, B.) Water powers above cause moderate fluctuations of gage heights, but the mean of two readings a 

day is thought to be sufficiently accurate.

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.
74 SURFACE WATER SUPPLY, 1909, PART II.

Discharge measurements of Ocmulgee River near Jackson, Ga., in 1909.

Date.

March 29. ......

Do. ........

May 30.........

Do. ........

April 23. ....... 

April 24.. ......

July 13... ......

July 19.........

Octobers......

Do. ........

Hydrographer.

M. R. Hall.........................................

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

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

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

G. F. Harley...........................:............

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

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

E . H . S wett ........................................

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

Width.

Feet. 

305

305

305

305

312 

314

298

298

293

293

Area of 

section.

Sq.ft. 

1,930

1,930

1,880

1,880

2,410 

2,620

1,540

1,480

1,330

1,320

Gage 

height.

Feet. 

5.61

5.61

5.44

5.44

7.68 

8.33

4.77

4.58

4.23

Discharge.

Sec.-ft. 

3,360

3,390

2,960

2,970

7,380 

8,740

1,410

1,070

550

CAn

Daily gage height, in feet, of Ocmulgee River near Jackson, Ga., for 1909. 

[C. A. Pittman, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

11

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

15. . : ............

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

5.45

5.05

5.1

4.9

4.85

5.2

5.1

4.9

4.9

4.8

4.8

4.7

4.7

4.8

4.8

4.85

5.4

5.4

5.1

4.95

4.9

4.8

4.8

4.75

4 7

4. 7

4.6

4.6

4.6

4.6

Feb.

4.55

4.55

4.6

4.6

4.55

5.7

5.3

5.0

4.9

9.7

9.0

6.6

7.0

6.3

8.0

9.3

7.5

6.2

6.4

6.3

5.8

5.95

7.8

7.0

6.6

6.0

5.6

5.4

Mar.

5.25

5.4

5.3

5.15

5.0

5.1

5.35

5.35

5.25

11.1

9.4

12.4

13 4

12.6

10.9

7.7

6.6

6.0

5.8

6.9

8.8

7.3

6.2

5-8

6.2

6.3

5.85

5.7

5.6

5.4

5.35

Apr.

5.2

5.1

5.1

5.0

4.95

5.0

5.1

5.3

5.25

5.1

5.0

5.0

5.0

5.0

5.0

4.9

4.9

4.85

4.8

4.8

4.8

4.9

7.2

8.2

6.2

5.8

5.5

5.6

5.45

5.2

May.

6.35

6.8

6.0

5.4

5.3

5.1

5.0

4.95

4.9

5.65

5.4

5.05

4.9

4.8

4.8

4.8

4.9

4.8

4.75

5.05

5.3

5.2

5.0

4.9

4.8

4. Q

5.0

5.0

5.1

5.0

6.0

June.

5.6

5.7

6.9

6.5

6.0

5.5

5.2

5.0

4.85

4-8

4.7

4.7

4-7

4.75

4.8

5.05

5.45

5.4

5.1

5.0

5.0

5.1

5.5

5.1

4.9

5.0

4.95

4.85

4.75

4.65

July.

4.6

4.65

4.6

4.5

4.45

6.2

5.65

5.5

5.4

5.4

5.15

4.95

4.8

4.9

4.85

4.6

4.7

4.55

4.5

44

4.4

4.7

4.6

4.6

4.5

445

4.7

4.7

4.7

5.15

Aug.

5.05

5.4

7.7

8.9

8.1

6.4

5.6

5.65

5.9

5.4

5.1

6.3

5.7

5.15

5.4

5.75

5.1

4.8

4.6

4.55

4.5

4.45

4.4

4.4

4.35

4.35

4.35

4.3

4.3

4.4

4.3

Sept.

4.3

4.3

4.2

4.2

4.2

4.2

4.2

4.3

4.25

4.25

4.25

43

4.2

4.2

4.2

5.35

4.9

5.5

5.9

4.9

4.55

4.7

4.6

4.65

5.35

4.7

4.5

4.4

4.35

4.3

Oct.

4.3

4.3

4.3

4.3

4.2

4.2

42

4.2

4.2

42

4.2

4.2

4.2

4.2

6.25

6.2

6.0

5.6

5.0

4.6

4.5

5.25

4.9

4.75

4.6

A =.

4.5

4.4

4 4

4.4

4.4

Nov.

44

4.65

4.7

4.5

4.4

4.4

4.4

4.35

4.45

4.4

4.4 '

4.4

4.35

4.35

4.35

4.35

4.4

4.45

4.5

4.4

4.4

4.4

4.8

5.1

4.85

4 65

4.5

4.5

4.4

4.4

Dec.

4.4

4.4

4.4

4.4

4 4

4 4

4.55

4.9

4.8

4.65

4.5

4.5

5.05

5.25

5.0

4.8

47

46

4.6

4.7

4.7

46

455

455

5

0

5.1

4.85

47

465

4.55

Daily discharge, in second-feet, of Ocmulgee River near Jackson, Ga.,for 1909.

Day.

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

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

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

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

7.-.-.......-...

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

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

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

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

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

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

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

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

Jan.

2,740

1,940

2,040

1,640

1,560

2,240

2 040

1 ? 640

1,640

1 460

1,460

1,290

1,290

1 460

1.460

Feb.

1,040

1,040

1,120

1,120

1,040

3,260

1,840

1,640

n

CAA

10,000

5,920

4 480

7.970

Mar.

2,340

2,640

2,140

1 840

2,540

2,540

14 300

10,800

17 000

17 400

13.900

Apr.

2,240

2,040

2,040

1,840

1,740

1 840

2 0*0

2*440

2^340

2 040

1,840

1,840

1 840

1 840

l!840

May.

4,590

5,510

3,870

2,440

2 040

1 8^0

1,740

1 640

3,150

2 640

1*940

1 640

1.4fiO

June.

3,050

3,260

5,720

4

QAA

2

t)Af\

1 8*0

1 460

1,290

1 OQf\

1 9Qfi

i ^sn

1.460

July.

1,120

1,200

1,120

960

3,150

2,840

2

(\Af\

2 640

2,140

1,740

1 460

l'640

1.560

Aug.

1,940

2,640

7,360

9,820

8

1 Of)

4,690

3,050

3,150

3,660

2 640

2,040

3,260

2,140

2.fi40

Sept.

665

665

525

525

525

525

665

KQE

EQK

CQE

ftcc

525

EOE

525

Oct.

fiCC

665

«AE

665

525

coe

P19*.

525

EOK

525

525

525

4.380

Nov.

810

1,200

1,290

960

810

sin

O1 A

7QQ

885

Rift

sin

cin

*7OQ

700

,738

Dec.

810

810

R1ft

Qi f\

Q1O

Gift

1 040

1 640

1*460

1,200

960

960

1 940

1.84n
U. 8. GEOLOGICAL SURVEY 262 PLATE V

A. ETOWAH RIVER NEAR CARTERSVILLE, GA.

B. OCMULGEE RIVER NEAR JACKSON, GA. 

Showing power house and dam of Central Georgia Power Company under construction.
ALTAMAHA RIVER DRAINAGE BASIN. 75 

Daily discharge, in second-feet, of Ocmulgee River near Jackson, Ga.,'for 1909 Cont'd.

Day.

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

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

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

19.. ......... ---.

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

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

22.......-.---...

23.....-.....----

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

25

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

27.... ...... -----

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

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

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

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

Jan.

1,560

2,640

2,640

2,040

1,740

1,640

1,460

1,460

1,380

1,320

1,290

1,290

1,120

1,120

1,120

1,120

Feb.

10,600

6,940

4,280

4,690

4,480

3,460

3,770

7,560

5,920

5,100

3,870

3,050

2,640

Mar.

7,360

5,100

3,870

3,460

5,720

9,610

6,540

4,280

3,460

4,280

4,480

3,5bO

3,260

3,050

2,640

2,540

Apr.

1,640

1,640

1,560

1,460

1,460

1,460

1,640

6,330

8,380

4,280

2,840

3,050

2,740

2,240

May.

1,460

1,640

1,460

1,380

1,940

2,440

2,240

1,840

1,640

1,460

1,640

1,840

1,840

2,040

1,840

3,870

June.

1,940

2,740

2,640

2,040

1,840

1,840

2,040

2,840

2,040

1,640

1,840

1,740

1,560

1,200

July.

1,380

1,120

1,290

1,040

960

810

810

1,290

1,120

1,120

960

885

1,290

1,290

1,290

2,140

Aug.

3,360

2,040

1,460

1,120

1,040

960

885

810

810

738

738

738

665

810

665

Sept.

2,540

1,1,40

2,840

3,660

1,640

1,040

1.290

1,120

1,200

2,540

1,290

960

810

665

Oct.

4,280

3,870

3,050

1,840

1,120

960

2,340

I,fa40

1,380

1,120

960

960

810

810

810

810

Nov.

Tisr'

810 *» 

960

810

810

810

1,460

2,040

1,560

960

810

Dec.

1,460

1.290

1U20

1,120

1,290

1,290

1,120

1,040

1,040

1,560

2,040

1,560

1,290

1,200

1,040

NOTE. These discharges are based on a rating curve that is well denned between 525 and 1,400 second-feet.

Monthly discharge of Ocmulgee River near Jackson, Ga.,for 1909. 

[Drainage area, 1,400 square miles.]

Month.

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

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

Discharge in second-feet.

Maximum.

2,740 

11,500 

19,000 

8,380 

5,510 

5,720 

4,280 

9,820 

3,660 

4,380 

2,040 

2,440

19,000

Minimum.

1,120 

1,040 

1,840 

1,460 

1,380 

1,200 

810 

665 

525 

525 

738 

810

525

Mean.

1,640 

4,500 

6,020 

2,470 

2,230 

2,230 

1,550 

2,550 

1,090 

1,260 

953 

1,290

2,320

Per 

square 

mile.

1.17 

3.21 

4.30 

 1.76 

1.59 

1.59 

1.11 

1.82 

.779 

.900 

.681 

.921

1.66

Run-off 

(depth in 

inches on 

drainage 

area).

1.35 

3.34

4.96 

1.96 

1.83 

1.77 

1.28 

2.10 

.87 

1.04 

.76 

1.06

22.32

Accuracy.

A.

A. 

A. 

A. 

A.

A. 

A. 

A. 

B. 

A. 

B. 

A.

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 Railroad 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, and the station furnishes data for water power 

estimates, navigation, and general run-off studies. Some fluctuation 

in gage heights at low stages is probably caused by control of flow at 

mills above. 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.
76 SURFACE WATER SUPPLY, 1909, PAET II.

The United States Weather Bureau gage originally used at this 

station is a heavy timber bolted to a pier of the Central of Georgia 

Railroad 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.

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 at the result of changes in the river 

bed at and below the station.

Discharge measurements of Ocmulgee River at Macon, Ga., in 1909. r

Date.

July 27.........

Do.........

Hydrographer.

M. R. Hall .........................................

E. H. Swett . . ......................................

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

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

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

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

Width.

Feet. 

260

242

235

235

237

249

Area of 

section.

Sq.ft. 

1,840

1,120

902

910

943

1,390

Gage 

heigfit.

Feet. 

5.68

3.10

2.28

2.34

2.42

4.27

Discharge.

Sec. -ft. 

2,510

1,400

852

895

991

Daily gage height, in feet, of Ocmulgee River at Macon, Ga.,for 1909.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

6.7

6.0

4.9

4.3

4.5

7.3

6.4

6.0

4.6

4.2

3.9

3.9

3.8

3.9

3.9

3.9

4.3

6.0

6.0

4.9

4.3

4.1

4.0

3.8

3.4

3.6

3.5

3.4

3.2

3.1

3.0

Feb.

2.7

2.6

2.7

2.7

2.9

4.0

8.5

6.4

4.7

17.6

17.0

14.0

10.2

15.5

13.0

17.6

15.6

12.3

9.9

11.7

10.5

10.7

12.3

33.1

12.0

8.8

7.4

Mar.

6.4

6.1

5.8

6.3

5.7

5.3

8.0

7.1

6.5

16.4

18.7

15.3

20.4

19.8

18.2

15.9

11.9

10.2

9.4

8.6

16.6

16.5

12.3

9.9

9.0

10.6

9.8

8.6

8.5

8.2

7.2

Apr.

6.7

6.5

6.2

6.1

5.8

5.8

5.7

6.3

6.9

6.4

6.0

5.5

5.7

5.7

5.7

5.5

5.3

5.1

4.8

5.0

4.9

4.6

4.9

11.6

12.3

9 7

8.3

7.4

7.0

6

C

May.

8.4

11.7

10.9

8.5

6.7

6.1

5.5

5.2

5.0

4.7

9.4

6.8

5.4

4.9

4.7

4.5

4.3

4.6

5.0

5.9

6.3

5.7

4.9

4.9

4.5

4.6

5.1

5.0

5.1

6.5

June.

9.2

6.8

8.1

13.0

10.5

8.6

6.5

5.6

4.9

4.5

4.3

4.0

4.0

4.1

4.2

4.7

5.3

6.5

6.2

5.2

4.7

5.0

5.2

6.1

5.8

5.2

4.3

4.0

July.

3.8

3.8

3.8

3.4

3.2

8.7

9.4

8.2

6.6

6.3

6.0

4.9

4.6

4.9

5.1

4.1

3.8

4.2

3.8

3.4

3.2

3.1

2.9

2.8

3.5

3.0

3.0

5.3

7.6

Aug.

5.1

4.3

8.5

13.3

13.7

12.1

9.3

6.4

7.7

7.5

6.4

5.1

9.0

7.5

6.5

6.8

7.2

5.2

4.1

3.5

3.2

3.1

2.9

2.8

2.7

2 7

2.6

2.6

2.5

2.4

Sept.

2.5

2.3

2.3

2.3

2.3

2.3

2.3

2.2

2.5

2.3

2.3

2.4

2.3

2.2

2.2

3.2

8.0

>; n

9.8

6.9

3.6

5.3

8.5

4.3

5.5

3.8

3.1

3.0

2.8

Oct.

2.7

2.6

2.5

2.4

2.4

2.3

2.3

2.2

2.2

2.2

2.1

2.1

2.1

2.1

2.3

8.7

8.3

7.2

6.2

4 4

3.4

3.0

5.3

4 3

3.6

3

0

3 A

9 Q

2.7

2.6

2.6

Nov.

2.5

2.5

3.5

3.5

3.0

2.7

2.6

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.4

2.4

2.5

2.5

2.5

2.8

2.6

.2.4

2.5

4.7

3 Q

3.6

2.8

2.6

2 ft

Dec.

2.5

2.5

2.5

2.5

2.5

2.5

2.1

3.5

3.9

3.8

3.2

2.9

3.0

5.0

5.2

4.3

3.6

3.3

3.2

3.6

3.6

3.5

3.1

3.0

4.0

5.2

4.4

4.0

3

C

3.3
ALTAMAHA EIVEE DEAINAGE BASIN. 77 

Daily discharge, in second-feet, ofOcmulgee River at Macon, Ga.,for 1909.

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.

3,610

3,140

2,430

2,070

2,190

4,030

3,400

3,140

2,250

2,010

1,830

1,830

1,770

1,830

1,830

1,830

2,070

3,140

3,140

2,430

2,070

1,950

1,890

1,770

1,530

Ir650

1,590

1,530

1,410

1,350

Feb.

1,110

1,050

1,110

1,110

1,230

1,890

4,910

3,»00

2,310

28,700

25,800

13,200

6,480

19,000

10,600

28,700

19,500

9,260

6,160

8,360

6,810

7,040

9,260

10,800

8 7QO

7,280

5,150

Mar.

3,400

3,200

3,010

3,340

2,940

2,680

4,530

3,890

3,470

23,000

34,200

18,200

39.900

31,700

20,800

8,640

5,670

4,990

23,900

9,260

6,160

6,920

6,060

4 QQO

4,910

4,680

3

ncn

Apr.

3,610

3,470

3,270

3,200

3,010

3,010

2,940

3,340

3,750

3,400

3,140

2,820

2,940

2,940

2,940

2.820

2,680

2,560

2,370

2,490

2,430

2.250

2,430

8,220

9,260

5,960

4,760

4,100

3,820

3,470

May.

4,830

8,360

7,280

4,910

3,610

3,200

2,820

2,620

2,490

2,310

5,670

3,680

2,750

2,430

2,310

2,190

2,070

2,370

2,250

2,490

3,080

3,340

2,940

2,430

2,430

2,190

2,250

2,o60

2,490

2,560

June.

5,490

3,680

4,600

10,600

6,810

4,990

3,470

2,880

2,430

2,190

2,070

1,890

1.890 i;gso

2,010

2,310

2,680

3,470

2,620

2,310

2,490

2,620

3^200

3,010

2,250

2,620

1,890

1,890

July.

1,770

1,770

1,770

1,530

1,410

5,070

5,670

4,680

3,540

3,340

3,140

2,430

2,250

2,430

2,560

1,950

1,770

1,770

1,530

1,410

1,350

1,230

1,170

1,590

1,410

1,290

1,290

2,680

2,010

Aug.

2,560

2,070

4,910

11,300

12,300

8,940

5,580

3,400

4,310

4,170

3,400

2,560

5,310

4,170

3,470

3,680

3,960

2,620

1,950

1,590

1,410

1,350

1,230

1,170

1,110

1,110

1,050

1,050

990

930

930

Sept.

990

870

870

870

870

870

870

810

990

870

870

930

870

810

810

1,410

4,530

2,490

6,060

3,750

2,250

1,650

2,680

4,910

2,070

2,820

1,770

1,350

1,290

1,170

Oct.

1,110

1,050

990

930

930

870

870

810

810

810

750

750

750

750

870

5,070

4,760

3,960

3,270

2,130

1,530

1,290

2,680

2,070

1,650

1,470

1,290

1 9<U1

1,110

1,050

1,050

Nov.

990

990

1,590

1,590

1,290

1,110

1,050

990

990

990

990

990

990

990

930

930

990

990

990

1,170

1,050

930

990

1,950

2,310

1 830

1^650

1,170

1,050

1,050

Dec.

990

990

990

990

990

990

990

1,350

1,830

1,770

1,410

1,230

1,290

2,490

2,620

2,070

1,650

1,470

1,410

1,470

1,650

1,650

1,590

1,350

1,290

1,890

2.620

2,130

1,890

1,590

1,470

NOTE. These discharges are based on a rating curve that is well defined.

Monthly discharge ofOcmulgee River at Macon, Ga.,for 1909. 

[Drainage area, 2,420 square miles.]

Month.

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

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

Discharge in second-feet.

Maximum.

4,030 

28,700 

43,100 

9,260 

8,360 

10,600 

5,670 

12,300 

6,060 

5,070 

2,310 

2,620

43,100

Minimum.

1,290 

1,050 

2,680 

2,250 

2,070 

1,890 

1,170 

930 

810 

750 

930 

990

750

Mean.

2,190 

9,040 

11,800 

3,580 

3,240 

3,190 

2,320 

3,370 

1,780 

1,570 

1,180 

1,550

3,730

Per 

square 

mile.

0.905 

3.74 

4.88 

1.48 

1.34 

1.32 

.959 

1.39 

.736 

.649 

.488 

.640

1.54

Bun-off 

(depth in 

inches on 

drainage 

area).

1.04 

3.90 

5.63 

1.65 

1.54 

1.47 

1.11 

1.60 

.82 

.75 

.54 

.74

20.79

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

OCONEE EIVEE NEAE GEEENSBOEO, 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, for the purpose of obtaining run-off data for this 

important water-power stream.
78 SURFACE WATER SUPPLY, 1909, PART II.

Town Creek enters above the station. 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. The flood of August, 1908, changed the conditions 

of flow at the station materially as indicated by the 1909 measurements, necessitating a recomputation of the monthly estimates of 

1908 since August, based on a later rating curve.

Discharge measurements o/Oconee River near Greensboro, Ga., in 1909.

Date.

Do.........

Do.........

October 30. ....

Do.........

Hydrographer.

W. A. Lamb.......................................

M. R. Hall. ........................................

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

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

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

M. R. Hall .........................................

.....do.......--.-..................--------.-.-----.

Width.

Feet. 

124

136

136

122

122

120

119

119

Area of 

section.

Sq.feet. 

611

1,650

1,660

590

418

431

433

Gage 

height.

Feet. 

3.40

11.41

11.59

3.35

 3.30

2.50

2 44

Discharge.

Sec.-ft. 

1,140

5,730

5,780

1,090

1,060

713

767

7fiO

Daily gage height, in feet, of Oconee River near Greensboro, Ga.,for 1909. 

[A. M. Thurmond, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

16...---.........

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

4.1

3.9

3.75

3.65

3.6

3.65

3.4

3.25

3 OK

2.75

Feb.

2.65

2.95

2.85

2 9

5.5

4.6

3.65

3.35

13.7

15.2

13.1

8.9

10.0

9 4

10.4

7.6

6.5

7 9

fi Q

6.1

1 Q 9

15.4

11.2

7.0

5.4

.......

Mar.

5.1

5.1

5.2-

5.8

4.6

5.1

6.8

7.2

5.4

14.0

14.6

16.4

17.8

17.0

16.4

14.2

9.5

6.2

5.6

5.8

9.4

8.6

6.7

5.2

6.4

Q 5

fi 9

5.6

6.1

5.6

4.6

Apr.

4.4

4.3

4.3

4.1

4.0

4.2

4.6

4.8

4.6

4.4

3

QC

3.8

4.0

3 9

3 EC

3

KC

3.4

3.45

3 45

7 ft

* O

4.4

4.4

4.4

5.6

6 9

5.8

May.

8.2

11.1

12-4

10.4

6.0

4.6

3.95

3.75

4.0

3.95

3.45

3.35

3

0C

3.2

2.15

2 1 P;

7.0

7 3

6.0

5 9

3 Q

3.75

3

QC

5 9

6.7

4.1

3.8

June.

3.7

3.8

6.6

11.0

11.2

7.1

5.2

4.2

3.8

3.55

3.55

3.85

3.8

3.65

4.2

5.9

6.5

C A

4.8

3

KC

Q OC

3 45

3

QC

4.8

4.0

3.55

5.4

4.0

4.0

3.45

July.

3.2

3.25

3.05

3.05

3.1

3.5

3.35

10.4

10.7

10.2

7.4

4.6

3.9

6.0

4.6

4.4

4 9

4.0

3.05

2

0

4.0

3.65

2

QC

3.0

2 OK

4.6

4.1

Aug.

4.0

4.2

11.0

13.6

13.1

11.2

8.8

5.7

4.8

4.4

4.1

3.6

3.3

3.55

3.45

4.1

3.3

2

QC

2.9

3.35

2 DC

2 45

2.4

2.3

2

0C

2.3

2

0

2.15

2

9C

2.05

Sept.

2.05

2.1

2.05

1.95

1.85

1.9

1.95

2.15

2.05

2.15

2 4

1.95

2.05

2.1

3.1

7.3

6.8

6.6

4.6

4.0

3.6 3 Qt;

7.4

6.8

5.0

 4.1

2 9

2.75

9 SH

Oct.

2.6

2 A

2.25

2.35

2

0C

2.45

2.1

2.2

2

1 C

2.2

2 7

10.6

12.0

8.5

4.2

3.6

3.1

3.1

3.6

3.6

2.8

2.7

2

«

2 EC

2

C

2

AK

2.4

Nov.

2.65

2.5

2.5

2.45

2.35

2.3

2.3

2.4

2.4

2.55

2.4

2.45

2.4

2 AC

2.45

2.4

2 A

2.3

9 ftf\

2.5

2.85

2.65

2.3

2.25

2

KK

Dec.

2.95

2.9

2.85

2.3

2

OC

2.25

2.85

4.6

6.0

4.0

3.45

3.05

4.6

5.4

5.0

4.4

3.75

3.0

3 1 *\

3.5

3.25

9 QP;

2 9

3.55

3.95

4.5

3.65

3.3

2.8

2.7
ALTAMAHA EIVEE DRAINAGE BASIN. 79

Daily discharge, in second-feet, ofOconee River near Greensboro, Ga., for September 1,1908,

to December 31, 1909.

Day. Sept. Oct. Nov. Dec. Day. Sept. Oct. Nov. Dec.

1908.

1,290

1,130

1,050

1,130

2,080

1,290

1,410

1,410

1,050

970

871

798

780

798

763

650

605

590

590

575

575

590

780

930

1,680

2,020

1,410

1,010

729

1,210

1,050

950

910

1,640

1,820

1,290

1,050

1,050

1,050

950

930

798

1,010

1,330

780

763

798

763

798

798

970

1,720

2,020

1,460

1,130

970

1,090

950

910

1908.

763

729

729

729

729

729

729

665

696

712

680

729

763

712

696

650

635

605

590

650

665

680

763

729

910

816

816

1,820

2,770

2,020

1,590

1,460

1,090

970

950

871

816

798

816

780

798

763

763

798

871

910

910

890

910

1,720

4,870

7,280

6,980

3,960

3,110

1,540

1,330

1,210

1,290

1,290

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1909.

1,410

1,330

1,270

1,230

1,210

1,230

1,130

1,070

1,070

1,070

834

910

950

910

930

2,080 

1^640 

1,230 

1,110 

7,360

8,480

6,900

4,020

4,740

4,350

5,000

4,870

3,230

2,600

2,990

2,820

2,380

6.980

8,630

7,880

5,550

2,880

2,020

871

1,880

1,880

1,920

2,220

1,640

1,880

2,770

2,990

2,020

7,580

8,030

9,380

10,500

9,850

9,380

7,730

4,420

2,440

2,120

2,220

4,350

3,830

2,720

1,920

2,550

4,420

2,440

2,120

2,380

2,120

1,640

1,540

1,500

1,500

1,410

1,370

1,460

1,640

1,720

1,640

1,540

1,350

1,270

1,290

1,370

1,330

1,230

1,190

1,190

1,150

1,130

1,150

1,150

3,350

1,820

1,540

1,540

1,540

2,120

2,440

2,220

3,590

5,480

6,390

5,000

2,330

1,640

1,460

1,350

1,270

1,370

1,540

1,350

1,150

1,110

1,110

1,050

665

665

665

2,880

3,050 

2,330 

1,920 

I,e40 

1,330

1,270

1,350

1,920

2.720

1,410

1,290

1,250

1,290

2.660

5,410

5,550

2,940

1,920

1,460

1,290

1,190

1,190

1,310

1,290

1,230

1,460

2,280

2,600

2,120

1,720

1,190

1,110

1,160

1,350

1,720

1,370

1,190

2,020

1,370

1,370

1,150

1,050

1,070

990

990

1,010

1,170

1,110

5,000

5,200

4,870

3,110

1,640

1,330

2,330

1,640

1,540

1,460

1,370

990

910

910

890

1,030

1,370

1,230

950

970

910

1,460

1,640

1,410

1,370

1,460

5,410

7,280

6,900

5,550

3,960

2,180

1,720

1,540

1,410

1,210

1,090

1,190

1,150

1,410

1,150

1,090

950

930

1,110

729

763

746

712

729

712

680

665

635

650

635

605

575

590

605

665

635

665

746

665

605

635

650

1,010 

3,050 

2,770 

2, £60 

1,640

1,370

1,210

1,110

3,110

2,770

1,820

1,410

930

871

910

816

746

696

729

729

763

729

650

680

635

665

635

680

852

5,130

6,110

3,770

1,460

1,210

1,010

1,010

1,210

1,210

950

890

852

816

798

780

763

746

834

780

780

763

729

729

712

712

746

746

798

746

763

746

763

763

763

746

746

712

910

780

910

834

729

696

712

696

950

930

910

712

696

696

910

1,640

2,330

1,370

1,150

990

1,640

2,020

1,820

1,540

1,270

970

1,030

1,170

1,070

950

930

1,190

1,350

1,590

1,460

1,230

1,090

890

852

NOTE. These discharges' are based on a rating curve that is fairly well defined between 560 and 6.000 

second-feet. Discharge January 1 to 20 estimated to average 1,260 second-feet per day on the basis of 

the discharge at Dublin, Ga.

55901° WSP 262 10 6
80 SURFACE WATER SUPPLY, 1909, PAET II.

Monthly discharge ofOconee River near Greensboro, Ga.,for 1908-9. 

[Drainage area, 1,100 square miles.]

Month.

1908.<»

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

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

1909.

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

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

Discharge iu second-feet.

Maximum.

6,740 

8,300 

10,400 

9,100 

2,280 

4,970 

5,690 

25,300 

2,080 

2,770 

1,820 

7,280

25,300

8,480 

10,500 

3,350 

6.390 

5; 550 

5,200 

7,280 

3,110 

6,110 

910 

2,330

10,500

Minimum.

1,170 

1,620 

1,250 

1,250 

1,130 

882 

672 

620 

665 

575 

763 

763

575

871 

834 

1,640 

1,130 

665 

1,110 

890 

635 

575 

635 

680 

696

575

Mean.

2,480 

3,920 

2,870 

3,110 

1,480 

1,320 

1,440 

3,940 

920 

972 

1,010 

1,770

2,100

1,230 

3,720 

3,980 

1,560 

2,010 

1,840 

1,630 

1,840 

1,210 

1,250 

761 

1,200

1,850

Per 

square 

mile.

2.25 

3.56 

2.61 

2.83 

1.35 

1.20 

1.31 

3.58 

.836 

.884 

.918 

1.61

1.91

1.12 

3.38 

3.62 

1.42 

1.83 

1.67 

1.48 

1.67 

1.10 

1.14 

.692 

1.09

1.68

Run-off 

(depth in 

inches on 

drainage

area).

2.59 

3.84 

3.01 

3.16 

1.56 

1.34 

1.51 

4.13 

.93 

1.02 

1.02 

1.86

25.97

1.29 

3.52 

4.17 

1.58 

2.11 

1.86 

1.71 

1.9(2 

1.23 

1.31 

.77 

1.26

22.73

Accuracy.

A. 

A. 

A. 

A. 

.A. 

A. 

A. 

B. 

A. 

A. 

A. 

A.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

a, The monthly discharge for September to December, 1908, supersedes that given in Water-Supply 

Paper 242. Revision is necessary because of change in section caused by flood of August 25 to 28,1908. 

6 Discharge estimated January 1 to 20, 1909.

OCONEE EIVEE AT FEALEYS FEEEY, NEAE MILLEDGEVILLE, GA.

The 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 Mlledgeville station and to supply important water-power data in addition to general 

run-off data. 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 MUledgeville 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 

conditions 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,
ALTAMAHA RIVEE DRAINAGE BASIN. 81

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.

Discharge measurements of Oconee River at Fraleys Ferry, near Milledgeville, Ga., in 1909.

Date.

October G......

Do.........

Hydrographer.

E. H. Swett. .......................................

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

Width.

Feet. 

277

285

Area of 

section.

Sq.ft. 

1,380

1 430

Gage 

height.

Feet.

5.33

Discharge.

Sec.-ft. 

1,310

1,350

Daily gage height, in feet, of Oconee River at Fraleys Ferry, near Milledgeville, Ga.,for 1909.

Day.

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

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

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

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

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

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

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

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

Oct.

5.3

5.4

5.5

5.35

Nov.

5.55

5.6

5.7

5.7

5.6

5.5

5.55

5.55

5.6

5.6

Dec.

5.6

5.6

5.6

5.6

5.7

5.8

6.25

6.85

6.4

6.05

Day.

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

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

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

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

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

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

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

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

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

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

Oct.

5.3

5.3

5.4

5.4

7.1

7.4

6.15

5

0

Nov.

5.55

5.55

5.55

5.55

5.55

5.55

5.55

6.0

6.5

6.5

Dec.

^ 01

6.0

6.1

6.1

6.05

^ Q

5.7

5.65

5.7

5.8

Day.

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

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

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

25

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

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

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

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

sn

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

Oct.

5.8

5.85

6.15

6.1

5.95

5.8

5.7

5.6

5.6

5.6

5.55

Nov.

5

KE

7.0

6.25

6.25

5.9

5.75

5.65

5.65

5.6

Dec.

6.25

6.7

6.4

6.05

5.95

6.25

6.6

6.35

6.25

6.0

6.15

NOTE. Gage heights for October 16 and 17 assumed greater than 9 feet on basis of Oconee River near 

Greensboro, and known condition of the gage at this station.

Daily discharge, in second-feet, of Oconee River at Fraleys Ferry, near Milledgeville, Ga.,

for 1909.

Day.

1.........

2.........

4.........

5.........

6.........

7.........

8.........

10.........

Oct.

1,270

1

QOA

1 4.0ft

1,320

1,270

Nov.

1 ^^n

1,610

1,740

1,740

1,610

1,490

1,550

1,550

Dec.

1,610

1,610

1,610

1,610

1,870

3,500

2,220

Day.

11.........

12.........

13... ......

i x

16.........

17.........

IS.........

19.........

20.........

Oct.

1,270

1,380

1,380

alO,000

4,500

2,380

2,010

Nov.

1 550

1,550

1,550

1,550

1,550

1,550

2,150

2,920

2,920

Dec.

2,080

2,150

2,300

2,300

2,220

2,010

1,740

1,680

1,740

1,870

Day.

22.........

23.........

24.........

25.........

26.........

27.........

28.........

29.........

30.........

31.........

Oct.

1,870

1,940

2,380

2,300

2,080

1,870

1,740

1,610

1,610

1,610

1,550

Nov.

1,550

1,550

3,770

2,520

2,520

2,010

1,800

1,680

1,680

1,610

Dec.

2,520

3,250

2,760

2,220

2,080

2,520

3,080

2,680

2,520

2,150

2,380

<* Discharge estimated by hydrograph comparison with other Oconee River stations.

NOTE. These discharges are based on a rating curve that is well defined below discharge 5,600 secondfeet.
82 SURFACE WATER SUPPLY, 1909, PART II.

Monthly discharge ofOconee River at Fraleys Ferry, near Milledgemlle, Ga.,for 1909. 

[Drainage area, 2,840 square miles.]

Month.

Discharge in second-feet.

Maximum.

olO,000 

3,770 

3,500

Minimum.

1,270 

1,490 

1,610

Mean.

2,400 

1,850 

2,240

Per 

square 

mile.

0.845 

.651 

.789

Run-oft 

(depth in 

inches on 

drainage 

area).

0.82 

.73 

.91

Aecur 

racy.

B. 

A. 

A.

a Estimated.

NOTE. October 16 to 17 estimated.

OCONEE RIVER AT DUBLIN, GA.

The 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 and 

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 above the station are unimportant. This portion of the river is navigable, and although the 

current is good at the station the slope b'elow 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 approached 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.

Scarcity of data covering the changes in channel conditions, as 

indicated by the discharge measurements of April 19, 1907, and April 

7, 1909, make it difficult to determine with certainty what the daily 

and monthly discharges for 1907, 1908, and 1909 should be. The 

rating curves used are based on the available data and are intended 

to average the conditions as nearly as possible. Intercomparisons 

with Oconee River at Fraleys Ferry give fair results but do not show 

up very well for low-water periods. The accuracy of the monthly 

estimates for 1907-8 is more or less uncertain, especially at low stages. 

The monthly estimates for 1909 are probably better.
ALTAMAHA EIVEE DEAINAGE BASIN. 83 

Discharge measurements of Oconee River at Dublin, Ga., in 1909.

Date.

April-7.........

Hydrographer.

M. R. Hall. .......................................

E. H. Swett .....................................

Width.

Feet. 

253

226

Area of 

section.

Sq. ft. 

1,840

1,040

Gage, 

height.

Feet. 

3.88

.48

Discharge.

Sec.-ft. 

4,480

1,960

Daily gage height, in feet, of Oconee River at Dublin, Ga.,for 1909.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

2.8

2.4

2.9

3.8

2.0

4.4

5.4

3.2

3.5

2.5

2.2

2.3

2.3

2.4

5.3

6.0

5.2

4.8

4.3

3.0

2.3

2.4

2.3

2.1

2.1

2.0

1.1

Feb.

1.8

1.7

1.6

1.6

1.6

1.6

2.3

5.4

7.0

7.8

7.6

8.7

10.2

15.6

15.8

14.8

12.9

13.0

12.4

11.4

9.9

9.8

9.6

9.1

11.9

12.7

Mar.

14.0

12.4

9.5

6 4

6.3

5.9

5 4

4.3

6.0

6.6

8 9

10.9

1 e o

20.0

23.3

21.7

21.1

18.4

16.2

11.8

13.9

14.0

12.5

10.5

10.2

10.0

9.2

Apr.

7.8

6.4

5.0

4.1

3.7

3.4

4.4

5.3

5.0

3.8

3.6

3.3

3.1

3.0

2.9

2.8

2

C

2.4

2.2

2.1

2.0

2.0

5.8

5.6

5.2

4.8

4.4

May.

3.5

5.9

7.5

8.2

8.5

8.5

8.0

5.0

3.5

2.8

2.6

3.2

3.5

2.8

2.4

2.0

1.8

1.7

2.4

5.9

7.0

7.5

7.8

6.3

4.0

3.2

2.9

2.8

3.2

4.3

June.

4.0

4.1

3.2

2.9

6.8

7.5

8.4

8.8

3.4

2.9

2.4

1.9

1.9

2.1

2.3

2.3

2.9

4.6

5.0

5.0

4.8

4.1

4.3

3.9

3.2

3.1

2.3

2.4

3.0

July.

2.4

2.3

1.7

1.5

1 ^

.9

3.7

6 4

7.6

8.3

8.4

8.6

8.7

8

n

4.9

4.9

5.4

5 7

3.9

o n

2.8

2.0

1.3

2.2

2.0

.9

1.0

1.7

2.4

Aug.

3.4

3.9

3.6

4 4

5.0

6.8

7.5

8.4

10.3

10.5

9.5

7.2

5.4

6.8

7.5

6.1

4.3

5.0

3

0

2.1

1.4

1.0

.7

.2

.1

.2

.2

.1

Sept.

0.1

.2

.1

 .1

- .1

- .2

__ -^

.0

.2

.2

.3

.3

.2

.1

.2

.2

1.1

2.0

4.5

5,0

5.4

3.8

2.1

1.9

3.3

4.3

4.5

2.9

1.3

.8

Oct.

0.4

.2

.1

.1

.1

.1

.1

.1

.1

.0

.0

.0

.0

4.3

5.1

6.4

2.1

2.0

1.3

1 Q

1.5

1.1

1.0

.5

.4

Nov.

0.4

.3

.3

.4

.7

.8

.6

.5

.5

.4

.5

.5,

.4

.4

.4

.3

.3

.3

.5

.4

.4

2.6

2.7

1.7

.8

.4

Dec.

0.4

.3

.3

.4

.4

.4

.6

.6

.5

1.6

2.3

2.0

1.6

1.3

2.0

3.2

3.2

3.2

2.0

2.2

1.9

1.7

2.2

2.0

1.2

2.4

3.3

3.3

2.6

1.8

Daily discharge, in second-feet, of Oconee River at Dublin, Ga.,for 1907-1909.

Day.

1907.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

4 050

6,380

7,370

7,700

8,300

6,600

5,350

4,550

4,050

4,050

3,870

3,780

3,600

3,600

3,600

3,330

3,150

3,060

3,060

Feb.

3,330

5,250

8,300

9,860

10,800

11,700

12,700

13,200

17,200

18,000

15,700

11,300

6,600

5,950

5,050

4,650

4,350

5,150

4,050

4,250

Mar.

7,480

7,700

8,900

9,860

11,300

12,100

11,800

8,300

5,550

5,050

4,750

4,450

4,250

5,750

5,050

4,750

4,550

Apr.

2,520

2,700

2,790

2,880

3,330

3,780

4,350

3,960

3,960

3,150

3,330

5,350

7,150

May.

4,350

4,050

4,250

4,550

4,750

6,050

4,150

3,600

7,940

7,700

6,600

6,050

4,750

4,250

4,250

3,600

3,780

3,600

June.

2,700

2,700

5,550

5,550

2,970

2,610

2,430

2,010

1,930

1,850

1,850

1,850

2,520

4,850

3,150

2,250

1,930

July.

7,700

8,060

6,490

5,950

4,850

3 Q7f|

2,970

3 1 ty»

1,930

1,780

1 ftfiO,

2 7nn

3 1C A

2 7Qft

2,520

2,250

Aug.

7 040

7,150

5,050

2,700

2,700

2,250

2 OCA

1,850

1,780

2,700

2,700

3,150

3,420

5,050

4,550

Sept.

1,250

1,020

950

800

1,850

2,610

2,700

2,430

3,240

3,600

2,880

2,610

1,850

1,550

1,400

1,250

1,180

1,100

Oct.

8,900

8,540

4,550

2,970

2,430

2,250

2,250

2,700

2,170

1,850

1,780

1,620

1,620

1,700

1,620

1,480

1,320

Nov.

1,100

1,180

1,180

1,180

1,250

1,320

1,320

1,400

1 400

1,250

1,250

1,100

1 7ftO

2 OCA

1,850

1 930

1,930

Dec.

7,940

6,820

6,050

4 050

3,600

3,510

3

00rt

2 7ftft

2,700

2

7QA

2,880

7 -IK A

11,100

11 400

13,200

14,200

14,600

12.100
84 SUEFACE WATER SUPPLY, 1909, PART II.

Daily discharge, in second-feet, of Oconee River at Dublin, Ga.,for 1907-1909 Cont'd.

Day.

1907. 

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

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

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

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

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

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

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

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

,30...............

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

1908. 

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

1909. 

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

Jan.

3,240

2,970

2,970

2,880

2 790

3,150

3,330

3,510

3,600 

3,510

3,600 

12,000

12,500

14,200

15,700

16,000

13,900

14,500

15,000

12,500

15,000

16,200

18,800

16,400

21,500

20,400

14 800

12,100

9,500

8,540

7,370

6,600

5,550

6,050

5,850

6,050

5,550 

5,750

3,830

3

4QA

4,340

3,920

3,490

4,700

3,150

5,260

6,290

4,170

4,420

3,580

3

00ft

3

0Oft

3,400

3 4ftft

3 -ion

4,170

6,950

6,070

5,650

5,160

4,000

3.400

Feb.

4,550

4,550

5,550

4,250

4,050

4,050

4,650

5,550

9 QSA

14,500

16,400

n

Afin

26,200

25,400

99 nftft

11,400

11,100

11 000

16' 900

oo 7Aft

24,600

23,400

1O K/W

20,100

in OAA

18,500

17,500

13,400

10,400

9 9Aft

8,660

S fifift

2 QGft

2,910

2,830

2

QOA

2,830

3 400

6,290

8,050

9,010

8,770

10,100

19 onft

oft QAft

91 9ftft

91 °.ftft

1Q f\flf\

ifi onn

1 1\ Piftft

H Ofifl

11 600

1L400

Mar.

4,150

4,050

3,690

3,600

3,330

4,050

2

7QA,'

2,700

2,700 

2,700

2,430 

80AA

6,710

6 600

6

-4QA

6,160

5,850

5,750

5,250

5,250

5,250

5,250

5,250

4,550

4 CCft

4 550

4 450

4,450

7,150

18,500

oo 7AA

01 OflA

29 000

25,400 

22,000

18,100

15,500

11,200

7 390

7 9fift

6,840

6 290

5,160

6,950

7,610

8,530

9 490

10 0/1A

21,200

00 OAft

QQ QAft

o-i OAA

OC ftftft

91 Qnft

10 CAA

14 600

18 400

17 900

19.100

Apr.

6,030

5,750

6,600

7,150

7 Q4ft

9,500

13,800

10 800

7,040 

 6,380

18,200

9,020

7,480

6,710

6,380

6,930

7,700

7,150

5,650

5,050

A QCft

5,850

11 400

15,700

91 K.nn

1Q finn

17,200

16,000

15,000

19 SflA

oo CAA

32,200 

9,010

7 390

6,400

5,850

S Ofift

4 600

4 340

6 ' 9RA

5,850

4,700

4,260

4 080

4 000

3^920

S

ODA

3,580

S

qort

3,240

3. 150

May.

'3,420

2,700

2,700

2,610

2,340

2,250

2,250

2,700

2,610 

4,050

3,150 

30,200

23,700

14,400

9,260

7,700

7,150

6,820

6,710

6,600

5,950

5,350

5,050

4,750

4,650

4,550

4,550

4,550

6

AK.f\

6,050

5,850

6

AK.f\

4,650

4,450

3,870

3 600

3,870

3 600

3,600 

3,780

4,420

6 840

8,650

9

yiAA

9 Q7ft

9 OCA

5,850

4,420

3

QQA

3 CCft

<170

3,490

3,150

2 QQn

2 Q1ft

3 4QA

3

QOA

6,840

8,050

9,010

7.280

June.

1,780

1,700

1,620

1,550

1,550

1,700

1,850

2,090

3,600 

5,350

4,350

4,350

3,600

3,510

3,150

2,880

4 450

4,050

3,600

2,880

2,700

3,420

3,510

3,150

2,610

2,520

4,050-

4,350

3

Cf|A

3,510

5,550

7,820

8,180

6

/1Kft

4,550

3,690

3

ft£A

2,790 

4,880

4 970

4,170

3 920

6 400

7 830

8

CfLf\

9 74ft

1ft onn

4 OAft

3,920

3,490

3,070

3,070

3 240

3 d/in

3 400

3,920

5,450

6 OCA

5,850

4 Q7ft

5,160

4.780

July.

2,170

2,090

2,250

2,010

1,550

1,480

1,400

2,430

2,170 

5,750

8,300 

2,610

2,520

2,700

2,610

4,250

6,050

6,600

6,490

7,700

7,820

8,060

8,180

5,950

5,550

4,750

4,850

3,420

2,700

2,700

3,330

2,430

2,170

2,170

2,170

2 0.4ft

2,010

2,010 

2,010

3

4QA

3

4AA

2

Q1A

2,750

2,590

2,270

4 600

7 OQA

8 77ft

9,610

9 740

10 000

10,100

10 400

5,750

5,750

4,780

4 780

3

QOrt

3

1 K A

3,580

2 590

3.4(10

Aug.

4,550

3,150

2,250

1,850

1,850

1,700

1,480

1,480

1,400 

1,320

1,250 

3,150

2,610

2,010

1,930

1,930

2,010

4 750

7,370

7,590

6,380

8,180

7,700

4 950

2,880

2,520

2,520

2,250

2,010

2,430

2,880

4,050

5,750

5,950

6,050

8 Qf|A

11,700

97 inn

34,200 

33,000

4 340

5,260

5,850

8,650

9 740

19 7Plft

11 200

8 290

7

OOrt

8,650

7,060

5,850

4 260

3 94ft

2,670

2

QCrt

1.970

Sept.

1,020

950

950

1,480

1,700

2,250

5,550

6,600

3,150 

7,700

29,000

23,700

15,^00

6,820

3,870

3,420

5,050

6,270

5,950

5,050

3,780

3,240

2,970

2,700

2,520

2,340

2,250

2,170

2,090

2,010

1,930

2,010

2,010

2,010

1,930

2,090

2,170

2,170 

1,680

i 7^n

1,560

1,560

1,500

1,560

1,620

1 7^

1,750

1,820

1,820

1,750

1 680

1^750

1 7^0,

2 430

3

1 Cft

5,350

5,850

6 290

3

O,lft

3,070

4.2RO

Oct.

1,250

1,250

1,180

1,320

1,400

1,400

1,250

1,180

1,180 

1,180

1,100 

2,170

2,250

2,090

1,780

1,780

1,700

1,700

1,700

1,930

1,930

1,930

2,520

4,050

3,690

2,790

2,340

2,250

2,170

2,010

1,930

1,930

1,930

1,930

1,850

1,850

2,250

3,870 

6,930

i ono

1,750

i fi&n

1 680

1^680

1 680

1,680

1,680

1,680

1,680

1,620

1,750

S QfiA

7,390

6

°on

3,150

2,750

2,590

3. 070

Nov.

2,700

3,780

5,550

8,420

9,140

10,800

10,100

12,800

11,400 

8,180

7,590

6,380

3,690

3,510

2,970

4,550

5,550

5,050

3,960

3,600

3,150

3,150

2,880

2,790

2,970

5,350

5,650

4,650

3,960

3,510

3,150

2,880

2,970

2,880

2,790

2,700

2,880

2

7flA

2,700 

1 ono.

1,820

1,820

2 Oftft

2

(\Af\

1,970

1,970

1 onn

1,970

1,970

1 onn

1 onn

1 Qftft

1 900

1,820

1,820

1,970

1 900

1 QfUl

1,820

1 QAA

2 04O

Dee.

11,500

5,650

7,940

11,400

12,800

15,600

22,000

22,200

20,200 

19,600

12 800 

2,700

2,610

2,610

2,7CO

3,150

3,240

3,060

2,700

2,610

4,250

4,950

4,450

3,960

5,350

4,050

3,600

3,420

3,330

3,330

3,240

3,150

3,150

4,250

8,300

9,140

11,400

12,800

15,400

14,200

10,500 

5,250

1,900

1,820

1,820

1,900

1 QAA

1 Qftft

2 040

2 040

1,970

3,400

3,150

2

OOrt

2 590

3,150

4,170

4,170

4,170

3 1 f\n

3

oofk

2

Q1A

3

0OA

3 1 pyl

9.Q1H
ALTAMAHA EIVEE DEAINAGE BASIN. ' 85 

<e, in second-feet, ofOconee River at Dublin, Ga., for 1907-1909 Cont'd.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1909.

3,490

3,400

3,240

3,240

10,700

14,800

16,000

3,150

2,430

18,100

15,700

12,700

12,200

11,900

10,800

6,730

6,510

6,070

5,650

5,260

4,880

4,170

3,920

3,830

4,170

5,160

4,170

4,080

3,400

3,490

4,000

3,320

3,150

2,270

2,350

2,910

3,490

1,750

1,680

1,750

1,750

1,680

1,680

5,160

5,350

3,920

2,590

2,200

2,750

2,430

2,350

1,970

1,900

1,900

3,660

3,740

2,910

2,200

1,900

2,510

3,490

4,260

4,260

3,660

2,990

 NOTE. The daily discharges for 1907 and 1908 are based on a ratingcurve that is only approximate. 

See description and footnote to monthly estimates for 1907 and 1908. Discharges for 1909 are based on a 

rating curve that is poorly defined. See description and footnote to monthly estimates for 1909.

Monthly discharge ofOcoriee River at Dublin, Ga.,for 1907-1909. 

[Drainage area, 4,180 square miles.]

Month.

1907.

January................................ 8,300

February............................... 18,000

March.................................. 12,100

April................................... 13,800

May............. ...................... 7,940

June.................................... 5,550

July.................................... 8,300

August................................. 7,150

September.............................. 7,700

October................................. 8,900

November.............................. 12,800

December.............................. 22,200

The year.......................... 22,200

1908.

January................................ 21,500

February............................... 26,200

March.................................. 31,200

April................................... 32,200

May.................................... 30,200

June.................................... 8,180

July.................................... 8,180

August. ................................ 34,200

September.............................. 29,000

October.......................:......... 6,930

'November.............................. 7,590

December............................... 15,400

The year.......................... 34,200

1909.

January................................ 6,950

February............................... 21,300

March.................................. 33,900

April................................... 9,010

May.................................... 9,870

June.................................... 10,300

July.................................... 10,400

August................................. 12,700

September.............................. 6,290

October.................................. 7,390

November.............................. 3,740

December............................... 4,260

The year.......................... 33,900

Discharge in second-feet.

Maximum. Minimum.

2,790

3,330

2,430

2,430

2,250

1,550

1,020

1,250

800

1,100

1,100

2,700

800

5,550

8,660

4,450

4,850

3,600

2,520

2,010

1,930

1,930

1,700

2,700

2,610

1,700

2,430

2,830

5,160

3,150

2,910

3,070

2,270

1,680

1,500

1,620

1,820

1,820

1,500

Mean.

4,170

7,660

5,610

5,210

4,130

2,710

3,370

3,000

2,390

2,480

3,780

9,840

4,530

12,600

16,800

10,600

12,900

8,190

3,940

4,020

7,370

5,040

2,390

3,780

5,390

7,750

4,130

11,200

15,700

5,000

5,630

4,990

5,030

5,470

2,820

2,580

2,090

2,930

5,630

Per 

square 

mile.

0.998

1.83

1.34

1.25

.806

.718

.572

.593

.904

2.35

l.(

3.01

4.02

2.54

3.09

1.96

.943

.962

1.76

1.21

.572

.904

1.29

l.S

2.68

3.76

1.20

1.35

1.19

1.20

1.31

.675

.617

.500

.701

1.35

Run-off 

(depth in 

inches on 

drainage 

area).

1.15

1.91

1.54

1.40

1.14

.72

.93

.83

.64

.68

1.01

2.71

3.47

4.34

2.93

3.45

2.26

1.05

1.11

2.03

1.35

.66

1.01

1.49

25.15

1.14

2.79

4.34

1.34

1.56

1.33

1.38

1.51

.75

.71

.56

.81

18.22

Accuracy.

NOTE. The above estimates for 1907 and 1908 are based on the assumption that the measurement of 

April 19,1907, indicated a shift in the channel conditions and affected both years. The monthly estimates 

are more or less uncertain, especially at low stages.

The monthly estimates for 1909 are more reliable than those for 1907 and 1908, but are still not good, 

owing to the lacK of sufficient measurements to fully define the rating curve. Channel conditions wgre 

probably back to normal during the latter part of 1909.
86 StJKFACE WATER SUPPLY, 1909, PAET II.

EASTERN GULF OF MEXICO DRAINAGE.

APALACHICOLA RIVER DRAINAGE BASIN.

DESCRIPTION.

The Apalachicola basin is drained almost entirely by Chattahoochee 

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 Mountains in Lumpkin, White, and Habersham counties, Ga., near the northeast corner 

of the State, and flows southwesterly 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 River 

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 the Tallulah, Broad, Oconee, Ocmulgee, and Flint 

rivers on the south, and the Ocoee, Etowah, and Tallapoosa rivers on 

the north. The fall line is well defined at Columbus, Ga., where the 

river may be said to break 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 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 Flint 

are Whitewater, Elkins, 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 Coastal Plain. The fall 

line is not so well defined as it is on the Chattahoochee 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 moun-
APALACHICOLA EIVER DRAINAGE BASIN. 87

tain 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, TJ. 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 TJ. S. Geol. Survey No. 115. This report and separate sheets showing 

Catawba and Broad river profiles 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 and water power: United States Forest Service circulars Nos. 143 and 144.

The following gaging stations have been maintained in this 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., 1902-1909. 

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

Chattahoochee River at West Point, Ga., 1896-1909. 

Chattahoochee River at Alaga, Ala., 1908-9. 

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

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

Flint River near Woodbury, Ga., 1900-1909. 

Flint River near Mussela, Ga., 1907. 

Flint River near Montezuma, Ga., 1905-1909. 

Flint River at Albany, Ga., 1902-1909. 

Flint River at Bainbridge, Ga., 1908-9. 

Muckalee Creek near Albany, Ga., 1903. 

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

Kinchafoonee Creek near Albany, Ga., 1903. 

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

CHATTAHOOCHEE RIVER NEAR AERIAL, GA.

The station, which is located at the highway bridge 2 miles south 

of Aerial, 7 miles west of Clarksville, and one-half mile above the 

mouth of Amy Creek, was established July 16, 1907, in cooperation 

with the United States Forest Service, and was discontinued June 30,
SURFACE WATER SUPPLY, 1909, PAET II.

1909. The flow is probably slightly affected by the use of the water 

at some mills above.

The vertical staff gage is located 200 feet below the bridge. The 

datum has remained the same since the establishment of the station. 

A good rating has been developed for low stages.

The following discharge measurement was made by M. R. Hall:

June 12, 1909: Width, 84 feet; area, 245 square feet; gage height, 2.45 feet; discharge, 631 second-feet.

Daily gage height, in feet, of Chattahoochee River near Aerial, Ga., for 1909. ' 

[G. P. Smith, observer.]

Day.

I...'.......

2..........

3....--....

4..........

5. .........

6..........

7..........

>8.. .........

9..........

10..........

11 ..........

12..........

13..........

14..........

15..........

Jan.

1.6

1.55

1.5

1.6

4.1

2.3

2.0

1.9

1.8

1.75

1.7

1.7

].6

1.8

1.8

Feb.

1.5

1.5

1.6

1.6

1.55

1.95

1.7

1.6

1.6

4.2

2.4

2.1

2.7

2.45

2.35

Mar.

2.2

2.4

2.4

2.1

2.1

2.35

2

0

2.2

2.1

3.7

2.6

2.55

7.8

4.5

3.5

Apr.

2.35

2.3

2.3

2.2

2.2

2.15

2.1

2.2

2.1

2.1

2.05

2.3

2.2

May.

5.7

3.0

2.6

2.5

2.35

2.25

2.15

2.1

2.2

2.1

2 AC

2.0

2.0

June.

2.2

2.2

3.0

00

3.9

3.2

s n

3.0

2.7

2.55

2.5

2 A

2.5

Day.

16..........

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30.......... 

31..........

Jan.

2.3

2.6

2.2

2.0

1.9

1.85

1.8

1.8

1.8

1.75

1.7

1.7

1.7

1.6 

1.5

Feb.

2.8

2.4

2.3

2.3

2.4

2.2

3.4

- 3.9

3.1

2.7

2.5

2.4

2.3

Mar.

3.1

2.9

2.75

2.6

2.65

2.55

2.5

2.4

2.35

4.1

2.7

2.5

4.0

2.7

2.55 

2.45

Apr.

2.1

2.1

2.05

2.0

2.0

2.0

1.95

2.25

2.05

2.0

2.2

2.1

2.2

2.1

2.1

May.

2.0

1.95

1.9

1.9

7.8

5.8

4.6

3.4

3.0

2.7

2.6

2.7

2.5

2.4

2.4 

2.3

June.

2.35

2.35

2.3

2.2

2.2

2.2

2.5

2.3

2.2

2.3

2.2

2.5

2.5

2.35

2.2

a Water over the gage June 4. 

Daily discharge, in second-feet, of Chattahoochee River near Aerial, Ga., for 1909.

Day.

2..........

3..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

Jan.

280

265

250

280

555

420

380

345

328

310

310

280

345

345

Feb.

250

250

280

280

265

400

310

280

280

605

465

765

630

580

Mar.

605

605

465

465

580

555

510

465

710

682

Apr.

580

555

555

510

510

488

510

465

510

465

465

fiflC

555

510

May.

710

580

532

510

488

465

510

465

444

June.

Kin

510

945

945

765

710

682

655

605

580

655

Day.

IT.. ........

18..........

19..........

20..........

21 ..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

DA

31..........

Jan.

710

510

420

380

362

345

345

345

328

310

310

310

250

Feb.

825

605

555

555

605

510

765

655

605

555

Mar.

885

795

710

738

682

655

605

580

765

655

765

682

630

Apr.

465

465

444

420

420

420

400

532

444

420

510

465

510

465

465

May.

420

400

380

380

945

765

710

765

655

605

605

555

June.

580

580

555

510

510

510

655

555

510

555

510

655

655

580

510

NOTE. These discharges are based on a rating curve that is fairly well defined below 945 second-feet. 

Discharges for missing days, January to June, were greater than 945 second-feet.

CHATTAHOOCHEE RIVER NEAR NORCROSS, GA.

The station, which is located at Medlocks Bridge, about 4J miles 

north of Norcrcss, \\ miles above the mouth of John Creek, and 5 

miles below the mouth of Suwanee Creek, was established January
Wm J r

APALACHICOLA RIVEB DRAINAGE BASIN. 89

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.

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.

Discharge measurements of Chattahoochee River near Norcross, Ga., in 1909.

Date.

February 4. .... 

Do.........

May 18.. .......

Do.........

Do.........

Do. ........

Do. ........

Do.........

Hydrographer.

W. A. Lamb........................................ 

M. R. Hall. ... ......................................

.,... do. ..............................................

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

E. H. Swett.............. ..........................

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

M.R.Hall.. ........................................

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

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

Width.

Feet. 

161 

161

166

166

180

180

167

167

165

165

168

168

Area of 

section.

Sq.ft. 

1,150 

1,150

1,400

1,410

1,970

2,070

1,140

1,140

1,140

1,150

1,120

1,120

height.

Feet. 

2.72 

2.72

3.54

3.51

7.06

7.53

2.26

2.26

2.67

2.70

2.25

2.24

Discharge.

Sec.-ft. 

1,580 

1,670

2,400

2,400

6,540

7,280

1,330

1,330

1,630

1,600

1,270

1.290

Daily gage height, in feet, of Chattahoochee River near Norcross, Ga.,for 1909. 

[W. O. Medlock, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

3.05

2.85

2.7

2.8

8.9

7.5

4.4

3.7

3.35

3.25

3.15

3.05

3.0

3.0

3.25

Feb.

2.7

 > 7

2.75

2.7

2.7

3.1

3.15

2.85

3.2

8.7

7.2

A K

5.8

5.8

5.4

Mar.

4.0

4.6

4.4

3.95

3.75

4/8

5.4

4.4

3.95

10.5

7.8

7.0

9.8

14.4

11.6

Apr.

4.4

4.2

4.1

4.0

4 0

4 1

4.2

4.2

4.1

3.85

3

0

3.9

4.3

4.0

May.

12.8

10.8

5.8

5.0

4.6

4.4

4.2

4.0

3.9

4.1

4.6

3.85

3.7

3.6

3.6

June.

3.85

o 7

4.9

8.6

10.2

6.1

5.2

4.7

4.5

4.2

4.2

4 0

3.95

5.2

July.

3.75

3.7

3.6

3.65'

3.3

3.3

3.45

6.7

5.4

4.8

4.1

3.7

3.5

5.1

4.8

Aug.

3.0

3.2

7.2

6.4

4.4

3.65

3.6

3.4

3.2

3.05

3.1

2.9

2.85

3.1

3.45

Sept.

2.3

2.2

2.2

2.2

2.25

2.3

2.25

2.25

2.3

2.5

2.5

2.3

2.25

2.25

2.2

Oct.

2.4

2.3

2.3

2.25

o o £.£

2.2

2.5

2.25

2.2

2.2

2.4

2.8

2.4

2.35

6.6

Nov.

2.3

2.3

2.4

2.3

2.25

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.1

Dec.

2.15

2.1

2.15

2.15

2.1

2.1

4.4

6.4

3.75

3.0

2.7

2.6

3.3

6.6

4.2
90 SURFACE WATER SUPPLY,, 1909, PART II.

Daily gage height, in feet, of Chattahoochee River near Norcross, Ga., for 1909 Cont'd.

Day.

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

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

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

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

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

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

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

OO

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

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

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

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

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

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

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

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

Jan.

5.0

7.1

5.1

4.0

3.65

3.45

3.3

3 9

3.2

3.15

3.05

3.0

2.9

2.9

2.9

2.8

Feb.

7.2

5.6

4.4

4.8

5.3

4.4

7.6

10.6

8.4

6.3

5.2

4.6

4.4

Mar.

6.9

6.0

5.5

5.2

5.2

5.9

5.0

4.6

4.5

6.2

6.7

5.0

5.2

6.4

4.9

4.6

Apr.

3.85

3.75

3.7

3.6

3.6

3.6

4.2

4.6

3.85

3 95

4.5

5.0

4.2

4.2

May.

3.6

3.75

3.55

3.45

5.8

9.6

9.8

7.6

5.6

4.8

4.6

5.0

4.7

4.2

4.0

3.95

June.

4.2

4.6

4.2

4.0

3.65

3.7

4.4

4.0

4.3

4.0

5.6

5.6

5.0

4.2

July.

3.65

3.7

3.55

3.25

3.1

3.05

3.0

3.55

3.6

3.15

2.95

2.9

3.05

2.9

3.85

3.3

Aug.

3.6

3.15

2.85

2.7

2.6

2.6

2.5

2.4

2.4

2.4

2.4

2.35

2.3

2.3

2.25

2.3

Sept.

3.25

2.7

2.7

2.8

2.3

2.45

2.5

7.8

7.5

4.2

3.0

2.75

2.55

2.5

2.4

Oct.

4.4'

2.9

2.6

2.5

2.4

4.4

3.3

2.7

2.6

2.4

2.4

2.4

2.3

2.3

2.3

2.3

Nov.

2.15

2.25

2.5

2.3

2.2

2.2

2.2

2.65

2.7

2.4

2.25

2.2

2.15

2.1

2.15

Dec.

3.45

3.1

2.9

2.85

2.9

2.75

2.6

2.55

2.5

3.2

3.35

3.2

2.9

2.75

2.55

2.4

Daily discharge, in second-feet, of Chattahoochee River near Norcross, Ga., for 1909.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

1,960

1,780

1,640

1,730

9,440

7,240

3,270

2,570

2,220

2.140

2,040

1,960

1,910

1,910

2,140

3,940

6,640

4,060

2,870

2,520

2,320

2,180

2,090

2,090

2,040

1,960

1,910

1,820

1,820

1,820

1,730

Feb.

1,640

1,640

1,680

1,640

2,000

2,040

1 780

2^090

9,120

6,790

3,370

4,900

4,420

6,790

4 fifirt

3,270

3 7nn

4,300

3,270

7,390

12,300

8 640

5,540

4,180

3,480

3,270

Mar.

2,870

3,480

3,270

2,820

2,620

3,700

4,420

3,270

2,820

12,100

7,690

6,500

10,900

19 000

6.360

5

1 CA

4 540

4' 180

4,180

5,020

3 940

3*480

3,370

6,080

3 940

4,180

5,670

3,820

3,480

Apr.

3,270

3,170

3,070

2,970

2,870

2,870

2,970

3 ft7ft

3,070

2,970

2,720

2,670

2,770

3 17ft

2,870

2,720

2,620

2,570

2,470

2,470

2,470

2,470

3,070

3,480

2,720

3,370

3 940

3,070

3,070

May.

16,100

12,600

4,900

3,940

3,480

3,270

3,070

2,870

2,770

2,970

3,480

2,720

2,570

2,470

2 47ft

2,620

2,420

2,320

4 onn

1ft fiAH

ift onn

7,390

4,660

3 7fift

3 480

3

Q4A

3

CQA

3,070

2,870

2,820

June.

2,720

2,570

3,820

8,960

11,600

5,280

4,180

3,590

3,370

3,070

3,070

2,870

2,820

2,870

4,180

3,070

3,480

3,070

2j870

2,520

2 K7ft

 3,270

3,270

2,870

2,870

4,660

4,660

3 940

3,070

July.

2,620

2,570

2,470

2,520

2,180

2,180

2,320

6,080

4,420

3,700

2,970

2,570

2,370

4,060

3,700

2,520

2,570

2,420

2

1 Aft

2,000

1 Qfift

2,420

2,470

2,040

1,860

1,820

1 Qfift

1.820

2,720

2,180

Aug.

1,910

2,090

6,790

5,670

3,270

2,520

2,470

2,270

2,090

1,960

2,000

1,820

1,780

2,000

2,320

2, '470

2 040

1,780

1 640

1,560

1,560

1,470

1,380

1 380

1,380

1 QSJA

1 340

1 300

i ^ftft

1,260

1,300

Sept.

1,300

1,220

1,220

1,220

1,260

1,300

1,260

1,260

1,300

1,470

1,470

1,300

1,260

1,260

1,220

2,140

1 640

1,730

1 3ftft

1,430

1,470

7,690

7 240

3,070

1,910

1,680

1,510

1 

' 380

Oct.

1,380

1,300

1,300

1,260

1,220

1,220

1,470

1,260

1,220

1,220

1,380

1,730

1,380

1,340

5,940

3,270

1,820

1,560

1,470

1 380

3,270

2,180

1,560

1 380

1,380

1 380 i 3nn

i Qfifi

1,300

1,300

Nov.

1,300

1,300

1,380

1,300

1,260

1,220

1,220

1,220

1,220

1,220

1,220

1,220

1,220

1,220

1,130

1,170

1 260

1,470

1 300

l'220

1,220

1,600

1 640

l'3SO

1,260

1,220

1,170

1 IQft

1,170

Dec.

1,170

1,130

1,170

1,170

1,130

1,130

3,270

5,670

2,620

1,910

1,640

1,560

2,180

5,940

3,070

2,320

1,820

1,780

1,820

1,680

1,560

1,510

1,470

2,090

2 ftQfl

1,820

1,680

1,510

1,380

NOTE. These discharges are based on a rating curve that is well defined below discharge 8,000 secondfeet.
APALACHICOLA RIVER DRAINAGE BASIN. 91

Monthly discharge of Chattahoochee River near Norcross, Ga., for 1909. 

[Drainage area, 1.170 square miles.]

Month.

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

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

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

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

Discharge in second-feet.

Maximum.

9,440 

12,300 

19,000 

3,940 

1^,100 

11,600 

6,080 

6,790 

7,690 

5,940 

1,640 

5,940

19,000

Minimum.

1.640 

1,640 

2,620 

2,470 

2,320 

2,520 

,820 

,260 

,220 

,220 

,130 

,130

1,130

Mean.

2,770 

4,300 

5,560 

2,930 

4,560 

3,810 

2,630 

2,110 

1,890 

1,680 

1,270 

2,050

2,960

Per 

square 

mile.

2.37 

3.68 

4.75 

2.50 

3.90 

3.26 

2.25 

1.80 

1.62 

1.44 

1.09 

1.75

2.53

Run-off 

(depth in 

inches on 

drainage 

area).

2.73 

3.83 

5.48 

2.79 

4.50 

3.64 

2.59 

2.08 

1.81 

1.66 

1.22 

2.02

34.35

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

CHATTAHOOCHEE EIVER AT WEST POINT, GA.

The 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 seriously affect the mean 

gage height, as the gage is read twice a day.

The chain gage is attached to the hand rail 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. Conditions at 

this point are practically permanent and a good rating has been 

developed.

Discharge measurements of Chattahoochee River at West Point, Ga., in 1909.

Date.

April 2........ 

Aprils.........

Do.........

Do.........

Do.........

Hydrographer.

M.R.Hall.... ..................................... 

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

E. H. Swett . . ......................................

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

F. P. Thomas ......................................

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

.....do....................-...--.----.--.-.-----....

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

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

.....do.........................-......-------..---..

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

Width.

Feet. 

387 

387

386

391

386

386

386

386

386

386

386

Area of 

section.

Sq.ft. 

4,120 

4,080

4,410

5,530

3,450

3,460

3,430

3,310

3,350

3,340

3,430

Gage 

height.

Feet. 

4.70 

4.58

5.08

8.00

' 2.70

2.80

2.70

2.42

2.50

2.69

2.70

Discharge.

Sec.-ft. 

6,890 

6,670

7,840

14,900

3,130

3,150

3,020

2,580

2,620

2,900

2,910
92 SUEPACE WATEE SUPPLY, 1909, PAET II.

Daily gage height, in feet, of Chattahoochee River at West Point, Ga., for 1909. 

[A. V. Dunn, observer.]

Day.

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

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

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

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

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

9

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

28. ..... .<L .......

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

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

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

Jan.

3.5

3.4

3.2

3.15

3.1

5.8

7.7

5.6

4.3

3.75

3.5

3.4

3.35

3.45

3.5

3.65

4.6

5.9

5.8

4.6

3.7

3.55

3.5

3.3

3.3

3.2

3.1

3.05

3.05

2.95

Feb.

2.9

2.9

2

QK

2.9

2.9

4.4

4.6

3 Q

3.8

11.1

9.4

7.6

9.5

14.4

13.4

8.2

7.0

7.2

6.5

8.8

9.0

10.7

6.0

5.2

Mar.

4.8

4.6

4.8

4.4

5.5

6.0

15.0

19 0

17.2

14.9

13.6

12.2

7.0

6.4

8.2

13.0

10.4

7.5

6.0

5.9

6.2

6.8

6.0

5.8

5.9

5.6

Apr.

4.8

4.5

4.3

4.8

4.9

4.8

4.4

4.3

4.5

5.0

4.8

4 6

4.3

4.1

4.0

3.9

3.85

3.8

5.4

9.2

6.6

7.6

6.4

6.8

6.4

5.5

May.

7.6

11.0

11.7

9.8

5.8

5.1

4.8

4.4

4.3

6.7

5.5

4.7

4.1

3.9

4.1

4.3

4.1

3.9

4.2

4.6

6.2

7.4

7.0

5.8

5.0

5.4

5.2

5.0

4.6

4.3

June.

4.8

4.3

5.4

8.7

8.1

8.9

7.5

5.3

4.3

4.2

4.1

4.0

3.9

4.,4

4.6

4.3

4.3

5.0

5.6

4.9

4.8

4.9

4.4

4.1

5.6

4.9

July.

3.9

3.8

3.4

3.4

3.7

4.0

6.4

7.2

5.5

4.5

4.0

4.5

4.0

4.7

4.3

3.9

3.55

3.4

3.9

3.3

3.75

3.55

3.4

3.1

3.1

3.75

4.1

Aug.

4.1

3.5

8.7

15.5

12.0

8.8

7.8

5.4

4.8

4.5

4.0

3.6

4.1

5.0

5.4

4.4

4.2

3.7

3.3

3.15

2.9

2.8

2.75

2.65

2.7

2.45

2.6

2.5

2.5

2.4

6.3

Sept.

4.9

3.05

2.85

2.65

2.55

2.45

2.35

2.3

2.55

2.6

2.6

2.9

2.8

2.3

2.3

2.9

2.75

3.15

3.4

3.05

2.7

2.7

2.7

3.9

6.6

5.0

3.5

3.0

2.9

2.8

Oct.

2.2

2.2

2.4

2.3

2.25

2.3

2.3

2.3

2.4

2.35

2.2

2.3

2.3

2.55

3.1

5.9

5.4

3.9

3.15

3.0

2.9

3.6

4.2

3.5

3.1

2.75

2.75

2.6

2.5

2.5

2.5

Nov.

2.4

2.55

2.8

2.55

2.5

2.55

2.55

2.6

2.45

2.25

2.35

2.4

2.45

2.5

2.4

2.3

2.7

2.9

2.7

2.7

2.85

2.7

3.25

4.1

3.6

3.1

2.95

2.75

2.5

2.5

Dec.

2.5

2.5

2.5

2.65

2.75

2.55

2.9

4.2

5.4

5.2

4.0

3.7

6.0

5.8

5.2

5.2

4.2

3.8

3.7

3.75

3.55

3.5

3.35

3.4

3.85

4.5

4.0

3.95

3.6

3.4

3.25

Daily discharge, in second-feet, of Chattahoochee River at West Point, Ga.,for 1909.

Day.

9

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

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.

4,080

3,610

9,400

14, 100

5,950

4,780

4,180

4,280

4,580

6,610

9,400

5,300

4,680

4,380

4,280

3,890

3,700

3,520

3,430 

3,430

3,260

Feb.

3,170

3,170

3,170

6,170

6,610

5,090

4,880

24,200

97 Soft

13,600

19, 200

23 200

1 9 SfiA

11, 100

17,200

17,700

22 900

20,700

 ID OftO

9 880

7, 980.

Mar.

7

flCn

7 060

6^170

6,170

8,680

11,300

9,880

39 400

ei onn

44,900

32 500

19 ^nn

10 800

on Knn

21 900

13', 600

S

oon

9 640

10 400

n

onn 

9,880

9,400 

9,640

8,920

Apr.

7,520

6,610

6,390

6,170

5,950

6,170

7 ofin

6,170

5

QKn

7,520

7,060

5,510

5,300

5,090

4,880

18,300

i Q Qnn

11,800

10,800 

8,680

May.

23,900

20, 100

9 4ftft

7,750

7,060

5,950

11,600

8,680

6, 170 '

5, 510 -

5,950

5,510

5

7on

6,610

10,400

13, 300

19 ^nn

9,400

7,520

7,980

7,520 

6,610

5,950

June.

5,950

8 4.4.O

16,900

15, 200

13,600

6,830

5,950

5,730

5,510

5,300

5,090

6,610

7,060

6,170

5

Qcn

7,520

8,920

7,290

7 060

?! 290

6,170

5,510

8,920 

7,290

July.

6,170

5,090

4,880

5,300

4,080

4,680

5,300

12,800

8,680

5,300

6,390

S

oon

5,090

4 nftfl

3,610

3,890

4,780

4,380

4,080

3,520

3,520 

4,780

5,510

Aug.

5,510

4,280

39,100

27,100

17,200

14,400

8,440

7,060

6,390

5,300

5 Kin

7.520

6,170

5,730

4,680

3,890

3,610

3,170

3,000

2,920

2,760

2,840

2 4AO

2,680

2,530

2,530

10.600

Sept.

7,290

3,430

3,080

2,760

2,600

2,460

2, 310

2,240

2,600

2,680

2,680

3,170

3,000

2,240

2,240

3,170

2,920

4,080

3,430

2,840

2,840

11,300

7,520

3,340

3,170 

3,000

Oct.

2,100

2,100

2,380

2,240

2,170

2,240

2,240

2,240

2,380

2,310

2,600

3,520

9,640

8,440

3,610

3,340

3,170

5, 730

2 Q9O

2,920

2,680

2,530 

2,530

2,530

Nov.

2,380

2,600

2,600

2,530

2,600

2,680

2,460

2,170

2,380

2,460

2,530

2,380

2,240

2,840

3,170

2 840

5,510

4,480

3

COA

3 9AO

2,920

2,530 

2,530

Dec.

2,530

2,530

2,530

2,760

2,920

2,600

3,170

5,730

8,440

7,980

5,300

4,680

9 880

9,400

'7,980

7 980

5,730

4,880

4,680

4,780

4

QQA

4,280

3,980

4 080

4,980

6,390

5,300

5,200

4,480 

4 080

3,800

NQTI;. These discharges are based on a rating curve that is well defined,
APALACHICOLA EIVEE DEAINAGE BASIN.

Monthly discharge of Chattahoochee River at West Point, Ga., for 1909. 

[Drainage area, 3,300 square miles.]

Month.

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

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

Discharge in second-feet.

Maximum.

14,100 

35,300 

51,200 

18, 300 

26, 100 

17, 400 

12, 800 

39,^00 

11,300 

-9,640 

5,510 

9,880

51,200

Minimum.

3,260 

3,170 

6,170 

4,880 

5,090 

5,090 

3,520 

2,380 

2,240 

2,100 

2,170 

2,530

2,100

Mean.

5,280 

14,100 

18,200 

7,760 

9,290 

7,910 

5,430 

7,730 

3,610 

3,310 

2,870 

5,^080

7, 550

Per 

square 

mile.

1.60 

4.27 

5.52 

2.35 

2.82 

2.40 

1.65 

2.34 

1.09 

1.00 

.870 

1.54

2.29

Run-off 

(depth in 

inches on 

drainage 

area).

1.84 

4.45 

6.36 

2.62 

3.25 

2.68 

1.90 

2.70 

1.22 

1.15 

.97 

1.78

30. 92

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

CHATTAHOOCHEE EIVEE 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.

Discharge measurements of Chattahoochee River at Alaga, Ala., in 1909.

Date. Hydrographer.

E . H. Swett ........................................

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

Width.

Feet. 

265

246

Area of 

section.

Sq.ft. 

4,440

3,460

Gage 

height.

Feet. 

7.35

. 2.77

Discharge.

Sec.-ft. 

9,940

4,530
94 SURFACE WATER SUPPLY, 1909, PART II.

Daily gage height, in feet, of Chattahoochee River at Alaga, Ala., for 1909.

Day.

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

2...............

3...............

4...............

5...............

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.

5.3

5.3

K q

5.2

4.9

4.9

4.7

B.3

10.8

9.5

7.2

6.0

5.6

5.3

S

o

5.0

5.1

5.2

6.5

8.4

9.0

7.8

6.5

5.5

5.3

5.0

5.0

4.7

4.6

4.4

4.0

Feb.

4.0

3.9

3.8

3.8

3.8

3.8

4.9

6.5

7.6

7.4

21.6

27.6

26.5

20.2

15.0

1Q 7

26.1

27.9

oc Q

20.5

18.2

16.0

14.3

16.3

17.6

17.8

17.0

13.8

Mar.

11.2

9.9

Q 9

8.5

Q A

8.3

8.4

Q <i

13.4

20.2

28.5

it 1

31.8

oo 7

QC 0

34.4

30.5

f)A a

16.4

21.6

31.1

33.5

30.8

21.8

15.1

13.6

13.2

13.2

13.2

Apr.

11.7

11.1

in 9

9.7

9.2

9.0

8.8

Q 1

9.5

10.7

10.5

9.6

8 9

8.8

9

0

9 7

9.2

8.5

8.0

7.5

7.4

7.1

6.9

7.1

9.0

14.2

15.1

16.3

16.9

15.8

May.

14.0

15.4

IQ *;

20.4

19.8

17.8

14.2

11.5

10.0

9.0

8.4

11.3

11.9

9.3

8.1

7.3

6.9

7.3

7 Q

8.1

9.0

9.0

9.3

9.5

11.3

12.0

11.5

10.6

9.9

10.4

9.3

June.

8.7

7.8

8.7

15.4

19.2

16.5

13.3

10.0

8.3

7.6

7.2

6.8

7.6

7.6

7.8

7.9

7.6

7.7

7.1

8.2

10.2

11.2

9.8

8.2

8.0

7.9

7.2

7.9

July.

8.0

8.3

7.4

7.2

6.4

6.1

5.6

S

O

5.6

9.6

12.8

12.8

9.4

9.1

Q 7

Q 7

7.9

7.7

7.8

7.3

7.0

6.1

6.5

7.5

7.2

7.0

6.1

5.6

5.1

4.8

5.0

Aug.

6.6

7.6

7.6

8.0

13.8

21.3

20.7

14.6

12.2

9.3

8.2

7.3

6.5

6.5

7.1

8.7

7.7

6.8

6.0

5.4

4.6

4.2

3.8

3.7

3.6

3.4

3.3

3.1

3.0

2.9

Sept.

2.8

4.8

8.7

5.4

3.8

3.5

3.3

3.1

3.0

3.1

3.0

3.4

3.2

3.0

3.6

3.5

3.1

3.5

4.4

4.2

4.4

4.5

4.2

4.0

4.4

5.4

7.9

8.1

6.0

4.2

Oct.

3.6

3.2

3.2

2.6

2.1

2.3

2.6

2.3

2.2

3.2

2.1

2.1

2.3

2.5

2.3

2.1

2.5

4.0

7.5

4.5

3.8

3.4

3.5

4.5

4.9

4.1

3.5

3.1

2.7

2 7

Nov.

2.3

2.3

2.3

2.6

2.6

3.0

2.8

2.6

2.4

2.4

2.6

2.6

2.3

2.1

2.3

2.3

2.3

2.5

2.3

2.5

3.0

2.8

2.5

2.8

3.3

4.5

4.8

4.0

3.4

2.9

Dec.

2.7

2.7

2.6

2.5

2.5

2.4

2.6

3.4

3.9

3.8

5.6

7.1

6.3

5.3

8.0

9.3

7.5

7.5

6.5

5.6

5.1

5.0

4.9

4.5

4.2

4.2

4.6

5.6

5.9

5.0

4.8

SOQUE RIVER NEAR DEMOREST, GA.

This station, which is located at Cannon Bridge, 2J miles from 

Demorest, about 4 miles above the mouth of the river and 1J miles 

below the mouth of Hazel Creek, was established July 16, 1904, 

principally to obtain data for water-power estimates.

Artificial control of flow caused by a power plant above has very 

probably affected the records to some extent, but it is difficult to say 

how much or in which direction. The error thus introduced is not 

thought to be great. The station was on this account discontinued 

June 30, 1909.

The datum of the vertical staff gage, which is attached to the bridge 

from which discharge measurements are made, remained the same 

during the continuance of the station.

Both banks are high, but the right bank overflows at extreme high 

water. Conditions of flow at this point are permanent, and a good 

rating has been developed for low and medium stages.

The following discharge measurement was made by M. R. Hall:

June 12, 1909; Width, 83 feetj area, 282 square feet; gage height, 2.90 feet; digcharge? 525 second-feet.
APALACHICOLA EIVEE DEAIFAGE BASIN. 95

Daily gage height, in feet, o/Soque River near Demorest, Ga., for 1909. 

[Charles Cannon, observer.]

Day.

1. .........

2..........

3..........

4..........

5..........

6.......... 

7..........

8..........

9.......... 

10..........

11.......... 

12.......... 

13..........

14..........

15..........

Jan.

2.5

2.4

2.2

2.8

6.0

2.75 

2.5

2.45

2.5 

2.45

2.45 

2.45 

2.5

2.7

3.0

Feb.

2.4

2.35

2.35

2.35

2.4

3.0

"Z 9

4.4

4.8 

3.5

2.95 

2.85 

4.0

2.8

2.75

Mar.

2.6

2.7

2.65

2.65

2.6

2.8 

2.75

2.7

2.75 

5.2

2.95 

2.8 

7.6

5.9

4.2

Apr.

2.7

2.65

2.6

2.6

2.65 

2.7

2.8

2.85 

2.75

2.7 

2.7

3 0

2.95

2.8

May.

9.0

3.4

3.0

2.9

2.85

2.8

2

0

2

0

2.8 ' 

3.3

2.95

2

O 

. 0

2.8

2.75

2.75

June.

2.7

9 7

3.6

6.2

7.2

3.0

2.8

2.5

2.45 

2.4

2.45 

2.4

2.8

4.7

4.2

Day.

16..........

17 ..........

18..........

19..........

20..........

21 ..........

24.......... 

25..........

26.......... 

27.......... 

28..........

29..........

30.......... 

31..........

Jan.

3.3

2.85

2.65

9 H

2.5

9 H

2.55

2.5 

2.5

2.5 

2.45

2.45

2.4

Feb.

2.65

2.65

2.6

2.95

2.7

2.8 

5.6

3.8

4.2 

3.0

2.7 

2.65 

2.65

Mar.

3.8

3.0

3.0

2.9

2.85

3.0

3.0

2.9 

4.3

4.1 

3.0 

5.0

3.2

2.9 

2.85

Apr.

2.7

2.7

2.65

2.65

2.65

2.6 

2.6

3.0

2.8 

2.8

2.75 

2.75

2.7

2.7

2.7

May.

2.6

2.5

2.45

2.5

7.0

8.4 

6.6

4.1

2.9 

2.85

3.0 

2.9

2.8

2.7

3.0

,2.8

June.

5.7

3.4

3.2

2.9

2.8

3.1 

3.2

3.2

3.2 

4.4

3.9 

3.1

3.2

3.2

Daily discharge, in second-feet, of Soque River near Demorest, Ga., for 1909.

Day.

1. .........

2..........

3..........

4..........

5..........

6..........

7..........

8 .........

9..........

10..........

11..........

12..........

13 .........

14..........

15..........

Jan.

393

361

300

495

2,220

478

393

377

393

377

377

377

393

460

568

Feb.

361

346

346

668

645

1 200

1,420

770

550

1 000

495

478

Mar.

426

460

443

443

426

495

478

460

478

1,660

550

AQK

3,520

2,140

1,100

Apr.

460

426

426

413

460

495

513

478

460

568

May.

4,780

568

531

495

495

495

685

550

AQ K.

478

June.

460

460

815

3,170

. 568

4QK

377

361

377

361

40 K

1,360

1,100

Day.

16..........

17..........

18. ...... ...

19.......--.

on

21 ..........

23 ..........

24..........

25. .........

26..........

27..........

29..........

30..........

31..........

Jan.

685

513

443

393

410

393

393

393

377

377

377

361

3C1

Feb.

443

443

426

550

460

495

1 930

905

1,100

568

460

443

443

Mar.

905

568

568

531

513

568

568

568

531

1,150

1,050

568

1,540

645

531

513

Apr.

460

460

443

443

443

426

426

568

495

495

478

478

460

460

460

May.

426

393

377

393

3,000

4,240

2,680

1,050

531

513

568

531

495

460

568

495

June.

2,000

725

645

531

495

606

645

645

645

1,200

950

606

1,360

645

645

NOTE. These discharges are based on a rating curve that is well defined below 2,220 second-feet.

Monthly discharge of Soque River near Demorest, Ga., for 1909. 

[Drainage area, 158 square miles.]

Month.

April...................................

Discharge in second-feet.

Maximum.

2,220 

1,930 

3,520 

568 

4,780 

3,170

Minimum.

300 

346 

426 

426 

377 

361

Mean.

489 

645 

803 

470 

935 

850

Per 

square 

mile.

3.09 

4.08 

5.08 

2.97 

5.92 

5.38

Run-off 

(depth in 

inches on 

drainage 

area).

3.56 

4.25 

5.86 

3.31 

6.82 

6.00

Accuracy.

B. 

B. 

B. 

B. 

B. 

B.

FLINT EIVEE NEAE WOODBUEY, GA.

This station, which is located at the Macon and Birmingham 

Railroad bridge 3 miles east of Woodbury, Ga., was established 

March 29, 1900. The data are especially valuable for water-power 

55901° WSP 262 10 7
96 SUEFACE WATER SUPPLY, 1909, PART II.

estimates. The station is below the mouth of Elkins Creek and 

above Cane Creek.

The gage is read twice a day to eliminate or lessen the effect of 

fluctuations which may be caused by the operation of power plants 

above.

The vertical staff gage is located 300 feet above the Macon and 

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. The bed is rough and irregular, and conditions 

of flow are practically permanent.

Discharge measurements of Flint River near Woodbury, Ga., in 1909.

Date.

A-nrH t\

October 26.....

Hydrographer.

M. R. Hall.........................................

E. H. Swett ........................................

M. R. Hall.........................................

Width.

Feet. 

277

282

273

Area of 

section.

Sq.ft. 

1,060

1,320

873

Gage 

height.

Feet. 

1.42

2.28

.62

Discharge.

Sec.-ft. 

1,150

2,290

434

Daily gage height, in feet, of Flint River near Woodbury, Ga.,for 1909. 

[Rosa B. Craven, 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.

1.75

1.55

1.35

1.25

1.25

1.4

1.35

1.3

1.2

1.1

1 n^ 1.1 1.1

1.2

1.3

1.65

1.7

1.7

1.55

1 ^

1.35

1.3

115

1.1

1.1

1 ft*;

1.0

1.0

1.0 

.9

Feb.

0.9

.9

.9

g

.9 

2.05

2.55

2.25

1.85

6.0

6.2

5.2

4.1

5.9

6.3

8.4

7 9

5.9

4 S

4.2 

3.4

4.4

4 1

4.0

3.1

2

/j

2

0

1 Q^i

.......

Mar.

1.75

1.75

1.85

1.75

1.55 

1.55

2.25

2.45

2.-35

7.4

7.2

Q 9

10.4

10.3

Q Q

6.8

4

K

^ ft

4.4 

7.0

7.6

5.0

3 7

q 9

2 7

2.25

2 1 fi

2.15

2.05 

1.85

Apr.

1.7

1.55

1.5

1.4

1.35

1 **

1.55

1.75

1 75

1.65

1.5

1.4

1 fi

1.7

1.6

1.45

1 9.

1.15

1.1

1 ft5

1.0 1.1

1 °»

1 G£

2 95

3

0

3 1

2

9C

1.95

May.

4.2

3.8

2.85

2.35

2.0 

1.7

1.35

1.3

1.2

3.0

2.75

1.85

1.2

1.05

1.1

1.45

1 °^

1 9£

1.7 

2 1

1.35

1 1 fi

1.15

1 95

1.6

1.45

1.35 

1.3

June.

1.15

1.0

2.3

3.2

2.75 

2.4

1.7

1.45

115

1.0

.95

1.35

1 °.£

1.35

1.2

1 fi^

QK

.95

2 45

2.05

1 9

1.55

1.4

115

1 95

2.3

July.

1.7

1.7

1.5

1.1

2.0

1.95

2.05

1 9

3.0

2.2

1.7

1.25

1.05

1.0

.85

.85

.8

.95

.55

1 Q^i

1.1

.9

Aug.

0.85

1.25

2.95

4.0

4.2

- 1 9

2.35

2.0

1.6

1.45

1.15

1.1

2.15

2.35

2.7

2

oe

1 t\*\

1.1

.85

7K

.6

.6

.55

.5

.4

.4

.3 

.3

Sept.

0.35

.45

.35

.3

.3

.25

.25

.3

.3

.2

.2

.2

.7

.7

1.05

.95 

.65

1 ft^

QC

1.65

1 A.*\

1 1 K

.95

OK

.6

.5

Oct.

0.4

.4

.4

.35

.3

.3

.35

.4

.3

.4

AK

.35

.45

.65

1.1

1.0

QC

QC

.9

7K

7K

7K

.75

.55

.5 

.5

Nov.

0.5

.75

.8

.9

.8 

.75

.65

.6

.6

.6

.6

.6

.6

.6

.6

.6.

.7

.75

.85 

.75

.7

1.25

1.4

1 OK

QK

9

QC

.7

Dec.

0.7

.7

.65

.65

.6

.7

.75

1.05

1 O5

g

.8

.85

1 9

1.6

1.5

1.4

1.15

1.0

1.15

1.15

1 9

1.1

4.0

1.15

i <?

1.4

1 ^Jt

1 o

1.05 

.95
./ T

APALACHICOLA EIVEE DRAINAGE BASIN. 97

Daily discharge, in second-feet, of Flint River near Woodbury, Ga., for 1909.

Day.

1.. .............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19

20...............

21...........:...

22...............

23...............

24...............

26...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

1,580

1,320

1,080

980

980

1 080

1,140

1,080

1,020

935

845

800

845

845

935

1,020

1,450

1,520

1,520

1,320

1,260

1,080

845

OAK

755

755

665

Feb.

665

665

665

665

665

1,970

2,650

2,240

1,710

8,450

8,880

6,880

4,970

8,240

9,100

14,200

11,200

6,160

5,140

3,850

5,480

5,310

4,800

3,420

2,720

2,310

1,840

Mar.

1,580

1,580

1,710

1,580

1,320

1,320

'2,240

2,510

2,380

11,800

11, 200

13,800

19,200

19,000

15,200

10,300

5,650

3,280

2,440

5,480

10,800

12,200

6,520

4,320

3,560

2,240

2,110

2,110

1,970

1,710

Apr.

1,520

1,320

1,260

1,140

1,080

1,020

1,320

1,580

1,580

1,450

1,260

1,140

1,260

1,520

1,380

1,200

1,020

980

890

845

800

755

845

1,020

1,710

3,210

3,700

3,420

2,380

1,840

May.

5,140

4,480

3,070

2,380

1,900

1,520

1,080

1,020

935

3,280

2,930

1,710

1,080

935

800

845

1,200

1,080

980

1,520

2,040

1,380

1,080

890

890

980

1,380

1,380

1,200

1,080

1,020

June.

890

755

2,310

3,560

2,930

2,440

1,520

1,200

890

755

710

665

980

1,080

1,080

1,080

935

800

710

710

1,970

2,510

1,970

1,780

1,320

1,140

1,080

890

980

2,310

July.

1,520

1,520

1,260

845

1,370

1,900

1,840

1,970

3 560

3,280

2,180

1,520

980

800

755

620

575

620

575

500

425

545

665

710

575

495

425

395

1,840

845

665

Aug.

620

980

3,210

4,800

5,140

3,560

2,380

1,900

1,380

1,200

890

845

2,110

2,380

2,860

2,380

1,320

1,080

845

620

535

425

425

395

365

310

310

310

255

255

255

Sept.

282

338

282

255

255

255

228

228

255

255

200

200

200

200

200

255

495

495

800

710

460

800

620

1,450

1,200

890

710

620

425

365

Oct.

310

310

310

282

255

255

255

282

310

255

310

338

282

338

460

845

755

710

710

665

535

575

535

535

535

460

460

425

395

365

365

Nov.

365

535

575

665

575

535

460

425

425

425

425

425

425

425

425

425

495

535

665

620

535

495

738

980

1,140

980

710

665

620

495

Dec.

495

495

460

460

425

495

535

800

800

665

575

620

935

1,380

1,260

1,140

890

755

890

890

935

845

755

665

890

1,020

1,140

1,080

935

800

710

NOTE. These discharges were obtained from a rating table that is fairly well defined below 6,500 secondfeet. Discharges for days having no gage record interpolated.

Monthly discharge of Flint River near Woodbury, Ga.,for 1909. 

[Drainage area, 990 square miles.]

Month.

January ................................

April...................................

May....................................

July....................................

Discharge in second-feet.

Maximum.

1,580 

14,200 

19,200 

3,700 

5,140 

3,560 

3,560 

5,140 

1,450 

845 

1,140 

1,380

19,200

Minimum.

665 

665 

1,320 

755 

800 

665 

395 

255 

200 

255 

365 

425

200

Mean.

1,030 

4,750 

5,930 

1,480 

1,650 

1,400 

1,150 

1,430 

464 

433 

574 

798

1,760

Per 

square 

mile.

1.04 

4.80 

5.99 

1.49 

1.67 

1.41 

1.16 

1.44 

.469 

.437 

.580 

.806

1.77

Run-off 

(depth in 

inches on 

drainage 

area.)

1.20 

5.00 

6.91 

1.66 

1.92 

1.57 

1.34 

1.66 

.52 

.50 

.65 

.93

23.86

Accuracy.

A.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

A.

FLINT RIVER NEAR MONTEZTJMA, GA.

The 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
98 SURFACE WATER, SUPPLY, 1909, PART II.

measurements were made by the United States Geological Survey 

during 1905 and succeeding years. The station records are of value 

for water-power estimates and other run-off studies.

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 cur- 

.rent 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. 

The 1907 and 1908 data were purposely omitted from Water-Supply 

Paper 242 because they were so poor, especially for low-water periods. 

They are, however, included in this report as it is believed that they 

may be of sufficient value in preliminary investigations to warrant 

their publication. The high-water periods are probably fairly reliable. 

The data should be used with caution.

Discharge measurements of Flint River near Montezuma, Ga., in 1907-1909.

Date.

1907. 

April 16........

Do.........

1908.

1909.

Hydrographer.

.... .do. .............................................

W. E . Hall .........................................

W. E. Hall. . .......................................

.....do..............................................

M. R. Hall. ........................................

.....do..............................................

Width.

Feet. 

295

295

196

1,750

196

196

189

190

192

Area of 

section.

Sq.ft. 

1,350

1,350

1,600

5,160

2,330

2,270

1,800

1,870

1,980

Gage 

height.

Feet. 

3.62

3.64

4 80

14.05

4 65

4.52

2 fifl

3.10

3.66

Discharge.

Sec.-ft. 

1,800

1,830

2,370

10 300

2,390

2,380

1,320

2,020

Daily gage height, in feet, of Flint River near Montezuma, Ga.,for 1907-1909.

Day.

1907. 

1.. .............

2...............

3...............

4...............

5.----..........

6.--......-.....

7.---...........

8. ...... ........

9...............

10...............

11...............

12...............

14...............

15....,.,.,..-...

Jan.

6.7

8.0

10.0

9.4

8.0

7.2

6.0

fi K

6.1

5.5

5.0

4.6

4.3

3.8

3.4

Feb.

5.4

6.7

7.7

Q 1

10.1

10.9

10.0

13.0

13.0

11.3

9

K

6.8

6.4

6.2

Mar.

6.0

7.2

8.0

9 A

10.2

9 6

9.4

8.8

7.6

5.6

5.0

4.8

4.5

4.2

4.2

Apr.

3.6

3.8

3.7

3 7

.4.0

4.5

5.4

5 q

5

0

5.8

5.7

5.0

4.5

4.3

May.

10.0

9.5

11.0

in ^

9.0

7.7

.7.0

6.7

6.3

8

n

9 0

8.0

7

0

fi d

6.0

June.

3.7

3.6

3.6

t <5

3.5

3.5

3.5

3.4

3.3

3

0

Q 9

3.3

3

0

3 9

3.1

July.

7.9

11.6

10.2

8.2

7.0

5.5

4.8

4.3

4.0

1 Q

3.7

3.6

3

e

3

e

3.4

Aug.

4.9

5.4

4.6

4.3

3.8

4.3

4.1

4.0

4.1

4.4

4.7

9.2

Sept.

2.0

1.4

1.1

1.2

1.5

1.6

2.0

2.6

2.4

2.0

9 n

1 Q

1.7

Oct.

5.3

4.3

3.8

3.5

3.0

2.7

9 *\

2.2

2.0

' 2.0

2

n

2.0

1 fi

1.7

1.7

Nov.

0.3

.4

.6

.8

1.0

1.2

1 9

1.0

1.0 1.1

1 9

2

n

2

E

3.0

Dec.

9.3

10.0

9.6

7.0

6.0

4 4

4.4

4.3

4.6

8.3

9 6

9 0

9.5

10.5
APALACHICOLA BIVER DKAINAGE BASIN. 09 

Daily gage height, in feet, of Flint River near Montezuma, Ga.,for 1907-1909 Cont'd.

Day.

1907. 

16...............

17...............

18...............

19...............

20. ..............

21...............

22. ..............

23...............

24. ..............

25

26. ..............

27............... 

28. ..............

OQ

30...............

O1

1908. 

1...............

2. ..............

3.......-....-.-

4...............

e

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...............

1909. 

1...............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

Jan.

3.2

3.2

3.1

3.0

3.0

3.5

3.8

4.2

4.4

4.2

4.0

4.2 

4.5

5.3

5.0

5.3

11.9

13.0

14.2

12.2

11.7

10.0

10.5

11.0

12.4

12.8

13.4

12.0

10.5

9.9

10.6

10.0

9.0

8.3

7.4

7.0

6.9

6.9

6.8

6.8

6.8

6.7

6.7

6.6

6.4

6.3

6.5

5.2

6.0

5.9

5.7

5.4

5.6

5.7

5.5

5.3

5.0

4.9

4.8

4.9

4.7

4.5

Feb.

5.7

5.0

4.8

4.7

4.6

4.8

5.3

5.0

4.6

4.5

4.5

4.6 

4.9

7.0

11.7

13.6

17.0

15.7

13.0

11.5

10.2

9.0

8.5

8.2

8.8

9.8

11.9

13.4

13.0

11.5

9.8

14.2

14.0

12.6

11.0

10.9

10.8

10.5

10.3

10.0

9.7

9.4

3.6

3.6

3

C

3.5

3.5

3.6

4.0

6.5

6.9

8.0

13.3

16.7

13.3

Mar.

6.6

7.8

6.5

5.0

4.4

4.0

3.7

3.3

3.0

3.0

3.0

3.0 

2.9

3.0

3.2

3.4

8.9

8.3

7.7

7.3

7.0

6.9

6.7

6.6

6.6

6.5

6.3

6.2

6.0

5.9

5.8

5.6

5.5

5.4

5.4

5.3

5.3

5.2

5.5

10.9

12.5

16.5

17.8

16.0

12.3

10.0

8.3

9.0

8.0

7.2

6.8

6.5

6.2

6.1

6.6

7.4

8.2

9.3

10.0

16.2

17.6

18.4

Apr.

4.0

3.9

4.0

7.0

8.0

10.0

10.3

9.5

9.0

10.9

11.7

11.0 

10.0

9.3

9.7

7.5

7.0

6.8

6.7

6.7

6.6

6.5

6.3

6.2

6.0

5.9

5.8

5.6

K A

8.7

10.5

12.0

12.1

11.5

10.6

9.8

8.7

9.4

10.6

11.6

13.0

16.8

23.2

21.0

8.3

8.0

7.8

7.7

7.3

6.8

6.4

6.1

7.0

8.1

8 Q

8.0

7.0

6.3

6.0

May.

6.5

6.0

5.6

5.4

5.2

4.7

4.8

4.7

4.7

4.5

4.3

4.0 

4.0

3.8

3.7

3.7

16.5

15.0

13.0

11.5

10.0

8.0

6.5

6.0

5.9

5.8

5.7

5.7

5.6

5.6

5.5

5.4

5.4

5.2

5.1

6.9

7.0

6.6

5.9

5.7

5.6

6.1

6.0

5.6

5.1

6.4

10.1

9.5

10.6

11.8

11.9

10.7

9.7

7.6

6.1

5.6

7.4

8.2

6.2

June.

3.1

3.1

3.0

3.0

3.0

2.9

2.9

2.7

2.6

2.6

2.6

2.6 

3.0

4.7

5.9

6.4

6.0

5.8

5.5

5.1

5.0

6.4

6.0

5.5

4.9

4.5

4.2

5.6

4.6

4.0

3.8

3.7

3.7

3.7-

3.6

3.6

4.4

4.9

6.0

5.4

4.5

4.0

3.7

3.5

5.0

4.5

4.1

5.3

7.8

9.2

9.6

8.4

6.4

5.0

4.5

4.3

4.1

4.0

4.5

July.

3.4

3.7

4.2

5.0

4.5

4.1

3.8

3.7

3.5

3.5

3.4

3.2 

4.0

4.9

5.6

5.0

3.3

3.1

3.3

.3.6

4.6

5.1

5.4

6.4

7.2

7.8

7.9

8.2

7.2

6.5

6.1

5.6

5.0

4.6

4.0

3.6

3.9

3.7

3.5

3.4

3.2

3.6

4.0

4.4

4.0

3.8

3.6

4.0

5.4

5.5

5.0

4.8

4.6

4.1

4

O

5.8

6.8

7 ^

8.6

7.7

5.3

Aug.

7.2

6.6

6.0

5.5

7.0

6.5

6.3

6.0

5.5

5.4

4.6

4.1

3.8

3.5

3.0

2.4

3.5

3.4

3.1

3.0

2.8

3.0

4.0

5.2

5.0

4.7

4.3

4.0

3.8

3.6

3.3

^ 1

2.8

2.6

2.4

2.1

1.9

3.5

4.0

3.7

5.9

7.3

9.1

10.5

11.5

12.0

11.0

7.7

6.4

4.7

6.7

8.6

9 4

10.0

10.6

9.0

7.3

5.6

5.0

5.3

6.0

Sept.

1.6

1.6

1.6

1.8

1.9

2.0

2.0

2.1

2.0

1.9

2.1

2.7 

2.5

2.9

3.3

6.3

4.6

4.1

3.8

3.6

3.5

3.4

6.9

7.4

6.5

5.5

4.6

4.0

3.6

3.1

2.8

2.6

2.3

2.1

1.9

1.8

1.7

2.0

2.2

2.2

2.4

2.8

3.0

3.1

2.8

2.1

2.3

2.4

2.4

2.2

2.1

2.1

2.2

2.1

2.0

2.0

Oct.

1.6

1.6

1.6

1.5

1.5

1.4

1.3

1.3

1.1

1.1

.9

.7 

.6

.5

.4

.3

2.7

2.6

2.6

2.5

2.5

2.4

2.3

2.2

2.3

3.1

3.6

4.0

3.8

3.6

3.5

3.4

3.4

3.2

3.1

3.1

3.0

2.8

2.7

2.6

2.5

2.5

2.5

2.6

3.0

3.3

3.4

3.0

2.8

2.7

2.7

2.6

2.4

2.2

2.0

2.0

2.0

1.9

1.9

1.9

1.9

2.0

Nov.

3.4

3.3

3.1

3.0

2.9

3.0

3.5

5.4

7.5

10.4

11.5

11.0 

10.6

8.6

8.0

5.0

5.0

4.6

4.4

4.2

4.0

3.8

4.7

4.5

4.2

3.9

3.7

3.6

3.5

3.5

3.8

4.0

4.0

3.8

3.6

3.5

3.3

3.2

3.1

3.1

3.1

3.0

3.0

3.0

3.0

2.6

2.4

2

C

2.4

2.2

2.1

2.1

2

n

2.0

1.9

1 Q

2.0

2.1

2.2

2.2

Dec.

11.7

12.7

12.6

11.0

8.5

7.0

5.0

6.7

10.0

11.0

13.4

14.0 

13.2

11.0

9.9

9.0

3.0

3.1

3.2

3.3

3.9

4.3

4.2

4.0

3.7

3.5

3.4

3.4

3.5

6.1

4 %

4.0

3.6

3.4

3.2

3.1

3.1

3.1

3.4

8.4

9.5

11.4

12.0

11.6

11.0

9.0

6.0

3.2

3.4 i <;

3.3

3.1

^t rt

3.0

1 9

3.3

3.5.

^t A

3.6

3.5

3.6

3.9

NOTE. Discrepancies between the hydrographers' and the observer's readings indicate that the gage 

records for 1907 and 1908 are frequently in error. The records are probably more reliable during high water 

than during low water. These records should be used with caution. The records for 1909 appear more 

reliable than those for 1907 and 1908, but they should be used with caution. The high stages are probably 

more reliable than the low stages.
100 SURFACE WATEB SUPPLY, 1909, PAET II.

Daily gage height, in feet, of Flint River near Montezuma, Ga.,for 1907-1909 Cont'd.

Day.

1909. 

16...............

17...............

18...............

19................

20. ..............

21...............

22...............

23. ..............

24. ..............

25. ..............

26. ..............

27...............

28...............

29...............

30. ..............

31...............

Jan.

4.6

4.9

5.3

5.5

5.6

5.4

5.1

4.9

4.7

4.6

4.3

4.1

3.9

3.8

3.7

3 7

Feb.

12.7

12.7

14.4

15.5

14.9

12.0

11.9

12.4

11.4

12.2

11.0

10.5

Mar.

18.7

17.7

15.6

14.3

12.7

12.5

13.2

15.6

15.1

13.8

12.0

10.8

10.0

9.0

8 7

Apr.

6.6

6.2

5.9

5.5

5.2

4.9

4.8

4.7

4.4

5.5

6.1

7.8

9.2

9.9

10.2

May.

5.1

4.5

4.0

3.9

4.1

7.7

8.6

8.1

7.0

6.3

5.1

4.6

5.0

6.0

6.6

6.0

June.

5.9

5.5

5.0

4.7

4.3

4.2

4.7

5.6

7.5

6.5

6.1

5.7

4.8

4.6

4.3

July.

4.7

4.5

4.2

3.8

4.0

4.3

3.8

3.6

4.0

4.6

4.5

4.0

3.9

3.6

3.4

7.4

Aug.

7.3

7.7

7.1

5.6

4.8

4.2

3.8

3.4

3.2

3.0

2.8

2.7

2.7

2.5

2.4

,2.3 9 Q

Sept.

2.0

3.0

4.2

5.0

4.4

3.9

3.7

3.4

5.5

6.0

5.4

6.3

4.3

3.5

3.3

Oct.

2.1

2.2

2.9

3.1

2.8

2.7

2.7

2.7

2.7

2.9

2.8

2.8

2.7

2.7

2.6

2.6

Nov.

2.2

2.3

2.2

2.1

2.1

2.3

2.2

2.5

2.8

3.1

3.2

3.5

3.7

3.5

3.3

Dec.

4.2

4.6

4.4

4.1

4.6

4.8

4.9

4.8

4.1

4.3

4.2

4.6

4.5

4.3

4.4

Daily discharge, in second-feet, of Flint River near Montezuma, Ga.,for 1907-1909.

Day.

1907. 

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...............

1908. 

1. ..............

2...............

3...............

4. ..............

5...............

6...............

7.--...-........

8...............

9...............

10...............

Jan.

4,640

6,350

5,810

4,640

4,030

3,180

3,530

2,860

2,550

2

qin

2,140

1,870

1,670

1,570

1,570

1,520

1,480

1,720

1,870

2,090

2,200

2,090

1,980

2,090

2,730

2,550

2,730

8,090

9,140

7,900

6,350

6,800

7,250

8,560

8,940

Feb.

2,800

3,670

5,550

6,440

7,160

6,350

9,140

7,520

5,900

4,180

3,740

3,320

2,990

2,430

2,370

2

qin

2 430

2^730

2,310

2,260

2,260

2,310

S Aon

3,880

7,900

9 79ft

11,900

9 140

7,710

6,530

5,040

Mar.

3,180

4,030

4,460

5,810

6,530

5,990

5,810

5,300

3,330

2,920

2,550

2,430

2 9fifl

2,090

2,090

3,600

4 480

3,530

2,550

2,200

1,980

1,820

1,620

1,480

1,480

1,480

1,430

1,480

1,570

1,670

5,380

4,880

4,100

3,880

3,670

3,600

3,600

3,530

Apr.

1,770

1,870

1,820

1,820

1,820

1,980

2,260

2,800

3,120

3,060

3,060

2,990

2,550

2,260

2,140

1,980

1,920

1,980

3,880

6,350

6,620

5,900

5,460

7,160

7,900

7,250

6,350

5,720

6,080

3,740

3,530

3,390

S.o^u

May.

6,350

5,900

7,250

6,800

5,460

4,400

3,880

3,670

3,390

4,640

5,460

4,640

4,030

3,460

3,180

3,530

3,180

2,920

2,800

2,670

2,370

2,430

2,370

2,370

2,260

2,140

1,980

1,870

1,820

1,820

12,700

11, 100

9 140

7,710

6,350

4 640

3,530

3 ion

3,120

3.060

June.

1,820

1,770

1,770

1,720

1,720

1,720

1,720

1,670

1,620

1,620

1,570

1,620

1,620

1,570

1,520

1,520

1,520

1,480

1,480

1,480

1,430

1,430

1,340

1,300

1.300

1,300

1,300

1,480

2,370

3,120

3,460

3,180

2,860

2,610

2,550

3,460

3,180

2,860

2,490

July.

4,560

7,800

6,530

4,800

3,880

2,860

2,430

2,140

1,980

1,920'

1,820

1,770

1,720

1,720

1,670

1,670

1,820

2,090

2,550

2,260

2,040

1,870

1,820

1,720

1,720

1,670

1,570

1 980

2,490

2,920

2,550

1,620

1,520

1,770

2,310

2,610

2,800

4,030

4,480

Aug.

2,490

2,800

2,310

2,200

2,140

1,980

1,870

2,200

2,140

2,040

1,980

2,040

2,200

2,370

5,640

4,030

3,600

3,180

2,860

3,880

3,530

3,390

3,180

2,860

2,800

2,310

2,040

1,870

1,720

1,480

1,210

1,720

1,670

1,520

1,480

1,380

1,480

1,980

2,550

2,370

Sept.

1,040

800

687

650

724

839

878

1,040

1,300

1,210

1,080

1,040

1,040

999

918

878

878

878

958

999

1,040

1,040

1,080

1,040

999

1,080

1,340

1,250

1,430

1,620

3.390

2,310

1,980

1 S7fl

1,770

1,720

1,670

3 Qin

4

1 on

3.530

Oct.

2,730

2,140

1,870

1,720

1,480

1,340

1,250

1,120

1,040

1,040

1,040

1,040

958

918

918

878

878

878

839

839

800

762

762

687

687

614

543

508

474

440

407

1,340

1,300

1,250

1,250

1,160

1,120

1.520

Nov.

407

440

508

578

650

724

724

650

650

687

724

800

1 fMfl

1,250

1,480

1,670

1,620

1,520

1,480

1,430

1,480

1,720

6,710

7,710

7,250

6,890

5,120

4,640

2 KKn

2,550

2

qin

2,200

2 ftQfl

1 Qfift

1,870

2 370

2

OArt

2.090

Dec.

5,720

6,350

5,990

3,880

3,180

2,550

2,200

2,200

2,140

2,310

4,880

5,990

5,460

5,900

6,800

7,900

8,850

8,760

7,250

5,040

3,880

2,550

3,670

6,350

7,250

9,520

10,100

9,320

7,250

5,460

i. d.sn

1,520

1,570

1,620

1,920

2,140

2 090

1 980

1,820

1.720
APALACHICOLA KIVEE DRAINAGE BASIN. 101

Daily discharge, in second-feet, of Flint River near Montezuma, Ga.,for 1907-1909 

Continued.

Day.

1908. 

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26. ..............

27...............

28...............

29...............

30. ..............

31...............

1909. 

1....... ........

2...............

3...............

4. ..............

5...............

6...............

7...............

8...............

9.. .............

10...............

11...............

12...............

13...............

14.......... ....

15...............

16...............

17...............

18...............

19...............

20. ..............

21...............

22. ..............

23...............

24. ..............

25

26. ..............

27...............

28. ..............

29...............

30...............

31...............

Jan.

9,520

8,180

6,800

6,260

6,890

6,350

5,460

4,880

3,880

3,810

3,810

3,740

3,740

3,670

3,670

3,600

3,460

3,390

3,530

2,760

3,270

3,200

3,080

2,880

3,010

3,080

2,940

2,820

2,640

2,580

2,520

2,580

2,460

2,350

2,400

2,580

2,820

2,940

3,010

2,460

2,400

2,240

2,130

2,020

1 Ofift

1,910

1,910

Feb.

4,800

5,300

6,170

8,090

9,520

9,140

7,710

6,170

10,300

10,100

8,760

7,250

7,160

7,070

6,800

6,620

6,350

6,080

5,810

1,860

1,860

1,800

1,800

1,860

3,620

3,920

4,750

6,760

9,470

13,200

11,900

8,870

10,600

11,800

11,200

8,200

8,110

8,580

8,200

7,660

8,390

7,300

6,850

Mar.

3,390

3,320

3,180

3,120

3,060

2,920

2,800

2,800

2,730

2,730

2,670

7,160

8,660

10 7ftn

12,200

8,470

6,350

4,880

5,570

4,750

4,140

3,840

3,620

3,410

3

**Af\

3,690

4,290

4,910

5,820

6,420

19 fiflfl

14,200

15,100

15,500

14,300

11,900

10,500

8 87ft

8 680

9,370

11,900

12,400

11 400

9,990

8,200

7,120

6,420

5,570

5,320

Apr.

3,180

3,120

3,060

2,920

2,800

5,210

8,180

8,280

7,710

6,890

6,170

5,210

5,810

6,890

9,140

13.000

20,800

18,000

4,990

4,750

4,590

4,520

4,220

3,550

3,340

3,990

4,830

5,480

4,750

3,990

3,480

3,270

3,690

3,410

3,200

2,940

2,760

2,580

2,520

2,460

2,300

3,340

4,590

5,740

6,590

May.

2,990

2,990

2,920

2,920

2,860

2,800

2,800

2,670

2,610

3,810

3,880

3,600

3,180

3,120

2,990

2,920

3,250

3,180

2,920

2,610

3,460

6,500

6,000

6,940

8,020

8,110

7,030

6,160

4,910

4,440

3,340

2,990

4,290

4,910

4,290

3,410

2,700

2,350

2,080

2,020

2,130

4,520

5,230

4,830

3,990

9 7ftft

2,400

2,640

3,270

3,690

3,270

June.

2,260

2,090

2,920

2,310

1,980

1,870

1,820

1,820

1,820

1,770

1,770

2,200

2,310

2,490

3,180

2,800

2,260

1,980

1,820

1,720

2.640

2,350

2,130

2

oon

4,590

5,740

6,080

5,070

2,640

2,350

2,240

2

1 Oft

2,080

^ 9nn

2,940

2,640

2,460

9 94.0

2 1 an

2,460

3,010

4,360

3,620

3

q,ift

3,080

2,520

2,240

July.

4,560

4,800

4,030

3,530

3,250

2,920

2,550

2,310

1,980

1,770

1,920

1,820

1,720

1,670

1,570

1,770

1,980

2,200

1,980

1,870

1,770

2,080

2,880

2,940

2,640

2,520

2,400

2,130

2,520

3,140

3,840

4,360

5,230

4,250

3,690

2,820

2,460

2,350

2,180

1,960

2,080

2,240

1,960

1,860

2,080

2,400

2,350

2,080

2,020

1 860

1,740

4,290

Aug.

2,140

1,980

1,870

1,770

1,620

1,520

1,380

1,300

1,210

1,080

999

1,720

1,980

1,820

3,120

4,100

5,550

6,800

7,710

8,180

7,250

4,520

3,550

2,460

3,760

5,230

5,910

6,420

6,940

5,570

4,220

3,550

3,010

2,640

2,820

3,270

4,220.

4,520

4,060

3,010

2,520

2,180

1,960

1,740

1,640

1,540

1,440

1,380

1,380

1,280

1,240

1,180

Sept.

2,860

2,310

1,980

1,770

1,520

1,380

1,300

1,160

1,080

999

958

918

1,040

1,120

1,120

1,210

1,380

1,480

1,520

1,380

1,080

1,180

1,240

1,240

1,240

1,240

1,140

1,140

1,080

1,080

1,140

1,140

1,080

1,040

1,040

1,040

1,540

2,180

2,640

2,300

2,020

1,910

1,740

2,940

3,270

2,880

3,480

2,240

1,800

1,690

Oct.

1,770

1,980

1,870

1,770

1,720

1,670

1,670

1,570

1,520

1,520,

1,480

1,380

1,340

1,300

1,250

1,250

1,250

1,300

1,480

1,620

1,670

1,540

1,440

1,380

1,380

1,340

1,240

1,140

1,040

1,040

1,040

990

990

990

990

1,040

1,080

1,140

1,480

1,580

1.440

1,380

1,380

1,380

1,380

1,480

1,440

1,440

1,380

1,380

1,340

1,340

Nov.

1,920

1,820

1,720

1,720

1,870

i o&n

1 980

, 1, 770

1,720

1,620

1,570

1,520

1,520

1,520

1,480

1,480

1,480

1,480

1,340

1,240

1,280

1,240

1,140

1,080

1,080

1,040

1,040

990

990

1,040

1,080

1,140

1,140

1,140

1,180

1,140

1,080

1,080

1,180

1,140

1,280

1,440

1,580

1,640

1,800

1,910

1,800

1,690

Dec.

1,670

1,670

1,720

"*. 9in

2,260

1,980

1,670

1,570

1,520

1,520

1,520

1,670

4

QAA

5,900

7,620

7,800

7,250

5,460

3,180

1,64&

1,740

1,800

1,690

1,580

1,540

1,540

1,640

1,690

1,800

1,740

1,860

1,800

1,860

2,020

2,180

2.400

2,300

2,130

2,300

2,400

2,520

2,580

2,520

2,130

2,240

2,180

2,400

2,350

2,240

2,300

NOTE. The daily discharges for 1907 and 1908 are based on a rating curve that is well defined between 

discharges 960 and 11,100 second-feet. Discrepancies between the hydrographers' and the observer's gage 

heights indicate that these discharges are frequently much in error and should be used with great caution. 

From intercomparisons with the other Flint River stations it appears that the discharges are too low the 

last of October and the first part of November, 1907, whereas those during the first part of October and 

the last of November, 1907, appear greatly in excess, so the averages for these two months are probably fair. 

The daily discharges for 1909 are based on a rating curve that is well defined below 11,100 second-feet 

and appear to be more reliable than those for 1907 and 1908, but still they are not good. They should 

be used with caution.
102 SURFACE WATEB SUPPLY, 1909, PART II.

Monthly discharge of flint River near Montezuma, Ga.,for 1907-1909* 

[Drainage area, 2,700 square miles.]

Month.

1907.

July.....................................

December

1908.

ApriK......... ........................ .

July........... ........................

The year

1909.

July...................------'.-..........

Discharge in second-feet.

Maximum.

6,350 

9,140 

6,530 

' 7,900 

7,250 

3,120 

7,800 

5,640 

1,620 

2,730 

7,710 

10,100

10, 100

10,300 

13,300 

14,200 

20,800 

12,700 

3,460 

4,800 

8,180 

4,180 

1,980 

?,550 

8,180

20,800

3,270 

13,200 

15,500 

6,590 

8,110 

6,080 

5,230 

6,420 

3,480 

1,580 

1,910 

2,580

15,500

Minimum.

1,480 

2,260 

1,430 

1,770 

1,820 

1,300 

1,570 

1,210 

650 

407 

407 

2,140

407

3,390 

3,880 

2,670 

2,800 

2,610 

1,720 

1,520 

999 

918 

1,120 

1,480 

1,480

918

1,910 

1,800 

3,340 

2,300 

2,020 

2,080 

1,740 

1,180 

1,040 

990 

990 

1,540

990

Mean.

2,720 

4,100 

3,030 

3,820 

3,580 

1,630 

2,590 

2,590 

1,030 

1,020 

2,250 

5,640

2,830

5,940 

7,580 

4,960 

6,250 

4,160 

2,430 

2,520 

2,710 

1,820 

1,450 

1,870 

2,970

3,720

2,620 

6,810 

8,170 

3,970 

4,280 

2,970 

2,700 

3,200 

1,690 

1,280 

1,260 

2,040

3,420

Per 

square 

mile.

1.01 

1.52 

1.12 

1.41 

1.33 

.604 

.959 

.959 

.381 

.378 

.833 

2.09

1.05

2.20 

2.81 

1.84 

2.31 

1.54 

.900 

.933 

1.00 

.674 

.537 

.693 

1.10

1.38

.970 

2.52 

3.03 

1.47 

1.59 

1.10 

1.00 

1.19 

.626 

.474 

.467 

.756

1.27

Run-off 

(depth in 

inches on 

drainage 

area).

1.16 

1.58 

1.29 

1.57 

1.53 

.67 

1.11 

1.11 

.43 

.44 

.93 

2.41

14.23

2.54 

3.03 

2.12 

2.58 

1.78 

1.00 

1.08 

1.15 

.75 

.62 

.77 

1.27

18.69

1.12 

2.62 

3.49 

1.64 

1.83 

1.23 

1.15 

1.37 

.70 

.55 

.52 

.87

17.09

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

C. 

C. 

C. 

C.

NOTE. Owing to poor gage readings the estimates for 1907 and 1908 can not be considered reliable. The 

annual means and some of the monthly means compare favorably with the stations at Albany and Woodbury, but for short periods the records at the last two stations are best.

Values of accuracy for 1907 and 1908 have been omitted owing to the uncertainty of the estimates. The 

estimates are only approximate at low stages.

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 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.
APALACHICOLA RIVER DRAINAGE BASIN. 103

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. The data obtained at this station are useful for various 

run-off studies, including water-power estimates.

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 not considered satisfactory 

except for 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.

Discharge measurements of Flint River at Albany, Ga., in 1909.

Date.

July 29. ........

Do.o.......

Hydrographer.

E.H. Swett. .......................................

.....do..............................................

.....do..............................................

Width.

Feet. 

235

224

111

Area of 

section.

Sq.ft. 

1,680

1,410

2,270

Gage 

height.

Feet. 

1.75

1.18

1.13

Discharge.

Sec.-ft. 

3,240

2,800

2,720

a Measurement at Georgia Northern Railway bridge 1 mile above the regular measuring section at the 

Atlantic Coast Line bridge.

Daily gage height, in feet, of Flint River at Albany, Ga., for 1909. 

[D. W. Brosnan, observer.]

Day.

1..............

2..............

3.... ...........

4...............

5. ..............

6...............

7...............

8...............

9...............

10................

Jan.

6.9

4.0

2.1

2.6

3.3

3.5

4.0

3.8

3.2

Feb.

1.7

1.6

1.5

1.5

1.4

 1.4

1.4

1.4

1.3

2.5

Mar.

10.6

10.0

Q Q

6.8

5.0

4.1

3.9

3.7

5.0

Apr.

8.8

8.0

7.5

7.0

5.0

4.5

4.8

5.2

5.6

May.

8.7

9.3

11.1

12.7

11.8

10.1

9.5

9.1

8.0

6.7

June.

2.5

2.4

2.4

2.2

2.1

2.6

3.8

4.9

4.8

July.

2.1

2.0

2.5

2.5

2.3

2.0

1.9

1.9

2.0

2.9

Aug.

2.4

3.3

3.5

3.4

2.9

2.6

2.6

3.2

4.5

5.5

Sept.

0.4

.3

.2

.2

.2

.2

.0

_ 2

- .3

- .4

Oct.

1.7

1.5

1.4

1.4

1.2

.9

.7

.4

.2

.0

Nov.

0.2

.2

.1

_ j

- .2

_ 2

- .2

- .3

 .1

.0

Dec.

1.2

1.4

1.4

1.2

1.2

1.0

.9

.9

1.0

.9
104 SURFACE WATER SUPPLY, 190&, PART n.

Daily gage height, in feet, of Flint River at Albany, Ga.,for 1909 Continued.

Day.

11...............

12...............

13...............

14...............

15...............

16...............

17.. .......... ...

18...............

19...............

20...............

>

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28. ..............

29.. ...... .......

30...............

31...............

Jan.

2.8

2.7

3.0

2.7

2.4

2.2

2.3

2.3

2.3

9 0

2.2

2.5

2.5

2.4

2.4

2.3

2.1

2.0

2,0

1.8

1.7

Feb.

6.0

7.6

8.2

9.6

11.0

15.2

16.0

13.0

19 A

10.2

10.0

19 0

14.1

11.4

10.8

10.6

Mar.

7 0

6.7

6.2

7.8

11.9

15.1

17.5

20.3

22.0

99 4

22.3

21.0

21.0

21.6

21.8

20.8

20.1

19.0

16.3

14.0

11.2

Apr.

5.9

6.6

6.4

6.0

5.5

4.6

4.4

4.4

4

0

3.9

3.5

3.2

3.0

3.2

3.8

5.4

6.2

7.0

May.

5.8

5.2

4.1

3.6

3.8

4 9

4.5

4.7

4 9

3.6

3.3

3.8

. 4.4

5.0

4.6

3.9

3.4

2.8

2.6

June.

4.5

q e

2.8

2.5

o o

1.6

1.4

2.2

2

0

2.3

2.4

2.8

2.8

3.5

4.4

4.8

4.2

3.7

2.7

July.

4.6

4.8

5.2

5.3

4.9

4.0

3.7

3.6

3.5

3.0

2.6

2.4

2.2

2.2

1.9

1.8

1.8

2.4

2.5

2.3

2.2

Aug.

5.8

5.6

4.5

4.1

3.7

2.8

3.2

3.9

4.1

3 9

3.0

2.5

1.9

1.6

1.4

1.3

1.1

.9

.8

.7

.5

Sept.

A A

- .4

- .4

_ 9

- .1

- .3

- .2

_ 9

.6

1.5

1.7

2.1

1.9

1.9

1.9

1.8

2.1

2.1

1.9

Oct.

-0.1

- .2

O

__ ^

.0

.2

.1

J

- .3

- .3

- .3

- .2

.0

.0

.2

.3

.3

.3

.2

Nov.

0.1

.0

.0

.0

- .1

- .1

.0

.2

.2

.0

.0

.1

.1

.1

.2

.4

.5

.9

1.1

Dec.

0.7

.7

1.2

1.7

1.9

1.9

2.0

2.0

2.2

2

O

2.3

2.5

2.5

2.3

2 9

2.4

2.4

2.2

2.0

1.8

1.8

NOTE. These gage heights are not very reliable, especially during September, October, and November. 

Daily discharge, in second-feet, of Flint River at Albany, Ga., for 1909.

Day.

1...............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

19

13...............

14...............

15...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...'............

27...............

28...............

29...............

30...............

31...............

Jan.

9,300

5,780

3,760

3,660

4,200

4,980

5,210

5,780

5,560

4,860

4,420

4,300

4,630

4,300

3,980

3,760

3,860

3,860

3,860

3,760

3,760

4,080

4 080

3,980

3 980

3,860

3 660

3,560

q ccn

3,360

3,260

Feb.

3,260

3,160

3,080

3,080

2,980

2,980

2,980

2 980

2,900

4,080

8,170

10,900

12,700

14,400

19,200

20,500

21,700

17,200

10,300

13,400

13,200

18,800

1C Oflfl

14,900

14,200

13,900

Mar.

13, 900

13,200

11,800

11,300

9,170

6,940

5,900

5,670

5,440

6,940

9,670

8,420

10,400

15,600

20,300

24,100

28,800

31,800

32,500

32,300

30,000

30,000

31,100

29,700

26,600

18,600

14,700

Apr.

11,700

10,700

10,000

9,420

8,920

6,940

6,360

6,700

7,180

7,670

8,040

8,920

8,670

8,170

7,540

6,480

6,240

6 240

6,130

5,670

5,210

4,860

4 640

4,860

5,560

6,360

7,420

8,420

9 ' 420

May.

11,500

12,300

14,600

16,700

15,500

13,300

12,500

12,000

10,700

9,040

7,920

7,180

5,900

5,320

5,560

6,020

6,360

6,820

6,590

6,020

5,320

4,980

5,560

6,240

6 940

6,480

5,670

5,100

4,200

4,200

June.

4,080

3,980

3,980

3,980

3,760

3,660

4,200

5,560

6,820

6,710

6,360

5,210

4,420

4,080

S

een

3,160

2,980

3,770

3,860

3,860

4,420

5,210

6,700

4,300

July.

3,660

3,560

4,080

4,080

3,860

3,560

3,460

3,460

3,560

4,520

6,480

6,700

7,180

7,300

6,820

5,780

5,440

5,320

5,210

4,640

4,200

3,980

3 7fifl

3,760

3 4fifl

3,360

3,360

3,980

4,080

3,860

3,760

Aug.

3,980

4,980

5,210

5,100

4,520

4,200

4,200

4,860

6,360

7,540

7,920

7,670

6,360

5,900

5,440

4,420

4,860

5,670

5,900

5,670

4,080

3 460

3,160

2 non

2,900

2 79ft

2,540

2 440

2,360

2,180

Sept.

2,090

2,000

1,920

1,920

1,920

1,920

1,750

1,590

1,510

1,430

1 430

1,430

1,430

1,430

1,590

1,670

1,510

1,590

1,590

2,260

3,080

3,260

S fififl

3,460

3 JRO

3,460

3

ocn

3,660

3,460

Oct.

3,260

3,080

2,980

2,980

2,800

2,540

2,360

2,090

1,920

1,750

1,670

i iwm

1,590

1,670

1,670

1 7**ft

1,920

1,920

1 840

1^670

1,510

1,510

1,510

1,590

1 7WI

1 7fUl

1,920

2,000

2 non

2,000

1,920

Nov.

1,920

1,920

1,840

1,670

1,670

1,590

1,590

1,510

1,670

1,750

1,840

1,750

1,750

1,750

1,670

 1,670

1,750

1,920

1,920

1,840

1 7<tf»

1,750

1 840

l'840

1 840

1,920

2,090

2,180

2 540

2 79ft

Dec.

2,800

2,980

2,980

2,800

2,800

2,620

2,540

2,540

2,620

2,540

2,360

2,360

2,800

3,260

3,460

3,460

3,560

3,560

3,760

3,760

3,860

4,080

4,080

3,860

3 7fifl

3,980

0 QOA

3 7fifi

3

Kf*O

3,360

3,360

NOTE. These discharges are based on a rating curve that is well defined above 2,600 second-feet; below 

2,600 second-feet the rating is uncertain.

Owing to the possibility of gross errors in gage heights, especially during September, October, and November, the daily discharges may be much in error and should be used with caution.
APALACHICOLA RIVER DRAINAGE BASIN. 105

Monthly discharge of Flint River at Albany, Ga., for 1909. 

[Drainage area 5,000 square miles.]

Month.

February. ..............................

April...................................

May....................................

July....................................

Discharge in second-leet.

Maximum.

9,300 

21,700 

32,500 

11, 700 

16,700 

6,820 

7,300 

7,920 

3,660 

3,260 

2,720 

4,080

32,500

Minimum.

3,260 

2,900 

5,440 

4,640 

4,200 

2,980 

3,360 

2,180 

1,430 

1,510 

1,510 

2,360

1,430

Mean.

4,350 

10,900 

18,600 

7,380 

8,090 

4,690 

4,520 

4,650 

2)280 

2,020 

1,850 

3,260

6,050

Per

square 

mile.

0.870 

2.18 

3.72 

1.48 

1.62 

.938 

.904 

.930 

.456 

.404 

.370 

.652

1.21

Run-off 

(depth in 

inches on 

drainage 

area).

1.00 

2.27 

4.29 

1.65 

1.87 

1.05 

1.04 

1.07 

.51 

.47 

.41 

.75

16.38

Accuracy.

B. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

C. 

C. 

D. 

C.

NOTE. These monthly estimates are liable to be considerably hi error owing to poor gage-height records, 

and should be used with caution. Hydrograph comparisons with Woodbury, Montezuma, and Bainbridge 

indicate that the Albany records for 1909 are too low during September, October, and November. More 

probably means for these months, determined from hydrograph comparisons, are 2,400, 2,250, and 2,150 

second-feet, respectively. Accuracy values for these months have therefore been reduced.

FLINT RIVER AT BAINBRIDGE, GA.

The 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 No. 242. A good low-water 

rating has been obtained.

Discharge measurements of Flint River at Bainbridge, Ga., in 1909.

Date.

July 31. ........

Do.........

Hydrographer.

E. H. Swett............ ...........................

.....do..............................................

.....do..............................................

Width.

Feet. 

307

289

288

Area of 

section.

Sq.ft. 

2,470

2,390

2,420

Gage 

height.

Feet. 

5.13

3.57

3.62

Discharge.

Sec.Jt. 

5,200

4,030

4,120
106 SURFACE WATER SUPPLY, 1909, PART II.

Daily gage height, in feet, of Flint River at Bainbridge, Ga.,for 1909.

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...............

9fi

27. ..............

28...............

29...............

30...............

31...............

Jan.

9.3

7.9

7.3

6.5

6.5

6.5

6.7

7.8

7.4

6.5

6.3

6.1

6.0

5.8

5.8

5.8

5.8

5.8

5.8

6.0

6.2

6.2

6.0

5.8

5.8

5.6

5.4

5.3

5.2

Feb.

5.0

5.0

5.0

4.8

4.7

4.7

4.7

4.7

5.2

6.0

6.5

7.7

8.9

10.0

11.0

12.5

14.0

14.9

15.2

14.9

14.9

14.9

15.7

15.9

15.6

14.8

13.9

13.4

Mar.

12.8

12.3

11.5

10.3

9.3

8.8

8.4

8.1

8.1

8.3

8.6

9.2

9.8

10.6

11.7

13.5

15.3

16.9

18.3

19.4

20.3

21.1

21.3

21.3

21.8

22.1

21.8

21.4

20.7

19.6

17.7

Apr.

115 i

1°. 7

12.8

n

o

10.7

10.0

9.6

9.5

9.5

9

0

10.3

10.6

10.4

o s

9

0

Q n

8.8

8.7

8.4

8.0

7.7

7.4

7 ^

7.4

7

C

8.0

8.5

9.3

10.0

May.

10.7

H o

12.0

19 52

IQ ft

13.0

12.8

12.7

12.5

12.3

n

o

O 3

8.6

8.4

-8.6

8.4

8.2

7.5

7.0

6.9

7 ^

7.9

8.3

8.3

8.3

7.6

7 9

7.0

6.9

6.9

June.

7 q

7 Q

6.8

6.4

6.2

6.6

7.0

7.7

8.1

7 O

7.0

6.4

5.8

5.4

5.2

5.2

5.8

6.0

6 9

6.2

6.2

6.2

6.3

6 9

7.0

7.1

6.6

6.0

July.

5 7

5

fi

5.4

5.7

6.1

6.2

5.7

5.5

5.5

5.5

6.0

6.9

7.5

8.5

8.1

7.7

7.6

7 ^

7.2

A K

6.2

6.0

5.9

5.8

5.7

5.9

5.7

5.2

Aug.

5.1

<> Q

6.6

6.6

^ 0

6.0

7.2

7.8

8.4

8.7

8.5

7.9

7.1

6.5

6.5

7.0

7.1

7.0

6.6

5.9

5.4

5.0

4.8

4.5

4.3

4.1

4.0

3.8

3.6

Sept.

q 7

3.5

3 A

3.4

3.2

3.4

3.4

3.3

3.2

3.2

3.3

3.4

3.3

3.3

4.0

4.6

4.7

4.3

4.6

5.0

5.2

4.8

Oct.

4

Q

4.0

3.9

3.6

3.5

3.4 °. °.

3.2

3.1

°. 9

3.0

3.0

3.1

3.2

2.9

2.8

2.8

2.7

9 7

2.7

°. 1

3.3

3.2

°. 9

3.3

°. 4

3.4

3.1

3.2

3.1

3.0

Nov.

o. i

°. 9

3.0

2.8

2.9

3.0 °. n

2.9

3.1

3.0

3.0

2.9

2.9

2.9

2.9

°. n

3.2

3.0

2.9

2.9

2.9

2.8

2.9

2.9

2.9

°. n

3.1

3.3

3.5

3.6

Dec.

3.6

3.5

3.4

q A

3 3

3.5

3.7

3.5

3.3

o. *>

°. 4.

3.6

3.8

°. 0

°. O

3.8

4.0

4.2

4.4

4.4

4.4

- 4 f,

4.6

4.6

A C

4.3

4.4

4.5

4.6

4.6

Daily discharge, in second-feet, of Flint River at Bainbridge, Ga.,for 1908-9.

Day.

1908. 

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.

.......

Feb.

.......

Mar.

9,660

9,430

9,430

9,880

Apr.

.......

May.

9,880

9,660

9,660

9,770

June.

9,540

9,320

9,320

9,000

8,780

8,680

8,680

8,570

8,570

8,680

8,260

8,160

8,160

8,050

7,950

7,640

7,330

7,030

6,840

6,840

6,840

6,840

6,840

6,840

6,840

7,230

7,230

7,430

7,330

7,030

July.

6,750

6,390

6,220

6,130

6,300

6,480

6,750

7,030

7,230

7,530

8,050

8,470

8,680

8,780

8,780

8,470

8,260

8,160

7,530

7,330

7,330

7,840

8,050

8,050

7,430

7,230

7,030

7,430

7,740

7,740

7,130

Aug.

6,750

6,570

6,300

6,220

5,870

5,960

5,960

5,960

6,220

6,390

6,940

7,130

6,840

6,480

6,130

5,870

5,610

5,450

5,210

5,370

5,050

5,130

6,220

6,570

6,390

7,230

8,570

9,880

.......

Sept.

8,570

7,230

7,030

6,840

6,840

6,840

7,030

7,430

7,530

7,130

6,750

6,390

6,040

5,870

5,610

5,530

5,530

5,530

5,290

5,130

5,530

5,610

5,610

5,610

5,610

5,610

5,610

Oct.

5,610

5,370

5,290

5,210

5,130

5,290

4,890

4,820

4,820

4,820

4,890

4,970

5,210

5,450

5,780

5,210

5,130

5,050

4,970

4,820

4,740

4,740

4,740

4,740

4,740

4,740

4,740

4,740

4,740

4,740

4,820

Nov.

5,050

5,530

5,780

5,780

5,530

5,530

5,530

5,610

5,780

5,870

5,700

5,530

5,370

5,290

5,130

4,970

4,890

5,050

5,290

5,290

5,290

5,210

5,050

5,050

5,050

5,050

4,970

4,820

4,820

4,820

Dec.

4,970

4,970

4,970

4,970

5,130

5,210

5,290

5,370

5,210

5,050

5,050

5,130

5,210

5,290

5,610

5,960

6,130

5,960

5,700

5,450

5,290

5,210

5,210

5,210

5,450

6,220

6,750

7,530

8,160

8,780

9,320
APALACHICOLA EIVER DRAINAGE BASIN. 107 

Daily discharge, in second-feet, of Flint River at Bainbridge, Ga., for 1908-9 Continued.

Day.

1909. 

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. .............. 9-1

Jan.

9,100

7,640

7,030

6,300

6,300

6,300

6,300

6,480

7,530

7,130

6,300

5,960

5,870

5,700

5,700

5,700

5,700

5,700

5,700

5,870

6,040

6,040

5,700

5,700

5,530

5,450

5,370

5,290

5,210

Feb.

5,050

5,050

5,050

4,890

4,820

4,820

4,820

4,820

5,210

5,870

6,300

8,680

9,880

Mar.

9,166

8,570

8,160

7,840

7,840

8,360

9 000

9,660

Apr.

9 880

9,430

9,320

9,320

9,660

9,660

8,780

8,570

8,470

7,740

7,430

7,130

7,030

7,130

7,230

7,740

9,100

9 

' 880

May.

9 100

8,360

8,160

8,360

7,950

7,230

6,750

6,660

6 660

7,230

7,640

8,050

8,050

8,050

7 330

6,940

6,750

6,660

June.

7,030

7,030

6,570

6,220

6,040

6,390

6,750

7,430

7,840

8,050

7,640

6,750

6,220

5,700

5,530

5,370

5,210

5,210

5,700

5,870

6,040

6,040

6,040

6,040

6,130

6,660

6,750

6,840

6,390

5,870

July.

5,610

5,530

5,370

5,610

5,960

6,040

5,450

5,450

5,450

5,870

6 660

7,230

7,740

8,260

7,840

7,430

7,330

7,230

6,940

6,300

5,870

5,780

5,780

5,700

5,610

5,780

5,780

5,210

Aug.^

5,130

5,780

6,390

6,390

5,780

5,870

6,390

6,940

7,530

8,160

8,470

8,260

7,640

6,840

6,300

6,300

6,300

6,750

6,840

6,750

6,390

5,780

5,370

5,050

4,890

4,670

4,520

4,380

4,310

4,180

Sept.

4,120

3,990

3,990

3,930

3,990

3,930

3,800

3,930

3,930

3,860

3,800

3,800

3,860

3,930

3,930

3,930

3,860

3,860

3,930

4,310

4,740

4,820

4,740

4,520

4,740

5,050

5,130

5,210

4,890

Oct.

4,520

4,310

4,250

4,050

3,990

3,930

3,860

3,800

3,740

3,800

3,680

3,680

3,740

3,800

3,620

3,560

3,560

3,500

3,500

3,500

3,740

3,860

3,800

3,800

3,860

3,930

3,930

3,740

3,800

3,740

Nov.

3,740

a, 800

3,680

a,'«60

3,620

*S*'t880

3^620

3,740

3,680

3,680

3,620

3,620

3,620

3,620

3,680

3,800

3,680

3,620

3,620

3,620

3,560

3,620

3,620

3,620

3,680

3,740

3,860

3,990

4,050

Dee.

4,050

3,990

3,930

3,930

3,860

3,990

4,050

4,120

3,990

3,860

3,800

3,930

4,050

4,180

4,250

4,250

4,180

4,310

4,450

4,590

4,590

4,590

4,670

4,740

4,740

4,670

4,520

4,590

4,670

4,740

NOTE. These discharges are based on a rating curve that is well defined between 3,800 and 9,880 secondfeet. All discharges for missing days are above 9,880 second-feet.

Monthly discharge of Flint River at Bainbridge, Ga., for 1908-9. ' 

[Drainage area, 7,410 square miles. ]

Month.

1908. 

June. ...................................

July....................................

December ..............................

1909.

July....................................

Discharge in second-feet.

Maximum.

9,540 

8,780 

5,780 

5,870 

9,320

9,100 

8,050 

8,260 

8,470 

5,210 

4,520 

4,050 

4,740

Minimum.

6,840 

6,130 

4,740 

4,820 

4,970

5,210 

5,210 

5,210 

4,050 

3,800 

3,500 

3,560 

3,800

Mean.

7,860 

7,490 

5,000 

5,290 

5,800

6,150 

6,380 

6,190 

6,080 

4,240 

3,820 

3,690 

4,290

Per

square 

mile.

1.06 

1.01 

.675 

.714 

.783

.830 

.861 

.835 

.821 

.572 

.516 

.498 

.579

Run-off 

(depth in 

inches on 

drainage 

area).

1.18 

1.16 

.78 

.80 

.90

.96 

.96 

.96 

.95 

.64 

.59 

.56 

.67

Accuracy.

A. 

A. 

A. 

A. 

A.

A 

A. 

A. 

A. 

A. 

B. 

B. 

A.

NOTE. Monthly estimates for 1908-9 are published only for those months in which all the gage heights 

are 10.0 feet and under. When sufficient high-water measurements are obtained to develop the high-water 

portion of the rating curve the tables will be completed and published in a later report.
108 SURFACE WATER SUPPLY, 1909, PART II.

KINCHAFOONEE GREEK NEAR LEESBURG, GA.

The station, which is located at the iron highway bridge, 1 mile 

east of Leesburg, was established August 30, 1905, and was discontinued December 31,. 1909. The records are valuable for water-power 

and other water-supply estimates.

The right bank is lower than the bridge and probably overflows at 

extreme high stages around the end of the bridge approach. The left 

bank does not overflow. Conditions of flow are probably permanent, 

and a good rating has been developed for low and medium stages.

Discharge measurements are made from the downstream side of the 

bridge. The original gage was a temporary vertical staff located on 

the right bank 150 feet above the bridge. The datum of this gage 

and that of the present chain gage, which is on the bridge, has 

remained the same since the establishment of the station.

The gage record for 1909 is not satisfactory and the monthly estimates are liable to be more or less in error.

Discharge measurements of Kinchafoonee Creek near Leesburg, Ga., in 1909.

Date.

July 30........

Do........

October 28.... . 

Do.........

Hydrographer.

E. H. Swett . . ......................................

.....do..............................................

M.R.Hall.... ..................................... 

.....do..............................................

Width.

Feet. 

103

103

85 

85

Area of 

section.

Sq.ft. 

251

251

139 

136

Gage 

height.

Feet. 

1.72

1.72

.84 

.82

Discharge.

Sec.-ft. 

327

328

202 

191

Daily gage height, in feet, of Kinchafoonee Creek near Leesburg, Ga.,for 1909. 

[J. H. Jones, 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.

1.9

1.9

1.7

2.0

2.65

2.95

2.7

2.3

1.85

1.8

2.05

2.2 

2.2

2.45

"2." 2"

2.2

2.15

2.0 

2.0

1.9 "i'.s"

1.8

1.8

1.7 

1.7 

1.7

Feb.

1.7

1.6

1.6

1.6

1.6

1.8

2.0

2

n

3.1

4.6

5.4

5

1

""i.'d"

5.4

6.1 

6.0

6.4

7.4

~"5."9~

5.4

5.2 

4.9

4.6

4.3

Mar.

3.65

3.8

3.55

3.15

3.0

9 7";

3 A

3.2

3.6

4.05

4.4

5 A

6.1

5.7 

5.2

4.95

4.6

9 0

12.0

15.0 

11.4

9.2

7.6 "e.'o"

5.6 

4.95

Apr.

4.55

4.25

3.95

3.45

3.3

3.2

4 1

4.0

3.8

4.05

3.95

3

0e

3 7

3.55

3.35

3.2

3.1

3 AC

3.0

3.2

4.85

5.2

4.95 

4.55 

4.25

May.

4.75

5.5

5.4

5.0

4.7

4 1H

3.95

3.55

3.3

3.05

2

7K

2.5

2 4

2.4 

2.2

2.0

2 1 ^

2.6 

2.45

2.1 

2.1

2.3

2.3

2.2 

2.1

June.

2.2

2.2

2.35

2.6

2.6

2.5

2.3

2.25

2.0

1.75

1 t

1.3 

1.3

1.35

1.85

2 A

2.2

2.4 

2.6

2.6

2.0 

1.9 

1.56

July.

1.4

1.3

1.3

1.3

1.5

1.7

2.05

2.4

3.25

3 d.

3.3

3 7

4.0

3.6

3.2

3 A

2.9

2.9

2.6

2.6

2.6 

2.7 

2.8 

2.8

Aug.

2.6

2.55

2.6

2.4

2.3

2.45

2.9

3.0

2.8

2.6

2.0

1.8

1.7 

1.6

1.5

1.4

1.3

1.1

1.0 

1.0

.9

.8

.7

""."55" 

.5

Sept.

0.4

.4

.3

.3

.3

.3

.3

.4

.4

.4

K

.5

.4 

.5

.6

.8 

1 05

1 ^

1.4 

1.4

1.3 

1.1 

1.0

Oct.

0.9

.8

.8

.8

.7

.7

.7

.7

.7

.7

.7

.6 

.6

........

.6

.7

.7 

.7

.7

.......

.8

.8

.85

.8 

.8

Nov.

0.7

.7

.65

.65

.65

.6

.65

.65

.7

.7

.7

-----

.7

.7 

.7

.8

OC

9

.95

Qf;

.95

1.0

"i.~25~ 

1.35

Dec.

1.15

1.05

.95

9

.88

.85

on

1.0

1.25

1 ^

1.5

1.6 

1.5

1 n

1.4

1.6

1.8

1

0

1 OK

1.9 

1.9

1.7 

1.8 

1.7 

1.65
APALACHICOLA EIVEE DEAIN AGE'BASIN. 109 

Daily discharge, in second-feet, of Kinchafoonee Creek near Leesburg, Ga.,for 1909.

Day.

1...............

2...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29............... in

11

Jan.

357

357

341

325

374

490

549

500

426

388

349

341

408

408

453

430

408

400

374

374

357

341

341

341 19*!

325

OO K

325

Feb.

325

309

309

309

309

341

358

374

374

579

931

1,160

1,070

1,000

931

1,160

1,400

1,370

1,520

1,950

1,640

1,330

1,160

1,100

1,010

931

852

774

Mar.

697

731

675

632

559

534

510

559

600

686

790

1,020

1,160

1,400

1,260

1,100

1,030

931

1,870

2,800

4,700

6,850

4,310

2,920

2,050

1,710

1,230

1,030

Apr.

918

840

766

710

653

621

600

686

802

778

754

731

766

742

708

675

654

632

600

579

569

KCQ

600

800

1,000

1,100

1,030

918

840

May.

972

1,090

1,200

1,160

1 040

958

814

766

720

675

621

569 *!in

462

444

444

444

408

374

400

481

453

OQ1

391

426

408

OfJC

June.

404

408

408

435

481

481

481

462

444

426

417

374

OK4.

333

279

264

264

264

272

310

349

374

408

481

481

428

374

357

OftO

July.

279

264

264

264

264

264

294

325

382

344

527

610

642

621

621

708

778

732

686

642

600

559

KOQ

PttQ

510

481

481

481

500 f;lQ

*!1Q

Aug.

600

4S1

472

481

426

453

495

539

559

519

481

435

374

355

341

325

OAQ

294

279

264

250

222

222

209

196

184

175

161

Sept.

150

150

140

140

140

140

140

140

150

150

150

156

161

161

150

150

150

161

166

172

196

229

279

279

279

97Q

264

236

Oct.

209

196

196

196

196

184

184

184

184

184

184

184

184

172

172

172

172

172

172

184

184

184

184

184

184

196

196

202

196

196

190

Nov.

184

184

178

178

178

172

172

178

178

184

184

184

184

184

184

184

196

196

199

202

209

216

216

.216

222

240

257

Dec.

243

216

209

208

206

216

222

257

264

279

904.

309

294

294

279

279

294

309

341

341

OJ.Q

357

357

346

335

325

341

325

317

NOTE. These discharges are based on a rating curve that is well defined between 220 and 2,200 secondfeet. Discharges interpolated for days having no gage record. The accuracy of the daily discharges is 

more or less uncertain owing to poor gage heights. '

Monthly discharge of Kinchafoonee Creek near Leesburg, Ga.,for 1909. 

[Drainage area, 480 square miles.]

Month.

April..........................................

May...........................................

July......................................'.....

Discharge in second-feet.

Maximum.

549 

1,950 

6,850 

1,100 

1,200 

481 

778 

559 

279 

209 

272 

357

6,850

Minimum.

325 

309 

510 

559 

374 

264 

264 

161 

140 

172 

172 

202

140

Mean.

383

888 

1,520 

747 

602 

385 

495 

350 

185 

186 

196 

285

518

Per 

square 

mile.

0.7 

1.8 

3.1 

1.5 

1.2 

.8 

1.0 

.7

.< 

.1

l.(

98 

5 

7 

16 

5 

02 

3 

29 

85 

88 

08 

94

8

Run-off 

(depth in 

inches on 

drainage 

area).

0.92 

1.93 

3.66 

1.74 

1.44 

.89 

1.19 

.84 

.43 

.45 

.46 

.68

14.63

NOTE. The accuracy of the monthly discharge is uncertain on account of poor gage heights
110 SURFACE WATER SUPPLY, 1909, PART II.

CHOCTAWHATCHEE RIVER DRAINAGE BASIN. 

DESCRIPTION.

Choctawhatchee River 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, 

Ala., and flows in a southwesterly and southerly direction through 

Choctawhatchee Bay to the Gulf of Mexico. Pea River, 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.

The following gaging stations have been maintained in this river 

basin:

Choctawhatchee River near Newton, Ala., 1906-1908. 

Choctawhatchee River near Geneva, Ala., 1904. 

Double Bridges Creek at Geneva, Ala., 1904. 

Pea River at Pera, Ala., 1904-1909. 

Pea River at Elba, Ala., 1906.

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 and Graceville branch 

of the Louisville and Nashville Railroad, was established August 27, 

1904, for the purpose of obtaining run-off data for use in waterpower estimates and other water-supply studies.

Power plants above the station causes 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 has been developed.

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.
CHOCTAWHATCHEE EIVEE DRAINAGE BASIN. Ill

Discharge measurements of Pea River at Pera, Ala., in 1909.

Date.

Do.........

Do.........

Hydrographer.

E.H. Swett.... ....................................

.....do..............................................

.....do..............................................

.....do..............................................

Width.

Feet. 

81

73

7S

73

Area of 

section.

Sq.ft. 

453

256

256

260

Gage 

height.

Feet. 

4.36

2.85

2.98

Discharge.

Sec.-ft. 

708

372

376

vn

Daily gage height, infect, of Pea River at Pera, Ala., for 1909. 

[W. G. Early, 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.

4.6

4.6

4.3

4.2

4.2 

4.2

4.1

3.9

o O

3

0

3.8

3.9

4.1

4.0

4.0

4.4

4.2

4.1

3.9

3.8

3.8

3.85

3.75

3.7

3.6

3.65

3.6

3.55

3.7

3.4

Feb.

3.4

3.3

3.4

3.35

4.8

4

C

4.6

9

0

13.4

11.0

13.6

18.4

20.2

21.1

19.0

18.6

17.4

15.7

13.6

12.8

11.8

10.6

9.2

8.1

7.6

.......

Mar.

7.1

6.9

7.2

6.6

6.2 

5.9

7.5

11.6

9.9

12.6

10.8

9.4

Q 7

11.7

12.2

12.0

12.6

11.6

10.0

9.8

12.5

16.8

20.4

20.7

15.7

10.4

9.0

8.4

7.6

7.1

Apr.

7.2

6.4

6.2

5.8

5.8 

5.6

5.6

6.6

7.8

7 9

7.4

7.0

6.8

9.2

8.2

7.2

6.4

6.2

5.8

5.4

5.0

4.8

4.7

4.8

5.3

8.0

12.4

15.4

14.8

13.1

May.

14.6

11.0

10.0 

9.3

8.2

7.2

6.6

6.0

5.6 "; 9

5.0

4.8

4.6

4.0

6.0

5.6

7.6

7.8

8.0

7.4

6.7

7.0

9.9

8.6

8.0

9.2

9.6

9.2

June.

9.8

9.2

9 4

13.4

14.0 

14.6

14.8

11.3

8.8

7.6

6.7

7.2

6.9

7.4

9.2

8.8

9.0

13.2

12.0

12.2

13.0

11.0

9.0

8.0

7.0

7.4

7.1

6.0

6.0

July.

5.5

5.9

6.3

7.0

6.6 

5.4

5.1

4.9

4

C

4.7

5.0

5.1

5.4

9.2

10.7

9.2

8.3

6.6

7.1

6.8

6.3

5.3

4.9

5.6

5.6

4.8

4.3

4.1

4.1

4.3

4.3

Aug.

4.1

4.3

A K

4.5

4.3 

4.4

4

C

x* 4.

6.7

7.0

6.5

5.8

5.6

5.2

4.6

4.5

4.4

5.0

4.3

4.1

3.75

3.35

3.2

3.1

2.9

2.8

2.8

2.7

2.6

2.55

Sept.

2.6

2.85

3.1

2.7

2.8 

3.1

2.95

2.9

3.0

2.75

2.5

2

0

2.8

2.95

3.6

4.1

3.75

3.75

4.0

7.4

7.3

6.6

7.1

5.4

5.1

4.8

4.8

3.55

Oct.

3.2

3.0

2.9

2.65

2.7 

2.55

2.6

2.45

2.5

2.5

2.45

2.8

2.4

2.4

2.35

2.3

2.3

2.2

2.25

2.3

2.7

2.7

2.55

2.55

2.4

2.5

2.4

2.35

2.35

2.4

2.25

Nov.

2.4

2.5

2.65

2.6

2.45 

2.35

2.4

2.3

2.35

2.3

2.4

2.3

2.35

2.3

2.25

2.25

2.45

2.3

2.35

2.3

2.5

2.5

2.75

2.7

2.7

2.7

2.8

2.7

2.55

2.7

Dec.

2.75

2.9

3.25

3.1

3.05 

3.0

3.7

4.5

4.2

4.1

4.1

4.0

7.0

6.8

6.0

5.9

5.1

4.8

4.7

5.4

5.4

5.2

4.6

4.8

4.7

5.2

5.0

4.8

4.5

4.3

4.1

Daily discharge, in second-feet, of Pea River at Pera, Ala., for 1909.

Day.

1...............

2...............

3. ..............

4. ..............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

1?

14...............

15...............

Jan.

741

741

644

644

644

622

578

578

556

556

578

622

622

600

Feb.

476

457

466

476

466

691

794

715

741

2,660

4,310

3,210

4,410

6,610

7,440

Mar.

1,550

1,470

1,590

1,360

1,220

1,120

1,700

3,490

2,710

3,950

3,120

2,570

2,490

2,620

3,530

Apr.

1,590

1,290

1,220

1,090

1,090

1,030

1,030

1,360

1,820

1,860

1,660

1,510

1,430

2,400

1,980

May.

3,670

4,870

3,210

2,750

2,440

1,980

1,590

1,360

1,160

1,030

906

794

741

June.

2,660

2,400

2,490

4,310

4,590

4,870

4,960

4,960

3,350

2,230

1,740

1,400

1,590

1,470

1,660

July.

995

1,120

1,260

1,510

1,360

965

878

822

715

767

850

878

965

2,400

3,070

Aug.

622

667

715

715

667

691

715

965

1,220

1,400

1,510

1,320

1,090

1,030

906

Sept.

326

372

419

344

362

419

438

390

381

390

400

353

310

362

362

Oct.

438

400

381

335

344

318

326

302

310

310

302

362

295

295

288

Nov.

295

310

335

326

302

288

295

280

288

280

295V

280

288

280

273

Dec.

353

381

448

419

410

400

535

715

644

622

622

600

1,510

1,430

1,160

55901° wsp 262 10 8
112 SURFACE WATER SUPPLY, 1909, PART II.

i 

Daily discharge, in second-feet, of Pea River at Pera, Ala., for 1909 Continued.

Day.

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24.. .............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

600

691

644

622

578

55fi

556

567

546

535

515

525

515

605

535

476

Feb.

7 860

6,890

6,710

5,230

6,150

5,370

3,580

3,030

2,400

1,940

1,740

Mar.

3,760

3,670

3,950

2,750

2,660

5,880

7,530

7,670

5,370

2,930

2,310

2 fifift

1,740

1,550

Apr.

1,590

1,290

1,220

1,090

965

850

794

767

794

QQC

1,900

3,850

5,230

4,960

4,180

May.

1,160

1,030

1,290

1,740

1,820

1,900

1 660

1,400

1,510

2,710

2,140

1,900

2,570

2.400

June.

2,400

2,230

2,310

4,220

3,670

3,760

4,130

3,210

2,310

1 Qftfl

1,510

1,660

1,560

1,160

1,160

July.

2,020

1,360

1,560

1,430

1,260

935

822

1,030

1,030

794

667

622

622

667

667

Aug.

741

715

691

850

667

622

466

438

419

381

362

362

344

326

318

Sept.

390

515

622

546

546

600

1,660

1,620

1,360

1,550

965

878

794

794

605

Oct.

280

280

266

273

280

344

318

318

295

310

295

288

288

' 295

273

Nov.

273

302

280

288

280

310

310

353

344

344

344

362

344

318

344

Dec.

1,120

878

794

767

965

965

QHft

741

794

767

906

850

794

71 5

667

622

NOTE. These discharges are based on a rating curve that is well defined.

Monthly discharge of Pea River at Pera, Ala., for 1909. 

[Drainage area, 1,180 square miles.]

Month.

April....................................

y&y....... ..............................

July........ .............................

The year. ........................:

Discharge in second-feet.

Maximum.

741 

7,860 

7,670 

5,230 

4,870 

4,960 

3,070 

1,510 

1,660 

438 

362 

1,510

7.860

Minimum.

476 

457 

1,120 

767 

600 

1,160 

622 

318 

310 

266 

273 

353

266

Mean.

592 

3,330 

3,090 

1,760 

1,910 

2,730 

1,180 

725 

632 

315 

307 

758

1,440

Per

square 

mile.

0.602 

2.82 

2.62 

1.49 

1.62 

2.31 

1.00 

.614 

.536 

.267 

.260 

.642

1.22

Run-off 

(depth in 

inches on 

drainage 

area).

0.58 

2.94 

3.02 

1.66 

1.87 

2.58 

1.15 

.71 

.60 

.31 

.29 

.74

16.45

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

A.

ESCAMBIA RIVER DRAINAGE BASIN. 

DESCRIPTION.

Escambia Kiver drains the south-central portion of Alabama and 

discharges into the Gulf of Mexico through Escambia Bay and Pensacola Bay. Conecuh Kiver joins the Escambia about 5 miles south 

of the Alabama-Florida state line, and is very much the larger of the 

two branches. Conecuh River rises in Bullock County, Ala., very 

close to the headwaters of Pea River, in the Choctawhatchee drainage basin, and flows southwestward throughout its entire 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 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.

The following gaging station has been maintained in this river basin: 

Conecuh River at Beck, Ala., 1904-1909.
ESCAMBIA EIVEE DRAINAGE BASIN. 113

CONECUH EIVEE AT BECK, ALA.

The station, which was established August 24, 1904, for the purpose 

of obtaining run-off data for the coastal plain region of Alabama, 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 and Nashville 

railroads. The data are useful for water-power estimates and general 

studies.

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 an 

excellent rating has been developed.

Discharge measurements of Conecuh River at Beck, Ala., in 1909.

Date.

Do.........

Do.........

Hydrographer.

E . H. S wett ........................................

.....do..............................................

.....do..............................................

.....do..............................................

Width.

Feet. 

121

121

116

116

Area of 

section.

Sq.ft. 

582

547

306

306

Gage 

height.

Feet. 

4.62

4.35

2.04

2.04

Discharge.

Sec.-ft. 

1,280

1,160

404

390

Daily gage height, in feet, of Conecuh River at Beck, Ala., for 1909. 

[J. F. Hicks, 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.

3.0

2.8

2.8

2.8

2.4

2.4 

2.4

2.4

2.3

2.3

2.3 

2.3

2.3

2.5

2.5

2.6

2.5

2.4 

2.4

"~2.3

2.3 

2.3

2.3

2.2 

2.2

Feb.

2.2

2.2

2.1

2.1

2.1

2.6

2.3 

2.8

6.5

7.3

7.3

8.3

19.1

17.8

15.3

14.6

13.5

"i2.'7"

11.3 

10.4

9.7 

8.4

Mar.

6.4

5.9

5.1

4.8

4.5

7.1 

7.4

8.5

8.5

9.1

9.2

"ii'o"

15.3

14.8

13.2

12.7

9.8 

9.8

14.5 

22.4

21.4 

16.5

9.0

6.5

Apr.

5.9

5.3

4.9

4.4

4.2

4.2

4.6 

6.8

7.7

6.6

7.0

7.9 

7.4

6.8

6.4

5.6

5.0

4.4

4.0 

3.7

3.6

6.3 

11.3

10.8

10.5 

9.9

May.

13.0

13.0

11.5

10.3

10.2

10.2

9.0

5.9

5.0

4.4

4.1

3.9 

3.7

3.5

3.4

3.3

5.6

5.1

4.9 

6.6

7.6 

6.6

6.0

8.3

June.

6.7

7.1

10.0

19.8

22.9

25.3

24.3 

22.5

19.2

14.7

10.5

7.0 

6.6

7.7

8.3

8.3

9.1

9.4

10.6 

10.6

10.5

9

K

9.1

6.5

6.0 

6.0

July.

5.5

4.8

4.8

4.3

3.9 

3.6

3.6

3.6

3.5

5.2 

5.3

& A

5.0

4.5

4.4

4.6

4.1 

30

4.8

3.7 

3.2

3.2

3.1

o 9

3.1

Aug.

0 Q

3.9

3.9

3.9

4 9

4.0 ""4." 6"

5.1

4.S

4.5

5.1

5.8

3.8

3.8

3.3

3.0

3.1

3.7

'"2.8

2.6 

2.2

2.2 

2.0

2.0

'"2.0

2.8

Sept.

2.1

1.9

1.9

2.1

2.1

2.6 

2.2

2.1

2.1

1.9

2.0 

2.0

2.0

2.8

2.3

2.1

2.1

3.1 

31

3.0 

3.1

'"3." 6"

2.6

2.3 

2.1

Oct.

1.9

1.9

1.7

1.6

1.6

1.5

1.5 

1.5

1.7

1.7

1.6

1.6 

1.6

1.7

1.5

1.4

1.9

1.8 

1.6 ""i.'e"

1.6 

1.6

1.6

1.6 

1.7

Nov.

1.6

2.0

2.9

1.9

1.7

1.6

1.7 

1.6

1.6

1.5

1.5

1.5 "'i.'e"

1.5

1.6

1.6

1.5

1.5

i.8

1.7

1.6

1.7 

1.7

1.7 

1.7

Dec.

1.8

2 ft

2.1

1.8

2.1

2.7

2.7 

2.7

3.1

3.0

5.0

4.0 

4.1

4.0

3.9

3.5

3.5

3.7

3.7 

3.5

3.5

3 7

'"3~4

3.4

3.2 

3.0

2.9
114 SURFACE WATEE SUPPLY, 1909, PAKT II.

Daily discharge, in second-feet, of Conecuh River at Beck, Ala., for 1909.

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.

797

694

662

630

630

630

510

510

510

510

510

482

482

482

482

482

538

568

538

510

496

482

482

482

482

456

456

 d^A

Feb.

456

456

430

430

430

568

525

482

630

2,750

2,750

3,300

7,390

9 430

8,690

7,260

6,860

6,240

6,090

5 Q4ft

5,780

4,980

4 080

3,350

Mar.

2,270

2,000

1,830

1,590

1,440

1,300

1,970

2,640

2,810

3,410

3,750

3,800

5,160

6,520

7,260

6,980

6,060

5,780

5,380

4,760

6,800

7,940

3,690

2,910

2

OOA

Apr.

2,000

1,490

1 oon

1 260

1,170

1,170

1,350

2,480

2 Q7ft

2,670

2,590

3,080

2 480

2,270

2,050

1,830

1,540

1,260

1 '959 080

919

1,560

2 91 n

4,700

4,530

May.

5,950

5,950

5,100

4,420

4,360

4,360

3,690

2,840

1,540

1,260

1,130

959

919

879

839

801

1,830

1,350

1,540

1,490

2 Q7fl

2,370

2,050

3,300

3,010

June.

2,430

2,640

4,250

9,830

11,600

12,300

13,000

12,400

11,400

9,480

6,920

4,530

3,560

2,590

2,370

2,970

3,300

3,300

3,750

3,830

3,910

4,590

4,590

4,530

3,970

3,750

3,040

2,320

2,050

2,050

July.

1,780

1,440

1,780

1,670

1,550

1,440

1,210

1,040

919

919

919

879

1,640

1,680

1,730

1,540

1,420

1,300

1,260

1,350

1,130

1,040

1,440

1,200

959

764

764

728

764

728

Aug.

884

1,040

1,040

1,040

1,040

1,490

1,080

1,080

1,080

1,590

1,440

1,300

1,590

1,940

1,470

1,000

1,000

801

694

728

959

794

630

568

456

456

404

404

404

404

630

Sept.

430

380

380

430

430

430

430

568

456

430

430

405

380

404

404

404

630

482

456

430

430

728

728

694

728

711

694

568

482

430

Oct.

380

380

358

335

315

315

295

295

295

315

335

335

315

315

315

335

315

295

277

277

380

357

315

315

315

315

315

315

315

335

325

Nov.

315

404

662

380

335

315

325

335

315

315

295

295

295

305

315

295

315

315

295

295

326

357

335

315

325

335

335

335

335

335

Dee.

357

404

430

357

394

430

598

598

598

728

694

1,120

1,540

1,080

1,130

1,080

1,040

879

879

879

959

959

879

879

959

899

839

839

764

694

662

NOTE. These discharges are based on a rating curve that is fairly well defined between 250 and 7,000 

second-feet. 

Discharges interpolated for days when gage was not read.

Monthly discharge of Conecuh River at Beck, Ala., for 1909. 

[Drainage area, 1,290 square miles.]

Month.

May....................................

July....................................

Discharge in second-feet.

Maximum.

720 

9,430 

11,300 

4,980 

5,950 

13,000 

1,780 

1,940 

728 

380 

662 

1,540

13,000

Minimum.

456 

430 

1,300 

919 

801 

2,050 

728 

404 

380 

295 

295 

357

295

Mean.

530 

3,720 

4,510 

2,230 

2,600 

5,360 

1,220 

950 

499 

323 

335 

792

1,920

Per

square 

mile.

0.411 

2.88 

3.50 

1.73 

2.02 

4.16 

.946 

.736 

.387 

.250 

.260 

.614

1.49

Run-off 

(depth in 

inches on 

drainage 

area).

0.47 

3.00 

4.04 

1.93 

2.33 

4.64 

1.09 

.85 

.43 

.29 

.29 

.71

20.07

Accuracy.

B.

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

B. 

B.
STJEFACE WATER SUPPLY, 1909, PART II. 115 

MOBILE RIVER DRAINAGE 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 Coosa 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 northern and northeastern sections of the State of 

Alabama. These streams drain large areas of forested lands, much 

of which is too steep for the ordinary agricultural use. About 30 

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.

Alabama River proper is entirely in the Coastal Plain. It flows 

first through an extensive bed of pure, soft limestone and afterwards 

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
116 SURFACE WATER SUPPLY, 1909, PA&T A.

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 wi^de 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 

is very largely in the coal measures of north-central Alabama, including, in fact, nearly all of this large and important area, as well as the 

extensive iron deposits of the same region.

The Mobile basin contains abundant and valuable deposits of such 

minerals as coal, iron, manganese, beauxite, 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.

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.

The following gaging stations have been maintained in this river 

basin:

Cartecay River near Cartecay, Ga., 1904-5, 1907.

Coosawattee River at Carters, Ga., 1896-1908.

Oostanaula River at Resaca, Ga., 1896-1909.

Coosa River at Rome, Ga., 1897-1903.

Coosa River at Lock No. 4, Ala., above Riverside, Ala., 1890-1901.

Coosa River at Riverside, Ala., 1896-1909.

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., 1900-1909.
MOBILE KtVEB DBAlttAGti BASIIST. 117

Ellijay River at EUijay, Ga., 1907.

Conasauga River at Beaverdale, Ga., 1907-8.

Etowah River near Ball Ground, Ga., 1907-1909.

Etowah River at Canton, Ga., 1892-1905.

Etowah River near Rome, Ga., 1904-1909.

Etowah River at Rome, Ga., 1903.

Amicalola River near Potts Mountain, Ga., 1907-8.

Choccolocco Creek at Jenifer, Ala., 1903-1908.

Tallapoosa River at Sturdevant, Ala., 1900-1909.

Talladega Creek at Nottingham, Ala., 1900-1904.

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., 1900-1909.

Tombigbee River at Epes, Ala., 1900-1909.

Black Warrior River near Cordova, Ala., 1900-1909.

Black Warrior River near Coal, Ala., 1908-9.

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.

OOSTANAULA RIVER AT RESACA, GA.

The station, which is located at the bridge of the Western and 

Atlantic Railroad in the town of Resaca, 800 feet south of the depot, 

is 3 miles below the junction of the 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.

The data obtained are useful chiefly for general run-off studies.

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.
118 SURFACE WATER SUPPLY, 1909, PART II.

Daily gage height, in feet, of Oostanaula River at Resaca, Ga.,for 1909.

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.

4.4

4.6

4.2

4.0

8.2

10.8

10.2

7.6

5.6

5.0

4.6

4.4

4.6

5.4

6.0

11.2

15.4

15.2

13.2

8.2

6.4

5.0

4.8

4.8

4.6

4.4

4.4

4.2

4.0

4.2

3.8

Feb.

3.8

3.8

3.8

3.6

3.6

4.8

7.8

4.8

4.6

14.2

17.2

12.4

11.2

14.8

18.4

19.0

13.0

10.0

8.4

13.0

21.5

19.0

15.2

11.0

8.8

Mar.

6.3

8.0

8.6

6.0

5.6

5.8

9.0

 7.8

6.0

16.6

19.6

17.2

22.2

29.6

31.7

28.6

24.6

19.0

10.8

9.6

9.0

8.1

7.0

6.2

7.4

11.6

8.6

12.2

14.8

11.8

10.4

Apr.

8.6

7.0

6.4

5.8

5.6

<; <;

5.8

8.2

8.2

7.1

6.0

5.6

5.4

9.0

8.0

7.0

6.2

5.6

5.4

5.4

5.2

5.2

5.8

11.6

8.6

7.4

8.6

8.4

7.6

May.

15.5

20.0

18.0

10.6

8.0

6.8

6.4

6.4

6.4

7.0

8.0

6.6

6.4

6.0

5.6

5.5

6.5

6.0

6.4

7.4

10.5

9.2

10.0

11.0

10.5

8.5

6.1

6.0

5.8

5.6

5.6

June.

6.0

6.3

9.4

19.5

21.6

22.6

22.0

18.6

9.0

7.6

11.5

12.5

8.0

5.5

7.3

8.0

6.2

6.0

5.8

5.5

5.6

7.0

7.2

6.3

7.6

8.0

6.4

11.0

8.8

7.2

July.

6.4

6.0

5.5

5.0

4.8

4.8

7.0

7.0

7.4

6.6

6.2

6.2

6.2

6.2

6.6

6.2

5.6

4.8

4.2

4.0

3.8

3.6

3.6

5.4

4.8

4.4

4.0

3.8

3.6

3.6

3.8

Aug.

3.8

6.4

10.0

8.8

6.8

4.8

5.7

5.8

5.4

4.8

4.6

4.4

4.2

6.8

4.8

4.6

5.6

4.8

4.4

4.2

4.2

4.2

4.0

3.6

3.0

3.0

2.8

2.6

2.6

2.6

5.8

Sept.

4.8

4.4

4.1

3.4

2.8

2.8

2.8

3.0

3.0

2.8

3.2

3.6

3.2

2.8

2.8

3.6

3.4

3.2

2

0

2.8

2.6

2.6

2.6

3.0

3.2

3.0

2.8

2.8

2.6

2.6

Oct.

2.4

2.3

2.4

2.4

2.2

2.2

2.0

1.8

1.8

1.8

1.8

1.8

2.0

2.4

6.6

6.0

4.4

3.6

2.8

2.8

2.6

2.6

2.6

2.4

2.4

2.2

2.2

2.2

2.2

2.2

2.2

NOY.

2.2

2.0

2.0

2.0

2.0

2.0

2.0

2.0

1.9

1.9

1.9

1.9

1.9

1.9

1.8

1.8

1.8

2.0

2.0

1.8

1.8

1.8

1.8

1.8

1.7

1.7

1.7

1.6

1.6

1.6

Dec.

1.6

1.6

1.6

1.7

1.7

1.6

2.2

10.0

5.8

4.0

3.6

2.8

3.8

7.0

6.0

5.0

4.6

4.2

3.4

3.0

3.0

2.8

2.8

2.8

3.4

5.6

5.0

4.4

4.0

3.6

3.4

Daily discharge, in second-feet, of Oostanaula River at Resaca, Ga.,for 1909.

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.

2,080

2,230

1,940

1,800

5,450

8,390

7,660

4,850

3,010

2,530

2,230

2,080

2,230

3,340

8,900

14,700

14,400

11,600

5,450

3,700

2,530

2,380

2,380

2,230

2,080

2,080

1,940

1,800

1,940

1,670

Feb.

1,670

1,670

1,670

1,540

1,540

2,380

5,050

2,380

2,230

13,000

17,400

10,500

5,550

8,900

13,800

19,200

20,100

14,400

11,300

7,420

5,650

11,300

22,400

23,800

20, 100

14,400

8,640

6,060

Mar.

3,610

5,250

5,850

3,340

3,010

3,170

6,280

5,050

3,340

16,500

21,000

17 400

34 500

28*500

20, 100

8,390

6,940

6,280

5,350

4,250

3,520

9 410

10,200

9,670

7,900

Apr.

5,850

3,700

3,170

3,010

2,930

3,170

4,350

3,010

6 9Sfi

5,250

4,250

3,010

2,850

2,690

2,690

3,170

9,410

5,850

5,650

4,850

May.

14,900

21,600

18,600

8,140

5,250

4,060

3,700

4,250

3 880

3,700

3,010

3,790

3 34/1

3,700

4,650

8,020

6,500

8,640

5,750

3,430

3,340

3,170

3,010

3,010

June.

3,610

6,720

20,800

24,000

25,500

19,500

4,850

9,280

in flnft

5,250

4

CCA

3,520

3,170

2,930

3,010

4,250

3,610

4 850

5,250

8,640

6,060

4,450

July.

3,700

3,340

2,930

2,530

2,380

2,380

4,250

4,250

4,650

3,880

3,520

3,520

3,520

3,880

3,520

3,010

1,940

1,800

1,670

1,540

1,540

2,850

2,380

2,080

1,800

1,670

1,540

1,540

1,670

Aug.

1,670

3,700

7,420

6,060

4,060

2,380

3,090

3,170

2,850

2,380

2,230

2,080

1,940

4,060

2,380

2,230

3,010

2,080

1,940

1,940

1,940

1,800

1,540

1,170

1,170

1,060

945

945

945

3,170

Sept.

2,380

2,080

1,870

1,410

1,060

1,060

1,060

1,170

1,170

1,060

1,290

1,540

1,290

1 060

1,060

1,540

1,410

1,290

1,060

1,060

945

945

945

1,170

1,290

1,170

1,060

1,060

945

945

Oct.

840

790

840

840

740

740

644

556

556

556

556

556

644

840

3,880

3,340

2,080

1,540

1,060

1,060

945

945

840

840

740

740

740

740

740

740

Nov.

740

644

644

644

644

644

644

644

599

599

599

599

599

599

556

556

556

644

644

556

556

556

556

556

515

515

515

476

476

476

Dec.

476

476

476

515

515

476

740

7,420

3,170

1,800

1,540

1 060

1^670

3,340

2,530

2,230

1,940

1,410

1,170

1,170

1,060

1 060

1,060

1,410

3,010

2,530

2,080

1,800

1,540

1,410

NOTE. These discharges are based on a rating curve that is well defined below discharge 3,300 secondfeet.
MOBILE RIVER DRAINAGE BASIN.

Monthly discharge ofOostanaula River at Resaca, Ga.,for 1909. 

[Drainage area, 1,610 square miles.]

Month.

May....................................

July....................................

Discharge in second-feet.

Maximum.

14,700 

23,800 

39,200 

9,410 

21,600 

25,500 

4,650 

7,420 

2,380 

3, 880 

740 

7,420

39,200

Minimum.

1,670 

1,540 

3,010 

2,690 

2,930 

2,930 

1,540 

945 

945 

556 

476 

476

476

Mean.

4,270 

9,790 

12,000 

4,270 

5,990 

7,940 

2,750 

2,510 

1,250 

1,020 

585 

1,780

4,510

Per 

square 

mile.

2.65 

6.08 

7.45 

2.65 

3.72 

4.93 

1.71 

1.56 

.776 

.634 

.363 

1.11

2.80

Run-off 

(depth in 

inches on 

drainage 

area).

3.06 

6.33 

8.59 

2.96 

4.29 

5.50 

1.97 

1.80 

.87 

.73 

.40 

1.28

37.78

Accuracy.

A. 

B. 

B.

A. 

B. 

B. 

A. 

A. 

, A. 

A. 

A. 

A.

COOSA RIVER AT RIVERSIDE, ALA.

The 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. It is considered 

an important station in connection with water-power and navigation 

projects and general run-off studies.

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 station, the nearest of which 

is Lock 4, about 4 miles above.

The standard chain gage is attached to the downstream side of the 

railroad bridge from which discharge measurements are made, located 

near the right bank end. 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 lias been developed.

Discharge measurements of Coosa River at Riverside, Ala., in 1909.

Date.* Hydrographer.

W. A. Lamb.......................................

E. H. Swett........................................

Width.

Feet. 

573

526

Area of 

section.

Sq.ft. 

8,390

4,380

Gage 

height.

Feet. 

9.58

3.36

Discharge.

Sec.-ft. 

32, 200

7,840
120 WATER SUPPLY, 1909, PART 11.

Daily gage height, in feet, of Coosa River at Riverside, Ala., for 1909. 

[W. L. Payne, L. M. Phillips, and A. L. Morris, observers.]

Day.

1.. .............

3...............

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.

3.0

. y 

2.95

3.15

4.2

5.8

7.6

8.4

7.1

6.2

4.8

4.1

3.7

3.8

4.8

5.1

7.2

8.8

9.6

9.4

8.4

6.8

5.2

4.4

4.0

3.8

3.5

3.3

3.2

3.15

3.0

Feb.

2.75

2.65 

2.5

2.45

2.4

2.45

3.65

4.2

4.5

6.1

7.8

9.6

10.4

11.8

13.2

14.1

13.9

13.6

13.4

13.2

12.8

11.2

10.2

11.2

13.0

13.2

13.0

12.7

Mar.

12.5

12.0 

10.8

9.2

7.6

5.6

6.0

6.5

7.2

10.2

12.6

14.2

17.4

19.6

19.6

18.6

17.7

17.8

17.6

17.6

18.3

17.7

16.6

15.0

11.2

8.8

8.5

8.3

7.9

8.4

8.5

Apr.

7.9

. £i

5.2

4.8

4.6

4.8

4.8

5.1

6.0

6.1

5.8

5.2

4.8

5.4

5.8

6.2

5.8

5.0

4.4

4.2

4.0

3.8

5.2

7.0

8.4

11.2

11.8

11.5

9.0

8.4

May.

11.4

J-ji. U

12.4

12.2

11.6

9.2

7.4

6.4

5.2

5.2

5.2

6.4

6.0

5.2

4.4

4.2

5.0

4.8

4.6

4.6

5.6

7.5

7.4

6.6

6.2

6 2

6.0

5.8

5.0

4.6

4.4

June.

4.0

5.0 

5.6

10.8

12.6

13.6

13.2

13.0

12.4

12.0

10.4

8.0

7.4

7.0

6.8

5.4

5.0

5.0

4.6

4.2

4.4

6.0

6.2

6.8

7.6

8.2

7.4

6.4

6.6

6.6

July.

6.6

5.5 

4.8

4.2

3.8

3.4

3.3

3.9

6.0

6.0

7.0

6.1

4.8

4.4

4.0

4.2

4.4

3.6

3.3

3.3

3.0

2.8

2.8

2.7

2.6

3.1

3.1

2.7

2.4

2.8

2.9

Aug.

4.2

7.9

8.1

8.6

9.4

10.1

8.8

5.8

4.4

4.1

3.8

3.3

3.2

3.6

3.6

3.4

3.1

3.0

2.7

2.6

2.3

2.2

2.1

2.0

1.9

1.9

1.9

1.8

1.9

2.6

Sept.

3.5

2.6

2.6

2.5

1.9

1.8

1.9

1.9

1.8

1.95

2.0

1.9

1.9

1.9

1.9

1.8

1.7

1.9

2.0

2.0

2.0

2.0

1.9

2.0

2.2

2.4

2.0

1.7

1.6

Oct.

1.5

1.7

1.5

1.4

1.4

1.35

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.2

1.6

1.7

4.7

5.2

3.8

2.4

2.1

1.9

1.7

1.7

1.7

1.6

1.5 '

1.5

1.4

1.4

1.4

Nov.

1.4

1.4 

1.3

1.4

1.4

1.4

1.4

1.4

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.35

1.4

1.4

1.4

1.4

1.4

1.4

Dec.

1.4

1.4 

1.4

1.5

L5

1.5

1.7

2.1

4.3

5.6

4.5

4.0

3.4

3.4

4.7

5.0

4.8

4.0

3.2

2.8

2.1

2.1

2.5

2.5

3.0

3.2

3.6

3.5

3.0

2.1

2.0

Daily discharge, in second-feet, of Coosa River at Riverside, Ala., for 1909.

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.

7,140 

6,840 

6,980 

7,600 

11,000

16,800 

23,900 

27,300 

21,800 

18,300

13,100 

10,600 

9,340 

9,660 

13,100

14,200 

22,300 

29,000 

32,400 

31,500

27,300 

20,600 

14,500 

11,700 

10,300

9,660 

8,700 

8,060 

7,750 

7,600

7,140

Feb.

6,400 

6,110 

5,700 

5,560 

5,420

5,560 

9.180

n;ooo

12,000 

17,900

24,800 

32,400 

35,800 

41.700 

47,700

51,500 

50,700 

49,400 

48,500 

47,700

46,000 

39,200 

34,900 

39,200 

46,800

47,700 

46.800 

45; 600

Mar.

44,700 

42; 600 

37,500 

30,700 

23,900

16,000 

17,500 

19,400 

22,300 

34,900

45,100 

52,000 

65,600 

75.000 

75,000

70,700 

66; 900 

67.300 

66.400 

66,400

69,400 

66,900 

62,200 

55,400 

39,200

29,000 

27,700 

26,900 

25,200 

27,300 

27,700

Apr.

25,200 

18,300 

14,500 

13,100 

12,400

13,100 

13,100 

14,200 

17,500 

17,900

16,800 

14,500 

13,100 

15,300 

16,800

18,300 

16,800 

13,800 

11,700 

11,000

10,300 

9,660 

14,500 

21,400 

27,300

39.200 

41,700 

40,400 

29,800 

27,300

May.

40,000 

42,600 

44,300 

43.400 

40,900

30,700 

23,100 

19,0010 

14,500 

14,500

14,500 

19,000 

17,500 

14,500 

11,700

11,000 

13,800 

13,100 

12,400 

12,400

16,000 

23.500 

23, 100 

19,800 

18,300

18,300 

17,500 

16,800 

13,800 

12,400 

11 

' 700

June.

10,300 

13,800 

16,000 

37,500 

45,100

49,400 

47,700 

46,800 

44,300 

42,600

35,800 

25,600 

23,100 

21,400 

20,600

15,300 

13,800 

13,800 

12,400 

11.000

11,700 

17,500 

18,300 

20,600 

23,900

26,400 

23,100 

19,000 

19,800 

19,800

July.

19,800 

15,600 

13,100 

11,000 

9,660

8,380 

8,060 

9,980 

17.500 

17,500

21,400 

17,900 

13,100 

11,700 

10,300

11,000 

11,700 

9,020 

8,060 

8,060

'7,140 

6,540 

6,540 

6,250 

5,970

7,440 

7,440 

6,250 

5,420 

6,540 

6,840

Aug.

11,000 

13,400 

25,200 

26,000 

28,000

31,500 

34,500 

29.000 

16,800 

11,700

10,600 

9,660 

8,060 

7,750 

9,020

9,020 

8,380 

7,440 

7,140 

6,250

5,970 

5,160 

4,900 

4,640 

4,380

4,130 

4,130 

4,130 

3,890 

4,130 

5,970

Sept.

8,700 

8,380 

5,970 

5,970 

5,700

4,130 

3,890 

4,130 

4,130 

3,890

4,260 

4,380 

4,130 

4,130 

4,130

4,130 

3,890 

3,660 

4,130 

4,380

4,380 

4,380 

4.380 

4,130 

4,380

4,900 

5,420 

4,380 

3,660 

3,430

Oct.

3,220 

3,660 

3,220 

3,010 

3,010

2,910 

2,810 

2,810 

2,810 

2,810

2,810 

2.810 

2,810 

2,620 

3,430

3,660 

12,700 

14,500 

9,660 

5,420

4,640 

4,130 

3,660 

3,660 

3,660

3,430 

3,220 

3,220 

3,010 

3,010 

3,010

Nov.

3,010 

3,010 

2,810 

3,010 

3,010

3,010 

3,010 

3,010 

2,810 

2,810

2,810 

2,810 

2,810 

2,810 

2,810

2,810 

2,810 

2,810 

2,810 

2,810

2,810 

2,810 

2,810 

2,910 

3,010

3,010 

3,010 

3,010 

3,010 

3,010

Dec.

3,010 

3,010 

3,010 

3,220 

3,220

3,220 

3,660 

4,640 

11,300 

16,000

12,000 

10,300 

8,380 

8,380 

12,700

13,800 

13,100 

10,300 

7,750 

6,540

4,640 

4,640 

5,700 

5.700 

7,140

7,750 

9,020 

8,700 

7,140 

4,640 

4,380

NOTE. These discharges are based on a rating curve that is well defined.
MOBILE KIVEK DRAINAGE BASIN. 121

Monthly discharge of Coosa River at Riverside, Ala., for 1909. 

[Drainage area, 7,060 square miles.]

Montb.

April....................................

May....................................

July.....................................

October. ................................

Discharge in second-feet.

Maximum.

32,400 

51,500 

75,000 

41,700 

44,300 

49,400 

21,400 

34,500 

8,700 

14,500 

3,010 

16,000

75,000

Minimum.

6,840 

5,420 

16,000 

9,660 

11,000 

10,300 

5,420 

3,890 

3,430 

2,620 

2,810 

3,010

2,620

Mean.

15,000 

30,800 

45,100 

19,000 

20,800 

24,900 

10,500 

11,700 

4,650 

4,170 

2,900 

7,320

16,400

Per 

square 

mile.

2.12 

4.36 

6.39 

2.69 

2.95 

3.53 

1.49 

1.66 

.659 

.591 

.411 

1.04

2.32

Run-off 

(depth in 

inches on 

drainage 

area).

2.44 

4.54 

7.37 

3.00 

3.40 

3.94 

1.72 

1.91 

.74 

.68 

.46 

1.20

31.40

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

ALABAMA EIVEE 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.

The following discharge measurement was made by E. H. Swett:

August 19, 1909: Width, 413 feet; area, 5,590 square feet; gage height, 6.70 feet; 

discharge, 17,800 second-feet.
122 SURFACE WATEK SUPPLY, 1909, PAET II..

Daily gage height, in feet, of Alabama River at Selma, Ala., for 1909.

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.

5.1

3.8 

3.5

3.2

3.1

3.5

5.5 

8.1

10.5

11.0

9.5

7.6

6.0 

5.0

4.5 

6.0

8.0 

9.5 

11.7

13.4

13.7

12.8

11.0

8.9

7.0

5.8

5.1

4.6

4.1

3.8

Feb.

3.4

3.1

2.8

2.6

2.5

2.8

3.1

5.2 

6.8

8.7

16.0

20.8

22.2

21.9 

23.8

29.0

OO Q

38.0 

38.9 

38.7

37.4

35.7

33.9

32.2

30.9

29.8

29.4

28.9

Mar.

28.0

26.9

25.2 

19.2

15.7

13.5

12.6

11.8 

12.3

23.2

32.3

40.5

45.0

48.0 

50.4

51.9 

52.7

52.9 

52.6 

51.7

51.2

50.5

50.6

50.6

50.2

49.0

46.6

42.5

36.7

30.2

24.1

Apr.

19.9

17.6

16.1 

14.3

12.6

11.3

10.6

10.3 

11.2

12.4

13.0

12.9

12.5

12.3 

13.0

13.1 

12.6

12.1 

11.6 

10.6

9.6

8.9

8.5

9.3

14.7

21.1

26.2

30.0

32.8

33.9

May.

33.9

qq i

33.8 

34.4

33.9

32.4

~ 30.2

27.2 

23.2

18.2

14.1

12.6

12.4

11.9 

11.6

10.6 

9 6

9.7 

10.6 

11.2

11.7

11.8

11.2

12.4

13.3

13 9

15.2

16.7

19.1

20.4

19.2

June.

16.5

14.9 

18.3

25.0

31.7

34.2

34.3 

33.1

30.5

27.7

25.2

21.7 

19.0

17.0

14.9 

13.1 

11.5

11. 0

13.3

16.9

17.9

17.9

16.9

16.5

16.1

15.4

14.1

July.

13.3

12.4

11.9 

10.9

9.6

8.6

7.7

7.1

6.7

6.9

7.9

9.4

.11.7

11.8 

10.4

10.7 

10.4

9.8 

9.8 9.'8

8.2

7.0

6.3

6.0

5.9

5.9

6.1

5.5

5.3

5.2

5.0

Aug.

5.5

6.6

7.2 

8.9

15.2

21.3

22.4

21.0 

20.2

18.9

15.4

11.3

8.8

7.9 

7.4

6.9 

6.4

6.5 

6.6 

6.5

5.6

5.0

4.4

4.0

3.6

3.2

3.0

2.8

2.6

2.5

2.4

Sept.

2.3

2.3

3.1 

3.8

5.8

5.8

4.5

3.3 

2.7

2.8

3.6

3.6

2.9

2.6 

2.6

2.6 

2.6

2.8 

2.7 

2.5

2.2

2.4

3.2

4.7

5.3

4.2

3.2

2.6

2.3

2.5

Oct.

2.4

2.0

1.6 

1.3

1.2

1.1

l.C

.9 

.8

.8

.7

.6

.6

.7 

.5

.6 

.5

.8 

1.5 

5.0

5.8

4.7

3.3

2.6

2.1

1.8

1.6

1.4

1.3

1.2

.9

Nov.

0.8

.8

.9 

1.2

1.2

1.0

.9

.8

.7

.6

.5

.5

.5

.5 

.5

.5 

.5

.6 

.7 

.9

1.1

1.0

.9

1.0

1.6

2.3

2.6

2.2

1.7

1.6

Dec.

1.5

1.4

1.3 

1.2

1.1

1.1

1.0

1.2 

1.9

4.4

5.4

6.9

8.3

8.1 

8.8

8.8 

8.1

8.1

7.7 

6.7

5.7

5.0

4.5

3.9

3.5

3.4

3.9

5.0

5.6

6.0

5.9

Daily discharge, in second-feet, of Alabama River at Selma, Ala., for 1909.

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.

15,600 

14,000 

13,000 

12,400 

11,900

11,700 

12,400 

16,400 

22,000 

27,400

28,600 

25, 200 

20,900 

17,500 

15,400

14,400 

17,500 

21,800 

25,200 

30,300

34,400 

35,200 

33,000 

28,600 

23,800

19,600 

17, 100 

15,600 

14,600 

13,600 

13,000

Feb.

12,300 

11,700 

11,100 

10, 700 

10,600

11,100 

11, 700 

15,800 

19,200 

23,300

41,200 

54,000 

57,700 

56,900 

62,000

76,400 

87,000 

102,000 

104,000 

104,000

100, 000 

95,200 

90,100 

85,400 

81, 700

78,600 

77,500 

76, 100

Mar.

73,600 

70,500 

65,800 

49,600 

40,400

34,700 

32,400 

30,500 

31,700 

60,400

85,600 

109,000 

122,000 

131,000 

138,000

143,000 

145,000 

146,000 

145, 000 

142,000

141,000 

138.000 

139, 000 

139,000 

138,000

134, 000 

127,000 

115, 000 

98,000 

79,800 

62,900

Apr.

51,500 

45,400 

41,500 

36,800 

32,400

29,300 

27,700 

27,000 

29, 100 

32,000

33,400 

33,200 

32,200 

31,700 

33,400

33,700 

32, 400 

31,200 

30,000 

27,700

25, 400 

23,800 

22, 900 

24,700 

37,800

54,800 

68,600 

79,200 

87,000 

90,100

May.

90, 100 

87, 900 

89,800 

91,500 

90,100

85,900 

79,800 

71,400 

60,400 

46,900

36,300 

32,400 

32,000 

30,800 

30,000

27,700 

25,400 

25, 600 

27, 700 

29, 100

30, 300 

30,500 

29, 100 

32,000 

34, 200

35,700 

39,100 

43,000 

49,400 

52,900 

49,600

June.

42,500 

39,100 

38,300 

47,200 

65,300

84,000 

91,000 

91,200 

87,900 

80,600

72,800 

65,800 

61,000 

56,400 

49, 100

43,800 

40,900 

38,300 

33,700 

29,800

28,600 

34,200 

43,500 

46, 100 

46,100

43, 500 

42,500 

41.500 

39,600 

36, 300

July.

34,200 

32,000 

30,800 

28, 400 

25,400

23,100 

21, 100 

19,800 

19,000 

19,400

21,600 

24,900 

30,300 

30,500 

27,200

27, 900 

27,200 

25,800 

25,800 

25,800

22,200 

19,600 

18,100 

17,500 

17,300

17,300 

17,700 

16,400 

16,000 

15,800 

15,400

Aug.

16,400 

18,800 

20,000 

23, 800 

39,100

55,300 

58,100 

54. 500 

52,300 

48,800

39, 600 

29,300 

23,600 

21,600 

20,500

19,400 

18,300 

18,600 

18,800 

18,600

16, 700 

15,400 

14,200 

13,400 

12,600

11.900 

11,500 

11,100 

10,700 

10,600 

10,400

Sept.

10,200 

10,200 

11,700 

13,000 

17,100

17,100 

14,400 

12,100 

10,900 

11,100

12,600 

12,600 

11,300 

10,700 

10, 700

10, 700 

10,700 

11, 100 

10, 900 

10,600

9,980 

10,400 

11,900 

14,800 

16,000

13,800 

11,900 

10,700 

10,200 

10,600

Oct.

10,400 

9,600 

8,880 

8,340 

8,160

7,980 

7,800 

7,630 

7,460 

7,460

7,290 

7,120 

7,120 

7,290 

6,950

7,120 

6,950 

7,460 

8,700 

15,400

17,100 

14,800 

12,100 

10,700 

9,790

9,240 

8,880 

8,520 

8,340 

8,160 

7,630

Nov.

7,460 

7,460 

7,630 

8,160 

8,160

7,800 

7,630 

7,460 

7,290 

7,120

6,950 

6,950 

6,950 

6,950 

6,950

6,950 

6,950 

7,120 

7,290 

7, 630

7,980 

7,800 

7,630 

7,800 

8,880

10,200 

10,700 

9,980 

9,060 

8,880

Dec.

8,700 

8,520 

8,340 

8,160 

7,980

7,980 

7,800 

8,160 

9,420 

14,200

16,200 

19,400 

22,500 

22,000 

23,600

23,600 

22,000 

22,000 

21,100 

19,000

16,900 

15,400 

14,400 

13,200 

12,400

12,300 

13,200 

15,400 

16,700 

17,500 

17,300

NOTE. These discharges are based on a rating curve that is well defined.
MOBILE RIVER DRAINAGE BASIN. 123

Monthly discharge of Alabama River at Selma, Ala., for 1909. 

[Drainage area, 15,400 square miles.]

. Month.

April....................................

July.....................................

Discharge in second-feet.

Maximum.

35,200 

104,000 

146,000 

90,100 

91,500 

91,200 

34,200 

58,100 

17,100 

17,100 

10,700 

23,600

146,000

Minimum.

11,700 

10,600 

30,500 

22,900 

25,400 

28,600 

15,400 

10,400 

9,980 

6,950 

6,950 

7,800.

6,950

Mean.

20,100 

56,000 

100,000 

39,500 

48,900 

52,000 

23,000 

24,300 

12,000 

9,040 

7,860 

15,000

34,000

Per 

square 

mile.

1.31 

3.64 

6.49 

2.56 

3.18 

3.38 

1.49 

1.58 

.779 

.587 

.510 

.974

2.21

Run-oft 

(depth in 

inches on 

drainage 

area).

1.51 

3.79 

7.48 

2.86 

3.67 

3.77 

1.72 

1 82 

'.S7 

.68 

.57 

1.12

29.86

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

A.

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 and has been continued to obtain important 

water-power data.

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. A view of the Etowah 

near Cartersville, Ga., is presented in Plate V, A.

The vertical staff gage, located 75 feet below the bridge, was, on 

August 18, 1909, 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 due probably to silting of the bed below the station.

High-water measurements obtained in the spring of 1910 have 

made it possible to develop the rating curves for high stages. Monthly 

estimates for 1907 to 1909 are therefore published herewith.
124 SURFACE WATER SUPPLY, 1909, PART II.

Discharge measurements of Etowah River near Ball Ground, Ga., in 1909.

Date.

May 21. ........

Do.........

Do.........

Do. ........

October 20......

Do.........

Hydrographer.

E. H. Swett ........................................

.....do..............................................

M. R. Hall. ........................................

M. R. Hall. ........................................

E. H. Swett ........................................

.....do..............................................

Width.

Feet. 

94

94

94

81

81

81

79

79

Area of 

section.

Sq.ft. 

437

432

437

341

309

312

270

272

Gage 

height.

Feet. 

4.63

4.59

4.63

3.36

3.21

3.20

2.68

2.68

Discharge.

Sec.-jt. 

1,470

1,540

1,460

880

725

796

508

546

Daily gage height, in feet, of Etowah River near Ball Ground, Ga., for 1909. 

[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.

2.9

2.85

2.7

4.25

7.2

5.1

3.9

3.6

3.35

3.2

3.15

3.15

? 1

3.25

4.4

6.8

6.5

4.55

4.05

3.8

3.55

3.4

3.35

3.3

3.25

3.2

3.15

3.05

3.15

3.1

3.05

Feb.

2.95

2.9

2.95

3.0

2.95

3.6

3.15

3.05

4.15

9.7

5.1

4.25

5.6

5.2

13.0

11.4

5.9

4.85

5.7

5.0

4.8

10.2

6.9

5.7

5.2

4.95

4.7

Mar.

4.5

5.0

4.55

4.35

4.2

6.0

4.9

4.6

4.3

10.3

5.9

8.1

15.5

17.0

7.8

6.4

5.8

5.6

5.3

5.4

5.6

5.1

4 9

4.8

4.8

5.5

5.2

6.7

5.4

4.95

Apr.

4.65

4.6

4.55

4.45

4.35

4

Q

4.95

4.85

4 45

4

0

4.25

5.1

4.6

4.3

4.2

4.15

4 1

4 05

4 0

3 95

4.0

6.0

4.8

4.3

4.5

4.25

5.2

4.5

4.35

May.

10.8

6.1

5.0

4.6

4.75

4.35

4.2

4.15

4.1

5.8

4.4

4.1

4.0

3.95

3.9

4 45

4.1

o Q

3.8

6.0

4.65

4.6

4.2.

4.05

4.1

4.05

3.85

3.7

4.1

June.

3.95

3.7

5.6

9.1

6.3

4.8

4.45

4.25

4.15

4.1

4.25

4.1

4.0

4.65

4.5

4.35

4.05

3.7

3.65

3.75

4.3

4.-1

4.25

3.8

8.2

5.1

4.7

4.25

July.

4.0

3.8

3.95

3.6

3.55

3.65

3.6

5.2

5.2

4.6

4.1

3.9

5.0

4.85

4.1

3.7

4.05

3.65

3.45

0 A

3.35

3.5

4.6

3.9

3 A

3.25

3.4

3.35

3.25

3.25

3.3

Aug.

3.45

5.8

5.2

4.95

5.8

4.0

3.6

3.45

3.35

3.3

3.25

3.35

4.1

4.05

4.2

3.75

3.5

3.2

3.1

3.05

3.05

2.95

2.85

2.85

2.85

2.8

2.8

2.75

2.75

2.7

2.9

Sept.

2.8

2.7

2.7

2.75

2.8

2

0

2.8

2.85

2.9

3.1

2.9

2.75

2.7

2.65

2.7

3.8

3.4

3.55

3.2

2.9

2.8

2.9

6.0 4 ?

3.1

2.9

2.8

2.8

2.7

2.7

Oct.

2.7

2.65

2.6

2.6

2.6

2.6

2.6

2.6

2.55

2.5

3.5

2.8

2.6

3.0

6.4

3.45

2.9

2.85

2.7

2.7

3.1

2.9

2.75

2.65

2.7

2.65

2.65

2.65

2.6

2.6

2.6

Nov.

2.6

2.7

2.6

2.6

2.55

2.55

2.55

2.6

2.55

2.55

2.55

2.55

2.55

2.55

2.55

2.55

3.2

2.8

2.6

2.55

2.55

2.55

3.4

2.9

2.7

2.6

2.6

2.6

2.55

2.5

Dec.

2.5

2.5

2.55

2.5

2.5

2.5

6.5

4.8

3.3

3.0

2.9

2.8

6.2

4.7

3.7

3.45

3.2

3.1

3.2

3.1

3.0

2.9

2.9

2.9

4.2

3.7

3.3

3.1

3.05

2.7

2.8

Daily discharge, in second-feet, of Etowah River near Ball Ground, Ga.,for 1909.

Day.

1. ..............

2...............

3...............

4.. .............

5...............

6...............

7...............

8...............

9.......!.......

10...............

11...............

12...............

13...............

14...............

15...............

Jan.

618

598

1,290

1,790

1,100

947

822

750

727

727

704

774

1,380

Feb.

639

fiOQ

660

639

947

727

682

1,240

5,410

1,790

1,290

2,110

1,850

8,580

Mar.

1,430

1,460

1,350

1 Ofin

o son

1,670

1 490

5,960

2,310

4,020

11,200

3,770

Apr.

1^520

1,490

1 460

1,410

i Q^n

1,320

1,700

1,520

1 640

1,410

1,320

1 290

1 7Qfl

1,490

1,320

May.

2

,1 Eft

1 7^?ft

1,490

1,580

1 ^Plrt

1,240

2,240

1,380

1,210

1 I En

1,130

1,100

June.

1,130

998

2,110

4,870

2 fion

1,610

1,410

1,290

1 240

1,210

1,290

1,210

1 I Eft

1,520

1,430

July.

1,150

1,050

1,130

947

O79

947

1 S^iO

1,850

1,490

1,210

1,100

1,730

1 640

l!210

Aug.

872

1 fi^ft

2,240

1 I Eft

947

Q7O

822

798

774

COO

1,210

1,180

1,260

Sept.

577

537

KQ7

KK7

577

577

c.77

EQQ

618

704

618

EE7

KQ7

518

537

Oct.

537

518

498

498

498

498

498

479

460

897

C77

498

660

2,670

Nov.

498

537

498

498

479

479

479

498

 47Q

479

479

479

479

479

479

Dec.

460

460

479

460

460

2,740

1,610

798

660

618

577

2,520

1,550

998
Wm. ^L Lamb.

MOBILE EIVEE DBAINAGE BASIN. 125 

Daily discharge, in second-feet, of Etowah River near Ball Ground, Ga.,for 1909 Cont'd.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

16.

17.

18.

19.

20.

21.

22.

23.

24.

25.

26.

27.

28.

29.

30.

31.

2,970

2,740

1,460

1,180

1,050

922

847

822

798

774

750

727

682

727

704

682

7,010

2,310

1,640

2,170

1,730

1,610

8,680

5,870

3,050

2,170

1,850

1,700

1,550

2,670

2,240

2,110

1,910

1,980

2,110

1,790

1,670

1,610

4,610

2,040

1,850

2,900

1,980

1,700

1,580

1,260

1,240

1,210

1,180

1,150

1,130

1,150

2,380

1,610

1,320

1,430

1,290

1,850

1,430

1,350

1,410

1,210

1,100

1,050

2,380

1,520

1,410

1,490

1,260

1,180

1,210

1,380

1,180

1,080

998

1,210

1,240

1,350

1,180

998

972

1,020

1,320

1,180

1,210

1,290

1,050

4,100

1,790

1,550

1,290

1,180

972

872

847

822

897

1,490

1,100

847

774

847

822

774

774

798

1,020

897

750

704

682

639

598

577

577

557

557

537

618

1,050

847

922

750

618

577

618

2,380

1,320

704

618

577

577

537

537

872

618

598

537

537

704

618

557

518

537

518

518

518

498

479

750

577

498

479

479

479

847

618

537

498

498

498

479

460

872

750

704

750

704

660

618

618

618

1,260

798

704

682

537

577

NOTE. These discharges are based on a rating curve that is fairly well defined below 7,600 second-feet. 

The rating curve above 6 feet is defined by measurements made during the high water in the spring of 

1910. The high-water extension for 1908 parallels the 1909 rating curve above gage height 6 feet.

Monthly discharge of Etowah River near Ball Ground, Ga.,for 1907-1909. 

[Drainage area, 466 square miles.]

Month.

Discharge in second-feet.

Maximum. Minimum. Mean.

Per 

square 

mile.

Run-oft 

(depth in 

inches on 

drainage 

area).

Accuracy.

1907.

May 16-31............................... 1,360

June.................................... 2,530

July.................................... 1,480

August................................. 1,540

September.............................. 2,530

October................................. 685

November.............................. 5,110

December............................... 9,730

1908.

January................................ 3,920

February............................... 6,970

March.................................. 10,800

April................................... 10,800

May.................................... 3,200

June.................................... 1,360

July.................................... 1,980

August................................. 1,600

September.............................. 1,540

October................................. 1,220

November.............................. 1,220

December............................... 7,540

The year.......................... 10,800

1909.

January................................ 3,290

February............................... 8,580

March.................................. 12,700

April................................... 2,380

May.................................... 6,440

June.................................... 4,870

July.................................... 1,850

August................................. 2,240

September.............................. 2,380

October................................. 2,670

November.............................. 847

December............................... 2,740

The year.......................... 12,700

850

708

555

400

330

365

382

595

1,060

936

691

643

674

463

1,030

1,560

2.27

2.01

1.48

1.38

1.45

.994

2.21

3.35

1,020

1,110

1,140

1,190

1,110

752

535

495

365

330

382

435

1,520

2,170

1,940

2,050

1,530

999

830

742

495

513

491

1,170

3.26

4.66

4.16

4.40

3.28

2.14

1.78

1.59

1.06

1.10

1.05

2.51

330 1,200 2.58

537

618

1,260

1,130

998

972

774

537

518

460

460

460

1,090

2,470

2,860

1,430

1,550

1,550

1,100

946

709

627

516

861

2.34

5.30

6.14

3.07

3.33

3.33

2.36

2.03

1.52

1.35

1.11

1.85

1.35

2.24

1.71

1.59

1.62

1.15

2.47

3.86

3.76

5.03

4.80

4.91

3.78

2.39

2.05

1.83

1.18

1.27

1.17

2.89

35.06

2.70

5.52

7.08

3.42

3.84

3.72

2.72

2.34

1.70

1.56

1.24

2.13

460 1,310 2.81 37.97
126 SUEFACE WATEE SUPPLY; 1909, PAET II.

ETOWAH EIVEE NEAE HOME, GA.

The 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. Records from this 

station are valuable for water power estimates as well as for general 

run-off studies.

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 rating curve above gage height 4 feet 

is only approximate.

The following discharge measurement was made by M. R. Hall:

May 27, 1909: Width, 290 feet; area, 1,210 square feet; gage height, 3.59 feet; discharge, 3,390 second-feet.

Daily gage height, in feet, of Etowah River near Rome, Ga.,for 1909. 

[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. .............. <*n

31...............

Jan.

2.5

2.4

2.3

2.5

4.7

6.1

4.2

3.35

2.95

2.8

2.8

2.7

2.7

2.65

2.95

4.8

6.8

5.0 

3 9

3.45

3.15

3.0

2.9

2.85

2.8

2.7

2.65

2.6

2.6

2.6

o e

Feb.

2.4

2.4

2.4

2.35

2.5

3.35

3.2

2.75

2.65

10.6

9.4

4.8

7.0

9.0

7.8

13.6

11.5

5.8 

4 8

5.4

4.3

6.9

13.4

8.4

C A

4.5

Mar.

3.85

4.4

3.9

3.55

3.5

4.0

5.6

4.4

3.95

13.3

12.0

9 0

19.0

22.2

20.2

16.0

14.1

11.6

8 8

5.8

8.5

4.7

6.8

6.8

4.8

5.4

C A

4.6

4.2

Apr.

3.95

3.8

3.7

3.7

3.65

3.5

4.0

4.4

4.4

4.3

3.75

3.5

4.0

5.0

4.2

3.65

3.5

3.5 

3.45

3.4

5.1

6 9

4. *

c o

4.6

6.6

5 9

4.4

May.

14.1

13.0

6.0

4.6

4.4

4.1

3.9

3.75

3.65

6.2

4.8

3.85

3.55

3.5

3.45

4.2

4.2

3.5 

3.4

4.0

4.5

4.1

3.7

3

C

3.5

3.5

3.55

3.75

3.6

3.25

3

0

June.

4.1

3.65

6.8

11.8

10.6

6.8

4.8

4.1

3.85

3.65

4.4

3.7

3.55

3.8

3.8

3.4

3.4

3.4 

3.25

3.1

4.4

4.6

4.8

5.4

3.9

4.0

5.1

4.6

4.0

3.5

July.

3.2

3.2

3.1

3.05

3.0

3.0

3.0

3.1

4.6

4.2

3.6

3.2

3.1

4.6

4.1

3.15

3.65

3.25 

2.95

2.8

2.75

, 2.75

3.45

3.65

2.95

2 8

2.7

2.8

2.7

3

{\

3.3

Aug.

3.4

3.9

5.6

10.4

15.0

5.5

4.2

3.75

3.95

3.5

3.2

4.4

4.8

4.2

3.9

3.4

3.15

3.0

2.8

2.7

2.65

2.6

2.6 9 <;

2.5

2.4

2.35

2.6

K 7

Sept.

3.35

2.65

2.45

2.4

2.4

2.6

3.6

2.8

2.7

2.6

2.55

2.5

2.4

2.3

2.3

2.4

2.75

2.75 

3.1

2.65

2.5

2.4

2.7

3.6

3.4

2.75

2.4

2.3

2.3

o 9

Oct.

2.4

2.35

2.25

2.2

2.15

2.1

2.1

2.1

2.1

2.1

2.4

2.6

2.35

2.35

6.9

5.6

3.0

2.6 

2.45

2.3

2.3

2.55

2.35

2.2

2.15

2.2

2 25

2.2

o oe

Nojr.

2.2

2. 2

2:2

2.2

2.15

2.15

2.15

2.15

2.1

2.1

2.J.

24

2. 1

2. 1

2 I

2.k

2.2

2.3 

2.2

2.15

2.1

2.1

2. &

2.15

2.2

2.2

2. 15

2.1

2.1

2.1

Dec.

2.1

2.1

2.1

2.1

2.1

2.1

2.95

6.0

3.9

3.0

2.6

2.5

3.7

4.7

3.6

3.0

2.8

2.7 

2.6

2.55

2.5

2.5

2.5

2.55

2.65

3.8

3.2

2.9

2.65

2

C

*2.4
MOBILE KIVEK DRAINAGE BASIN. 127

Daily discharge, in second-feet, of Etowah River near Rome, Ga.,for 1909.

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.

1 660 i' cijin

1,420

1 660

5,260

7,780

2,880

2 060

2,060

1,920

1,920

1,860

2,270

5 440

9 fun

5,800

3 con

3

(\Kf)

2,570

2,200

1,920

1,790

1,790

1,790

1,660

Feb.

1,540

1 540 i' cijin

1,480

1,660

2,880

I ooft

1 860

15,900

10 7ftfl

5 440

13,000

10 800

21,300

17,500

5 440

6,520

4 540

20,900

14,800

11,900

6,520

4,900

4,360

Mar.

1 7V\

4,720

3,820

3,220

3,130

4,000

4,720

3,910

20 700

18 400

1O ftAA

31,000

36,800

QO Ofifi

25,600

17 700

19 flfifl

7,240

12y 100

5,260

4,720

Q fMfl

9 040

5 440

6,520

5,080

4,360

Apr.

1 Q10

3 (\Af\

3,470

3,380

3,130

4,000

4,720

4,720

4

KAf\

3,560

3 ion

4,000

5,800

4,360

3

QCn

3,130

3,130

3 060

9' dfift

2,960

2,960

5,980

7 Qfift

4. Qflft

8,680

6,160

4,720

May.

22,200

20,200

7,600

5,080

4,720

4,180

3,820

3,560

3,380

7,960

5

44ft

3,220

3,130

3,050

4,360

4,360

3,130

2,960

4,000

4,180

3,470

3,130

3,130

3,130

3,220

3

K«n

3,300

2,720

3,640

June.

4,180

3

qon

9,040

18,000

15,900

9,040

4,180

3,730

3,380

4,720

3,470

3,220

3,640

2,960

2,960

2,960

2,720

2,490

4,220

5,080

5,440

3,820

4,000

5,980

5,080

4,000

3,130

July.

2,640

2,490

2,420

2,340

2,340

2,340

2,490

5,080

4,360

3,300

2 640

2,490

5,080

4,180

2,570

2,720

2,270

2,060

1 QQO

1,990

3,050

3,380

2,270

2,060

1,920

1,920

2,340

2,800

Aug.

2,960

3,820

6,880

15,500

23,800

6,700

3,560

3

Qin

^ i^n

2,640

4,360

3,820

2,960

2,570

2,340

2 ftfift

1,920

1,860

1,790

1,790

1,660

1,600

1,540

1 540

1,480

1,790

7,060

Sept.

2,880

1,860

1,600

1,540

1,540

1,790

3

qnn

2,060

1,920

1,790

1,730

1,420

1,420

1 "M\

1 QQfl

1,990

2,490

1,860

1,660

1,540

1,920

2,960

1,990

1,540

1,420

1,420

1,300

Oct.

1,540

1 480

1,360

1,300

1,250

1,200

1,200

1,200

1,200

1,200

1 540

i'7on

1,480

1,480

9,220

6

OOO

2,340

1,790

1,420

1,420

1 730

1,480

1,300

1,250

1 300

1,360

1 360

1^300

1,360

1,360

Nov.

1 300

1 300

1,'300

1,300

1,250

1,250

1,250

1,250

1,200

1,200

1,200

1,200

1,200

1 200

1,200

1,300

1,420

1,250

1,200

1,200

1,300

1,250

1,300

1,300

1,250

1,200

1,200

1,200

Dec.

1,.200

1,200

1,200

1,200

1,200

1,200

2,270

7,600

3,820

2 340

1,790

1 660

3,470

5,260

3,300

2 340

2' 060

1,920

1,790

1 730

1 660

1 660

1,730

1,860

3 f\Af\

2,640

2,200

1,860

1,660

1,540

NOTE. These discharges are based on a rating curve that is 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 1909. 

[Drainage area, 1,800 square miles.]

Month.

April...................................

May....................................

July......:.............................

Discharge in second-feet.

Maximum.

9,040 

21,300 

36,800 

8,680 

22,200 

18,000 

5,080 

23,800 

3,300 

9,220 

1,420 

7,600

36,800

Minimum.

1,420 

1,480 

3, 130 

2,960 

2,720 

2,490 

1,920 

1,480 

1,300 

1,200 

1,200 

1,200

1,200

Mean.

2,910 

7,880 

- 11,400 

4,370 

5,110 

5,230 

2,760 

4,230 

1,900 

1,860 

1,250 

2,280

4,270

Per

square 

mile.

1.62 

4.38 

6.33 

2.43 

2.84 

2.91 

1.53 

2.35 

1.06 

1.03 

.694 

1.27

2.37

Run-ofl 

(depth in 

inches on 

drainage 

area).

1.87 

4.56 

7.30 

2.71 

3.27 

3.25 

1.76 

2.71 

1.18 

1.19 

.77 

1.46

32.03

Accuracy.

A. 

B. 

0. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

TALLAPOOSA RIVER AT STURDEVANT, ALA.

This station, which is located at the Central of Georgia Kailroad 

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, mainly to obtain data for water-power estimates 

55901° WSP 262 10 9
128 SURFACE WATER SUPPLY, 1909, PART II.

and 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.

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.

The following discharge measurement was made by E. H. Swett:

June 4, 1909: Width, 394 feet; area, 3,940 square feet; gage height, 5.92 feet; discharge, 9,050 second-feet.

Daily gage height, in feet, of Tallapoosa River at Sturdevant, Ala., for 1909. 

[C. 3. Stowe, observer.]

Day.

1...............

2...............

3...............

4. ..............

5...............

6...............

8...............

9...............

10. ..............

12. ..............

13. ..............

14. ..............

15...............

16. ..............

17. ..............

18. ..............

19...............

20. ..............

21...............

22...............

23. ..............

24. ..............

25. ..............

26. ..............

27...............

28. ..............

,29...............

30. ..............

31...............

Jan.

2.15

2.1

2.05

1.95

2.05

2.95

3.05

3.3

2.95

2.4

2.15

2.05

2.05

2.2

2.35

2.5

3.15

3.4

2.8

2.55

2.35

2.25

2.15

2.15

2.1

1.95

1.95

1.9

1.8

Feb.

1.75

1.75

1.8

1.75

1.7

4.1

3.7

3.05

10.5

8.7

6.0

4 7

7.8

7.6

9.9

7 Q

5.9

5.0

4.7

4.3

7.8

6.0

6.8

5.8

5.0

4.2

3.8

Mar.

3.5

3.3

3.3

3.65

3.3

3.15

3 95

7.6

5.6

17.3

12.1

19 0

14.7

12.5

10.3

7.5

5.2

4.9

5.2

13.3

9.4

7.0

5.7

5.4

5.2

5.0

4.6

5.2

4.5

4.1

Apr.

3.9

3.8

3.7

3.6

3.5

3.5

3.6

4.1

4.5

4.1

3 9

3.6

4.1

4.6

4.4

4.0

3 7

3.4

3.3

3.25

3.15

3.05

5.0

7.5

7.0

8.2

8.4

8.6

6.6

5.3

May.

8.4

7.9

7.3

5.4

4.9

4.3

4.0

3.85

3.7

4.6

4.2

4.1

3.6

3.4

3.3

3.25

3.6

3.4

3.4

4.6

4.0

4.0

3.8

3.4

3.9

4.1

5.1

6.7

3.8

4.0

June.

3.5

4.0

4.8

5.8

5.6

5.1

4.8

4.2

3.4

3.3

4.1

4.3

3.8

3.6

3.4

4.1

3.7

3.4

3.3

3.6

4.2

5.6

4.8

4.5

3.9

4 7

4.1

3.5

3.5

July.

3.25

3.25

3.05

2.8

2.6

2.5

2.4

2.4

4.1

5.1

4.8

4.1

4.6

5.4

4.4

4.7

4.6

3.7

3.8

4.4

3.7

2.85

2.8

4.6

3.5

2.8

2.4

2.35

2.25

3.25

3.7

Aug.

5.3

4.1

12.3

11.7

7.8

6.5

6.1

5.4

4.2

3.7

3.6

3.35

4 1

3.55

3.2

3.2

3.85

3.4

2.8

2.55

2.4

2.3

2.15

2.05

2.05

1.95

1 9

1.9

1.8

2.0

3.1

Sept.

3.05

3.9

4.0

2.95

2.15

2.0

2.0

2.4

2.6

2.0

2.0

2.45

2.15

1.9

1.85

1.9

2.5

2.25

2.1

1.9

2.1

3.45

3.25

2.8

2 7

2.25

2.0

1.9

1.75

1.55

Oct.

1.6

1.6

1.5

1.45

1.4

1.35

1.35

1.35

1.35

1.35

1.3

1.4

1.3

1.25

1.35

2.8

2.9

2.3

1.95

1.7

1.6

1.95

2.4

2.15

1.95

1.8

1.6

1.5

1.5

1.5

1.45

Nov.

1.4

1.5

1.75

1.55

1.45

1.45

1.45

1.45

1.4

1.45

1.45

1.45

1.45

1.45

1.4

 1.45

1.9

2.25

1.9

1.8

1.7

1.6

3.3

3.75

3.1

2.4

2.15

1.85

1.7

1.7

Dec.

1.7

1.7

1.6

1.6

1.6

1.6

3.1

5.4

4.5

3.9

3.05

2.8

5.4

5.2

4.5

3.85

3.2

2.75

2.7

2.75

2.65

2.55

2.4

2.35

3.3

3.35

3.55

3.25

2.8

2.5

2.35
MOBILE RIVER DRAINAGE BASIN. 129

Daily discharge, in second-feet, of Tallapoosa River, at Sturdevant, Ala., for 1909.

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.

1,720

1,670

1,620

1,510

1,620

2,740

2,880

3,270

2,740

2,020

1,720

1,620

1,620

1,780

1,960

2,140

2,740

3,040

3,430

2,530

2,200

1,960

1,840

1,720

1,720

1,670

1,510

1,510

1,460

1,360

Feb.

1,320

1,320

1,360

1,320

1,270

4,710

5,770

3,950

2,880

23,600

17,800

9,440

6,010

14,900

14,300

21,600

15,200

9,160

6,760

6,010

5,120

14,900

9,440

11,700

8,880

6,760

4,910

4,130

Mar.

3,600

3,270

3,270

3,860

3,270

3,040

4,420

14,300

8,330

45,300

31,900

28,700

50,800

37,000

30 000

22,900

14,000

7,280

6,500

7,280

32,500

12,400

8,600

7,800

7,280

6,760

5,770

7,280

5,550

4,710

Apr.

4,320

4,130

3,950

3,770

3,600

3,600

3,770

4,710

5,550

4,710

4,320

3,770

4,710

5,770

5,330

4,510

3,950

3,430

3,270

3,190

3,040

2,880

6,760

14,000

12,400

16,200

17,500

11,100

May.

16,800

15,200

13,300

7,800

6,500

5,120

4,510

4,220

3,950

5,770

4,910

4,710

3,770

3,430

3,270

3,190

3,770

3,430

3,430

5,770

4,510

4,510

4,130

3,430

4,320

4,710

7,020

11,400

5,330

4,510

June.

3,600

4,510

6,250

8,880

8,330

7,020

6,250

4,910

3,430

3,270

4,710

5,120

4,130

3,770

3,430

4,710

3,950

3,430

3,270

3,770

4,910

8,330

6,250

5,330

5,550

4,320

6,010

4,710

3,600

3,600

July.

3,190

3,190

2,880

2,530

2,270

2,140

2,020

2,020

4,710

7,020

6,250

4,710

5,770

7,800

5,330

6,010

5,770

3,950

4,130

5,330

3,950

2,600

2,530

5,770

3,600

2,530

2,020

1,960

1,840

3,190

3,950

Aug.

7,540

4,710

29,300

27,400

14,900

10,800

9,720

7,800

4,910

3,950

3,770

3,350

4,710

3,680

3,110

3,110

4,220

3,430

2,530

2,020

i onn

1,720

1,620

1,620

1,510

l 4fin

1,460

1,360

1,560

2,960

Sept.

2,880

4,320

4,510

2,740

1,720

1,560

1,560

2,020

2,270

1,560

1,560

2,080

1,720

1,460

1,410

1,460

2,140

1,840

1,670

1,460

1,670

3,520

3,190

2,530

2,400

1,840

1,460

1,320

1,140

Oct.

1,180

1,180

1,100

1,060

1,020

985

985

985

985

985

950

1,020

950

915

985

2,530

2,670

1,900

1,510

1,270

1,180

1,510

2,020

1,720

1,510

1,360

1,180

1,100

1,100

1,100

1,060

Nov.

1,020

1,100

1,320

1,140

1,060

1,060

1,060

1,060

1,020

1,060

1,060

1,060

1,060

1,060

Ij020

1,060

1,460

1,840

1,460

1,360

1,270

1,180

3,270

4,040

2,960

2,020

1,720

1,410

1,270

1,270

Dec.

1,270

1,270

1,180

1,180

1,180

1,180

2,960

7,800

5,550

4,320

2,880

2,530

7,800

7,280

5,550

4,220

$110

2,460

2,400

2,460

2,340

2,200

2,020

1,960

3,270

3,350

3,680

3,190

2,530

2,140

1,960

NOTE. These discharges are based on a rating curve that is well defined.

Monthly discharge of Tallapoosa River at Sturdevant, Ala., for 1909. 

[Drainage area, 2,500 square miles.]

Month.

April....................................

July.....................................

Discharge in second-feet.

Maximum.

3,430 

23,600 

50,800 

17,500 

16,800 

8,880 

7,800 

29,300 

4,510 

2,670 

4,040 

7,800

50,800

Minimum.

1.360 

1,270 

3,040 

2,880 

3,190 

3,270 

1,840 

1,360 

1,140 

915 

1,020 

1,180

915

Mean.

2,030 

8,380 

14,400 

6,420 

5,830 

4,980 

3,900 

5,620 

2,090 

1,290 

1,460 

3,140

4,960

Per 

square 

mile.

0.812 

3.35 

5.76 

2.57 

2.33 

1.99 

1.56 

2.25 

.836 

.516 

.584 

1.26

1.98

Run-off 

(depth in 

inches on 

drainage 

area).

0.94 

3.49 

6.64 

2.87 

2.69 

2.22 

1.80 

2.59 

.93 

.59 

.65 

1.45

26.86

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

TOMBIGBEE RIVER AT COLUMBUS, MISS.

The 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
130 SUEFACE WATER SUPPLY, 1909, PAET II.

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 gage of the 

United States Weather Bureau. The new gage was set to read the 

same as the United States Weather Bureau gage at low water, which 

makes it practically on the same datum as the low-water surface is 

almost level. 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.

The following discharge measurement was made by E. H. Swett:

August 21, 1909: Width, 83 feet; area, 941 square feet; gage height, 2.93 feet; 

discharge, 646 second-feet.

Daily gage height, in feet, of Tombigbee River at Columbus, Miss., for 1909. 

[C. R. Shackelford, observer.]

Day.

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.

0

9

.4

.4

.1

.3

1.1

1.6

1.8

1.4

.8

.1

- .3

- .5

- .7

.5

2.5

3.6

4.3

4.5

4.1

3.2

2.1

1.3

.8

.3

.1

 .3

- .5

- .9

-1.0

Feb.

-1.3

-1.4

-1.5

-1.6

-1.4

.6

2.0

2.5

10.3

12.0

12.4

14.0

15.7

16.4

16.7

17.0

19-5

21.0

21.3

20.9

19.9

18.9

18.6

19.4

19.8

21.0

22.2

Mar.

91 Q

20.7

18.9

16.6

13.9

12.1

9.8

10.8

11.1

11.9

11.5

13.1

19.1

26.6

28.5

27.6

26.5

22.1

20.1

20.6

19.8

18.5

17.7

16.2

13.0

8.4

5.5

4.4

3.7

3.2

Apr.

2.8

2.1

1.4

1.1

.9

.6

.9

6.2

7.6

8.3

8.4

6.9

5.5

8.4

8.9

9 3

10.6

10.2

8.1

5.1

3.4

2.9

3.2

8.4

8.6

11.5

12.9

15.2

15.3

14.3

May.

19 Q

11.0

8.3

7.5

7.2

6.4

4.9

3.6

2.2

1.2

.8

.4

- .2

- .5

- .7

-1.0

.2

1.1

1.4

1.2

1.1

1.2

4.6

9.6

11.1

12.1

12.2

June.

16.3

17.6

20.0

20.6

20.1

18.8

16.6

12.9

9.0

8.4

6.1

6.0

5.7

6.7

9.6

7.8

6.4

6.0

4.5

2.4

2.4

9.0

11.5

11.6

9.6

8.0

6.6

5.1

4.1

3.1

July.

3

1

3.4

3.1

2.5

2.1

1.2

.3

__ Q

- .3

4.3

3.1

3.1

3.0

1.9

4.1

3.6

3.6

3.7

1.9

- .1

- .8

-1.2

-1.5

-1.7

-1.5

-1.6

-1.8

-2.1

-2.3

-2.5

Aug.

- .6

.0

- .5

-1.1

-1.6

-1.6

-1.7

-1.8

-1.8

-1.9

-2.0

-2.1

-2.2

-2.3

-2.2

-2.4

-2.6

-2.8

-2.9

-2.9

-2.9

-3.0

-3.1

-3.2

-3.4

-3.4

-3.5

-3.5

-3.5

-3.5

Sept.

-3.5

-3.5

-3.5

-3.6

-3.6

-3.6

-3.6

-2.7

-2.6

-2.9

-2.9

-2.8

-3.0

-2.9

-2.6

-2.7

-3.0

-3.3

-3.3

-3.3

-3.3

-3.4

-3.5

-3.6

-3.6

-3.6

-3.7

-3.7

-3.7

-3.7

Oct.

-3.7

-3.7

-3.7

-3.7

-3.8

-3.8

-3.8

-3.8

-3.8

-3.8

-3.8

-3.9

-3.9

-3.9

-3.9

-3.9

-3.9

-3.7

-3.5

-3.5

-3.3

-3.4

-3.5

-3.5

-3.7

-3.7

-3.7

-3.7

-3.7

Nov.

-3.7

-3.7

-3.7

-3.7

-3.7

-3.7

-3.7

-3.7

-3.7

-3.7

-3.6

-3.6

-3.5

-3.5

-3.5

-3.5

-3.4

-3.3

-3.3

-3.1

-2.9

-2.9

-2.9

-3.0

-3.1

-3.1

-2.7

-2.7

-2.7

-3.0

Dec.

-3.2

-3.2

-3.2

-3.2

-3.2

-3.1

-2.9

-2.7

-2.0

-1.3

-1.0

-1.2

-1.4

-1.6

-1.4

-1.0

-1.2

-1.3

-1.5

-2.1

-2.3

-2.4

-2.5

-2.5

-2..S

-1.4

- .0

.9

.4

.1

- .5

Daily discharge, in second-feet, of Tombigbee River at Columbus, Miss., for 1909.

Day.

1..... ...........

2................

3................

4................

5................

Jan.

2,760

2,940

2,940

2,660

2,840

Feb.

1,730

1,590

1,520

1,460

1,390

Mar.

33,600

30,500

26,600

22,000

Apr.

S

4en

4 650

S

ortn

3,400

May.

20,300

17 200

iq nnfi

11,800

11.400

June.

26,100

32,400

33,400

32.600

July.

5

Qnn

6,160

5,800

5,100

4.650

Aug.

895

2,090

2,580

2,170

1.730

Sept.

380

380

qon

345

345

Oct.

0-1 A

*>in

310

280

Nov.

310

310 o-jn

310

310

Dec.

cnft

500

500

cnft

600
MOBILE RIVER DRAINAGE BASIN. 131

Daily discharge, in second-feet, of Tombigbee River at Columbus, Miss., for 1909 Cont'd.

Day.

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.

3,600

4,110

4,320

3,900

3,300

2,660

2,330

2,020

3,020

5,100

6,410

7,310

7,570

7,050

5,920

4,650

3,800

3,300

2,840

2,660

2,330

2,170

1,870

1,800

1,800

Feb.

1,520

3,120

4,540

5,100

16,100

18,800

19,500

22,200

25,100

26,300

26,800

27,300

31,600

34,100

34,600

33,900

32,200

30,500

30,000

31,400

32,100

34,100

36,100

Mar.

19,000

15,300

16,800

17 300

18^600

18,000

20,700

43,600

46,800

45,300

43,400

40,000

36,000

32,600

33,400

32,100

29,800

28,500

25,900

20,500

13,100

8,920

6,540

5,920

Apr.

3,120

3,400

9,900

11,900

13,000

13,100

10,900

8,920

13,100

13,900

14,500

16,500

15,900

12,700

8,380

6,160

5,560

5,920

13,100

13,400

18,000

20,300

24,200

24,400

22,700

May.

10, 200

8,100

6,410

4,760

3,700

3,300

2,940

2,410

2,170

2,020

1,800

2,250

2,760

3,600

3,900

3,700

3,600

2,760

3,700

7 700

15' 000

17,300

19,100

20,200

June.

30,400

26,600

20,300

14,000

13,100

9,760

9,620

9 200

10,600

15,000

12,200

10,200

9,620

7,570

4,990

4,990

14,000

18,000

18,100

15,000

12,500

10,500

8,380

7,050

5,800

July.

3,700

2,840

2,330

2,330

7,310

5,800

5,800

5,680

4,430

7,050

6,410

6,410

6,540

4,430

2,500

1,940

1,660

1,460

1,320

1,460

1,390

1 260

1,070

950

840

785

Aug.

1,390

1,390

1,320

1,260

1,260

1,200

1,130

1,070

1,010

950

1,010

895

785

685

635

635

635

590

545

500

420

420

380

380

380

380

Sept.

345

345

735

785

635

635

685

590

635

785

735

590

460

460

460

460

420

380

345

345

345

310

310

310

310

Oct.

280

280

280

280

280

280

250

250

250

250

250

250

310

380

380

460

420

380

380

345

310

310

310

310

310

310

Nov.

310

310

310

310

310

345

345

380

380

380

380

420

460

460

545

635

635

635

590

545

545

735

735

735

590

Dec.

545

635

735

1,130

1,590

1,800

1,660

1,520

1,390

1,520

1,800

1,660

1,590

1,460

1,070

950

895

840

840

840

1,520

2,580

3,400

2,940

2,660

2,170

NOTE. These discharges are based on a rating curve that is well denned.

Monthly discharge of Tombigbee River at Columbus, Miss., for 1909. 

[Drainage area, 4,440 square miles.]

Month.

May.....................................

July.....................................

Discharge in second-feet.

Maximum.

7,570 

36,100 

46,800 

24,400 

20,300 

33,400 

7,310 

2,580 

785 

460 

735 

3,400

46,800

Minimum.

1,800 

1,390 

5,92Q 

3,120 

1,800 

4,990 

785 

380 

310 

250 

310 

500

250

Mean.

3,620 

20,200 

26,000 

11,500 

8,030 

15,700 

3,720 

991 

475 

310 

452 

1,360

7,700

Per 

square 

mile.

0.815 

4.55 

5.86 

2.59 

1.81 

3.54 

.838 

.223 

.107 

.070 

.102 

.306

1.73

Run-off 

(depth in 

inches on 

drainage 

area).

0.94 

4.74 

6.76 

2.89 

2.09 

3.95 

.97 

.26 

.12 

.08 

.11 

.35

23.26

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

C. 

B. 

B.

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,
132 SURFACE WATER SUPPLY, 1909, PART II.

the station was reestablished by the United States Geological Survey. The records are valuable chiefly as general run-off data, the 

stream being navigable for small boats at and for a long distance 

above the station.

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.

Discharge measurements of Tombigbee River at Epes, Ala., in 1909.

Date.

August 20. .....

Hydrographer.

E. H. Swett. .......................................

M. R. Hall.........................................

Width.

Feet. 

142

110

Area of 

section.

Sq.ft. 

838

758

Gage 

height.

Feet. 

2.22

1.75

Discharge.

Sec.-ft. 

1,440

1,290

Daily gage height, in feet, of Tombigbee River at Epes, Ala., for 1909. 

[J. C. Horton, 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.

6.7

6.4

6.4

6.4

6.2

7.0

7.6

8.0

8.2

7.8

7.0

6.3

5.8

5.8

6.6

7.6

9.6

10.7

11.1

11.2

10.9

9.4

8.6

7.6

7.1

6.6

6.2

5.8

5.4

4.7

4.3

Feb.

3.95

3.75

3.55

3.5

3.5

3.85

i. 9<;

5.0

7.2

14.6

18.6

21.4

22.8

26.1

28.5

30.4

31.5

32.2

33.5

34 4

35.4

36.4

37.4

38.6

39.2

40.4

40.6

Mar.

40.6

39.5

38.1

36.0

qj a

33.8

09 e

40 9

43 4

AK A

47.2

48 5

AQ f!

49 7

49 5

49 0

48.5

47.8

47.1

45.4

43 9

41.4

Apr.

31.2

25.2

19 4

15.8

11.6

9.2

10.0

1 e 9

-109

19 8

19 8

1Q o

19 8

10 ^

1O fi

27 6

qq 9

40.2

41.6

42.6

43.6

May.

43.6

42 5

40 6

37.4

qq 9

97 i

21.6

16.8

8.8

7 ^

6.5

6.0

5.6

5.3

5 9

8.0

10.6

19 n

8.8

c n

19 e

19 0

26 9

30.0

oq 9

33.6

June.

35.4

37.2

39.9

43.8

44.5

44 8

44.7

43 0

40 4

07 9

O4 A

30.2

27.8

25.8

20.0

17.0

16.1

97 t\

36.3

36.2

qe 9

30.6

26.9

July.

18.0

14.8

13.2

11.8

10.3

9.4

8.4

6.5

7.6

10.5

11.1

10.5

9 Q

8.4

9 0

9.3

9 0

8.9

7.6

5.7

4.7

3.8

3.35

3 9

3.2

3 9

3.2

3.95

4.4

Aug.

3.7

2.75

3.95

5.6

5.6

4.9

A f)K

3.6

3

qe

3 A

2

QC

2.9

2.85

2.65

2.45

1.85

1.7

1.7

1.6

1.5

1.4

1 q

1.2

1.2

1 9

1.2

Sept.

1.1

1.1

1.1

1.1

1.0

1.0

o<;

.95

1.55

1 4.f\

1.25

1.1

1.25

1.1

1.6

1 d.t\

1 ^

1.3

i q

1.15

1.05

1.0

.9

.9

9

Oct.

0.9

.9

.8

.8

.75

.7

.7

.65

.6

.6

.6

.6

.6

.55

.5

.5

.5

.5

,5

.75

1.2

1.85

1.85

1.8

1.65

1.5

1.4

1.25

1.15

1.0

.9

Nov.

0.8

' .8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

9

1.0

1.0

1.0

1.0

1.1

1.35

1.75

1.75

1.6

1.6

1.6

1.75

1.85

1.75

Dec.

1.6

1.5

1.45

1.45

1.65

1 9

2.35

2

CC

3.0

3.5

1 0

3.75

3.85

3.9

3.75

3.55

3.35

3.15

2.95

2.65

2.65

2

K

2.65

2.9

q ee

4.3

5.2

-5.6

5.2
MOBILE RIVER DRAINAGE BASIN. 133

Daily discharge, in second-feet, of Tombigbee River at Epes, Ala., for 1909.

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.

5,790

5 480

5,480

5,480

5,270

6,100

6,720

7,140

7,350

6

QQA

6,100

5,370

4,860

5,680

6,720

8,800

10,400

10,500

10,200

8,600

7 760

6,720

6,200

5,680

5,270

A Ofirt

4 450

3' 760

3

QfiA

Feb.

3,020

2,840

2,660

2,610

2,610

2,930

3,310

4,060

6,310

14,000

18,200

21,100

26,000

28,500

30,400

33,700

34 600

35,600

36,700

37,700

39,000

qo cfiA

40,500

Af\ Qftfi

41, 000

Mar.

41,000

41,000

41,000

40,700

39,900

38,400

36,300

34,800

34,000

32,600

42,900

44,000

45,000

46,000

47,900

49,300

Kf\ Oflfl

50,500

50,300 AQ enn

49,300

48 500

47,800

47,100

46,000

44,500

41,900

37,500

Apr.

31,300

25,000

19,000

10,900

8,390

9,220

12,500

14,600 i K. fiftft

15,700

1 K. QOfi

17,700

19, 400

20,100

20,100

19 400

19,400

19,400

1Q qfln

17,700

14,000

19,200

27,500

oq ofln

40,600

42,100

43,100

43,700

44,200

May.

44,600

44,200

43,000

41,000

37, 700

33, 300

27,000

21,300

i a Q AA

11,600

7,970

6,410

5,580

5,060

4,650

4 OCA

7,140

9 840

13,400

11,300

7,970

7,140

11, 800

18,600

26,800

30 000

33,100

33,300

33,800

June.

35,600

Af) Qf\T\

44 400

45, 100

45 400

45 400

45, 300

44 600

40 800

37 c/V)

30,200

27,700

oc 7AA

22,700

19,600

1 fi K.flft

15,600

27,400

34 600

36,600 ofi cnn

35,400

30,600

26,800

22,100

July.

17,500

U 9nn

12,500

11,100

9 CQf\

8 600

6,310

5,580

6,720

9,740

10 400

9 74H

9,010

7,560

8,180

8 4.QO,

8,180

8,080

6,720

4,750

3,760

3,260

2,890

2,480

2,340

2,340

2,340

2,340

3,020

Aug.

2,790

1 QW

3,020

4,650

A fierj

3,960

3,260

3,120

2,700

2,480

9 £.90

2,120

2,080

2,030

1,870

1,580

1,510

1 440

1,270

1,180

1,180

1,120

1,060

997

941

886

886

886

886

Sept.

832

QOO

832

Q9O

780

780

755

755

886

1,080

1,030

Q14

832

914

832

914

1,120

1,030

997

941

941

941

886

859

886

806

780

730

730

730

Oct.

730

682

COO

659

636

636

614

592

CQO

592

CQO

CQO

571

550

550

KKf)

550

550

fiCQ

886

1,270

1,270

1,240

1 140

1,060

997

914

859

780

730

Nov.

682

682

682

COO

682

682

682

682

682

682

682

682

682

730

780

780

780

780

832

886

969

1,080

1,210

1,210

1,120

1,120

1,120

1,210

1,270

1,210

Dec.

1,120

1 060

1 030

OQ7

1 030

1,140

i ^nfl

1,620

1,780

i o<;n

2,160

2,980

2,840

2,930

2,980

2,660

2,480

2,300

2,120

1,870

1,870

1,740

1,870

2,080

2,660

3,360

4,250

4,650

4,250

NOTE. These discharges are based on a rating curve that is well defined between discharges 1,300 and 

15,000 second-feet.

Monthly discharge of Tombigbee River at Epes, Ala., for 1909. 

[Drainage area, 8,830 square miles.]

Month.

April...................................

May....................................

July....................................

Discharge irf second-feet.

Maximum.

10,500 

41,000 

50,500 

44,200 

44,600 

45,400 

17,500 

4,650 

1,120 

1,270 

1,270 

4,650

50,500

Minimum.

3,360 

2,610 

32,600 

8,390 

4,250 

15,600 

2,340 

886 

730 

550 

682 

997

550

Mean.

6,510 

22,600 

43,100 

22,500 

20,900 

34,100 

7,050 

2,070 

873 

757 

865 

2,280

13,600

Per

square 

mile.

0.737 

2.56 

4.88 

2.55 

2.37 

3.86 

.798 

.234 

.099 

.086 

.098 

.258

1.54

Run-off 

(depth in 

inches on 

drainage 

area).

0.85 

2.67 

5.63 

2.84 

2.73 

4.31 

.92 

.27 

.11 

.10 

.11 

.30

20.84

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

A.

BLACK WARRIOR RIVER NEAR CORDOVA, ALA.

The station is located at the Kansas City, Memphis and 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.
134 SURFACE WATER SUPPLY, 1909, PART II.

On May 21,1900, discharge measurements were begun by the United 

States Geological Survey and the gage which had formerly 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 records are valuable chiefly as general run-off data, 

but are also of interest in connection with industrial water supply for 

the Birmingham district.

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.

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 

second span of the bridge.

No discharge measurements were made during 1909. Owing to 

an indication of a change in the gaging conditions, monthly estimates 

for 1909 have not been computed.

Daily gage height, in feet, of Black Warrior River near Cordova, Ala., for 1909. 

[D. M. Smith, observer.]

Day.

1.. .............

2...............

4. ..............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12.. ....... . -----

13...............

14...............

15...............

16...............

17...............

18...............

19

20...............

21...............

22. ..............

23...............

24. ..............

25...............

26. ..............

27. ..............

28...............

29...............

30...............

31...............

Jan.

1.1

.9

.7

.5

4.0

9.3

7.8

4.8

3.85

2.9

2.4

2.1

1.85

1.7

5.2

7.2

10.5

8.5

6.5

4.6

3.8

3.2

2.9

2.65

2.3

1.85

1.6

1.4

1.25

1.05

.95

Feb.

0.85

.75

.7

.6

.6

1.5

2.5

2.5

1.5

12.8

14.5

10.3

8.1

17.3

21.5

22.0

17.1

13.6

10.4

8.3

7 >

14.0

18.3

21.0

16.6

11.2

8.5

Mar.

6.2

5.4

6.2

6.0

5.2

4.6

5.3

7.0

17.5

19.6

16.3

15.4

29.0

41.5

41.0

34.6

28.0

20.5

1Q A

14 2

9

1

7.8

5.5

4.8

A Q

3.7

3.2

2.8

Apr.

2.5

2.25

2.0

1.8

1.6

1.5

2.5

5.8

7.0

3.8

2.9

2.4

3.0

9-5

7.6

4 Q

4.0

3.3

2.8

2.4

2 0

2.8

14 *i

8 9

11.0

7 9

6.1

May.

7.9

9.2

6.5

5.3

3.9

2.9

2.0

2.4

1.8

1.5

1.3

1.15

1.05

.9

.8

1.8

2.0

1 9

9 1

1.4

1 9

1.6

9

1.2

2.5

1 Q

1.7

1.5

June.

1.8

4.6

5.3

21.5

21.0

12.6

8.0

5.7

3.7

8.2

6.5

5.3

4.7

4.5

5.0

4.8

3.8

3.1

2.4

o o

01 n

19.5

8.0

6.2

5.7

4.8

4.4

July.

3.8

3.0

2.3

1.9

1.5

1.1

.8

1.0

1.5

2.0

1.5

1.1

.9

.7

.6

.5

.5

.8

.7

.6

.5

.45

Q

.2

.1

.0

.0

.7

1.6

Aug.

2.0

1.4

1.9

2.15

1.8

1.9

2.1

2.1

1.4

.9

.7

.5

.3

.05

.05

.0

- .1

2

OE

- .3

- .3

- .35

- .35

- .4

 4

- .4

- .4

Sept.

- .35

- .4

 .4

- .45

- .45

- .5

- .55

- .55

- .6

- .6

- .6

- .6

- .6

- .65

- .65

- .65

- .7

- .7

- .7

.1

.0

_ g

4*1

.5

ec

Oct.

-0.6

- .6

- .6

- .6

- .65

- .65

- .65

- .7

- .7

- .75

- .75

- .75

- .75

- .75

- .1

1

.4

- .5

q

.5

- .5

- .5

- .55

EE

- .6

.65

.7

7

Nov.

-0.7

- .7

- .7

_ 7

- .75

- .75

- .75

- .75

- .75

- .75

- .75

- .75

- .75

- .75

- .75

- ,7

- .3

__ ^

- .5

.5

.55

- .1

- .2

- .3

OE

__ 4

.4

.45

AK

Dec.

-0.5

- .25

- .35

- .45

- .5

.2

1.1

2.0

2.0

1.2

1.4

.0

- .4

.0

.5

.3

.1

.0

.0

- .1

o

.3

- .4

- .45

- .2

 .0

- .05

- .05

- .05
MOBILE RIVER DRAINAGE BASIN. 135

BLACK WARRIOR RIVER NEAR COAL, ALA.

The 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 and Railroad Company.

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.

Discharge measurements of Black Warrior River near Coal, Ala., in 1909.

Date. Hydrographer.

H. G. Stokes .......................................

.....do..............................................

.....do........ ......................................

.....do..............................................

Width.

Feet. 

570

620

540

520

Area of 

section.

Sq.ft. 

3,370

4,670

746

584

Gage 

height.

Feet. 

6.65

9.00

1.05

.97

Discharge.

Sec.-ft.

TO -inn

99 inn

444

329

Daily gage height, in feet, of Black Warrior River near Coal, Ala., for 1909. 

[A. P. Waldrop, observer.]

Day.

1...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10. ..............

11...............

12. ..............

13...............

14...............

15...............

16...............

17. ..............

18. ..............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

on

30QI

Jan.

2.95

2.7

2.5

2.8

4.6

8.0

8.5

6.0

5.0

4.6

4.2

3.8

3.6

6.8

7.6

9.2

8.6

6.8

5.9

5.2

4.7

4.4

4.0

3.8

3.8

3.4

3.1

3.0

2.8

2.6

2.6

Feb.

2.6

2.4

2.3

2.3

2.3

3.3

4.0

3.6

3.6

11.4

12.1

8.5

9.2

14.0

16.6

16.5

14.0

10.5

9.0

9.0

7.4

8.0

13.5

14.2

14.6

11.6

9.2

7.6

Mar.

6.3

6.0

7.8

6.6

5.7

5.2

6.5

8.5

8.6

18.0

16.4

16.0

24.6

30.2

29.0

22.0

12.8

9.0

8.0

7.5

7.0

7.0

7.0

6.5

6.0

5.6

5.3

5.0

4.7

4.4

4.2

Apr.

4.1

3.9

3.7

3.6

3.3

3.1

4.5

7.4

6.9

5.3

4.6

5.0

7.1

9.1

7.5

6.2

5.3

4.7

4.2

3.9

3.6

4.3

7.6

10.8

11.0

13.5

11.4

10.4

9.1

7.4

May.

9.4

9.5

7.2

5.0

4.9

4.9

4.2

3.9

3.5

3.4

3.4

3.4

3.4

3.4

3.0

2.6

3.1

3.6

3.1

3.3

3.0

3.0

2.8

3.0

 3.0

4.2

4.8

4.4

4.0

3.6

3.4

June.

4.3

5.3

12.2

20.1

18.4

13.6

8.1

6.1

5.3

6.0

7.2

6.6

5.8

5.6

5.9

5.3

4.6

3.9

3.6

3.5

4.5

14.6

15.8

11.6

8.5

7.6

6.1

5.8

5.9

5.4

July.

4.4

4.1

3.5

2.9

1.7

1.5

1.5

1.4

2.4

3.0

2.5

1 9

1.9

2.3

1.8

1.7

1.9

1.6

1.4

1.3

1.3

.9

.9

1.2

.8

.8

.75

.7

.7

1.0

Aug.

2.6

2.6

2.8

3.7

3.4

3.2

3.0

3.0

2.4

1.95

1.75

1.6

1.6

1.5

1.4

1.3

1.2

1.2

1.15

1.1

1.1

1.1

1.1

1.05

1.05

1.05

1.05

1.05

1.05

1.05

1.05

Sept.

1.2

1.35

1.3

1.2

1.1

1.05

1.05

1.05

1.05

1.15

1.15

1.15

1.15

1.05

1.05

1.05

1.05

1.05

1.1

1.05

1.25

1.2

1.25

1.85

1.45

1.25

1.2

1.05

1.05

1.05

Oct.

1.05

.95

.95

.95

.95

.95

.95

.95

.95

.95.

.95

.95

.95

.95

.95

.95

1.05

1.25

1.2

1.15

1.15

1.35

1.15

1.1

1.05

1.05

1.05

.95

.95

.95

.95

Nov.

0.95

.95

.95

.95

.95

.95Qt;

.95

.95

.95

.95

.95

.95

.95

.95

.95

.95

1.0

1.0

1.0

1.0

1.0

1.1

1.0

1.0

1.1

1.1

1.1

1.1

1.1

Dec.

1.0

1.0

1.0

1.0

1.0

1.0

1.85

3.0

3.2

2.4

2.0

1.75

1.95

2.2

2.0

.2.0

1.9

1.75

1.5

1.5

1.4

1.4

1.3

1.3

1.75

2.4

2.8

2.6

2.4

2.3

2.0
136 SURFACE WATER SUPPLY, 1909, PART II.

Daily discharge, in second-feet, of Black Warrior River near Coal, Ala., for 1909.

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.

3,400 

2,930 

2,570 

3,120 

7,060

18,100 

20,100 

10,900 

8,070 

7,060

6,090 

5,180 

4,740 

13,600 

16,600

22,900 

20,500 

13,600 

10,600 

8,600

7,310 

6,570 

5,630 

5,180 

5,180

4,320 

3,700 

3,500 

3,120 

2,750 

2,750

Feb.

2,750 

2,400 

2,230 

2,230 

2,230

4,110 

5,630 

4,740 

4,740 

31,700

34,500 

20,100 

22,900 

42,100 

52,500

52,100 

42,100 

28,100 

22,100 

22,100

15,800 

18,100 

40,100 

42,900 

44,500

32,500 

22,900 

16,600

Mar.

11,800 

10,900 

17,300 

12,900 

10,000

8,600 

12,600 

20,100 

20,500 

58,100

51,700 

50,100 

84,500 

107,000 

102,000

74,100 

37,300 

22,100 

18,100 

16,200

14,300 

14,300 

14,300 

12,600 

10,900

9,700 

8,870 

8,070 

7,310 

6,570 

6,090

Apr.

5,860 

5,400 

4,960 

4,740 

4,110

3,700 

6,810 

15,800 

14,000 

8,870

7,060 

8,070 

14,700 

22,500 

16,200

11,500 

8,870 

7,310 

6,090 

5,400

4,740 

6.330 

16,600 

29,300 

30,100

40,100 

31,700 

27,700 

22,500 

15,800

May.

23,700 

24,100 

15,100 

8,070 

7,810

7,810 

6,090 

5,400 

4,530 

4,320

4,320 

4,320 

4,320 

4,320 

3,500

2,750 

3,700 

4,740 

3,700 

4,110

3,500 

3,500 

3,120 

3,500 

3,500

6,090 

7,560 

6,570 

5,630 

4,740 

4,320

June.

6,330 

8,870 

34,900 

66,500 

59,700

40,500 

18,500 

11,200 

8,870 

10,900

15,100 

12,900 

10,300 

9,700 

10,600

8,870 

7,060 

5,400 

4,740 

4,530

6,810 

44,500 

49,300 

32,500 

20,100

16,600 

11,200 

10,300 

10,600 

9,140

July.

6,570 

5,860 

4,530 

3,310 

1,310

1,030 

1,030 

895 

2,400 

3,500

2,570 

1,600 

1,600 

2,230 

1,450

1,310 

1,600 

1,170 

895 

765

765 

295 

295 

640 

190

190 

140 

90 

90 

405 

640

Aug.

2,750 

2,750 

3,120 

4,960 

4,320

3,900 

3,500 

3,500 

2,400 

1,680

1,380 

1,170 

1,170 

1,030 

895

765 

640 

640 

580 

520

520 

520 

520 

462 

462

462 

462 

462 

462 

462 

462

Sept.

640 

830 

765 

640 

520

462 

462 

462 

462 

580

580 

580 

580 

462 

462

462 

462 

462 

520 

462

702 

640 

702 

1,520 

962

702 

640 

462 

462 

462

Oct.

462 

350 

350 

350 

350

350 

350 

350 

350 

350

350 

350 

350 

350 

350

350 

462 

702 

640 

580

580 

830 

580 

520 

462

462 

462 

350 

350 

350 

350

Nov.

350 

350 

350 

350 

350

350 

350 

350 

350 

350

350 

350 

350 

350 

350

350 

350 

405 

405 

405

405 

405 

520 

405 

405

520 

520 

520 

520 

520

Dec.

405 

405 

405 

405 

405

405 

1,520 

3,500 

3,900 

2,400

1,750 

1,380 

1,680 

2,070 

1,750

1,750 

1,600 

1,380 

1,030 

1,030

895 

895 

765 

765 

1,380

2,400 

3,120 

2,750 

2,400 

2,230 

1,750

NOTE. These discharges are based on a rating curve that is well defined below 26,100 second-feet. Above 

18,100 second-feet the rating curve is a tangent.

Monthly discharge of Black Warrior River near Coal, Ala., for 1909. 

[Drainage area, 3,560 square miles.]

Month.

April ...................................

May....................................

July....................................

Discharge in second-feet.

Maximum.

22,900 

52,500 

107,000 

40,100 

24,100 

66,500 

6,570 

4,960 

1,520 

830 

520 

3,900

107,000

Minimum.

2,750 

2,230 

6,090 

3,700 

2,750 

4,530 

90 

462 

462 

350 

350 

405

90

Mean.

8,250 

22,700 

27,700 

13,600 

6,410 

18,900 

1,590 

1,510 

604 

432 

397 

1,570

8,640

Per

square 

mile.

2.32 

6.38 

7.78 

3.82 

1.80 

5.31 

.447 

.424 

.170 

.121 

.112 

.441

2.43

Run-off 

(depth in 

inches on 

drainage 

area).

2.68 

6.64 

8.97 

4.26 

2.08 

5.92 

.52 

.49 

.19 

.14 

.12 

.51

32.52

Accuracy.

A. 

A. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

A.

VILLAGE CREEK NEAR MULGA, ALA.

This station, which was established by the Tennessee Coal, Iron 

and Railroad Company, 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.
MOBILE EIVEE DRAINAGE BASIN. 137

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 and Railroad Company.

Discharge measurements of Village Creek near Mulga, Ala., in 1908-9.

Date.

1908.

1909.

April22........

April 23........

Do. 6. ......

Hydrographer.

H. G. Stokes.......................................

.... .do. .............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do.....-......---.-.-.--...-.-.-.--.............

.....do..............................................

Width.

Feet. 

66

60

47

43

62

67

82

11

8

Area of 

section.

Sq.ft. 

237

143

53.4

36.4

175

244

395

Gage 

height.

Feet. 

4.50

3.10

1.70

1.30

3.65

4.65

6

QA

.80

.80

Discharge.

Sec.-ft.

KJA

124fifi

780

1 260

2 030

3 A

a, Made one-half mile below dam. 6 Made at dam site. 

Daily gage height, in feet, of Village Creek near Mulga, Ala., for 1909.

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.

1.3

1.3

1.3

3.0

3.0

2.6

2.0

1.75

1.7

1.55

1.5

1.5

1.5

2.2

2.4

2.0

1.85

1.65

1.6

1.55

1.5

1.45

1.4

1.4

1.35

1.3

1.3

1.3

1 3

1.3

1.3

Feb.

1.2

1.2

1.15

1.1

1.2

1.85

1.4

1.35

2.3

2.6

1.85

1.7

3.7

4.4

5.0

4.0

2.8

2.4

3.0

2.2

2.0

5.0

2.8

3.6

2.6

2.2

1.95

1.9

.......

Mar.

1.85

1.9

1.8

1.7

1.65

1.65

1.65

2.6

5.1

5.2

2.9

8.2

8.8

5.0

3.4

2.8

2.6

2.3

2.0

5.4

3.2

2.6

2.4

2.2

2.6

2.0

1.9

1.95

1.7

1.55

1.45

Apr.

1.45

1.5

1.5

1.5

1.4

1.4

4.0

2.2

2.0

1.85

1.7

1.65

3.5

2.1

1.85

1.75

1.7

1.65

1.6

1.55

1.5

5.2

6.2

2.8

2.6

4.2

3.8

3.2

2.4

2.4

May.

5.3

2.5

2.2

2.0

1.9

1.9

1.85

1.8

1.75

1.7

1.5

1.5

1.5

1.5

1.5

2.3

1.6

1.5

1.5

1.55

1.55

1.5

1.4

1.4

2.2

2.6

2.1

2.1

1.8

1.8

1.85

June.

1.65

1.65

7.0

4.4

2.7

2.2

2.0

1.85

1.8

1.75

1.7

1.65

1.55

2.0

2.3

1.95

1.85

1.75

1.65

2.8

3.0

3.6

3.4

2.6

2.7

2.2

1.9

1.9

1.8

1.7

July.

1.7

1.65

1.55

1.55

1.5

1.5

1.4

1.6

1.7

1.6

1.35

1.3

1.9

3.4

1.85

1.75

1.65

1.45

1.35

1.3

1.25

1.2

1.75

1.45

1.4

1.35

1.3

1.3

1.2

1.25

1.3

Aug.

1.3

1.2

1.25

1.75

1.4

1.4

2.2

1.4

1.4

1 wi

1.3

1.3

1.3

1.2

1.2

1.2

1.15

1.05

1.15

1.05

1.0

1.0

.9

.9

.9

.9

.9

.9

.9

.9

.9

Sept.

1.1

1.1

1.0

.95

.9

.9

.9

1.6

1.05

1.1

1.0

1.0

1.0

.9

.9

.9

.9

.9

.9

.9

1.2

1.0

1.0

1.0

1.0

1.0

.9

.9

.9

.9

Oct.

0.9

.85

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.8

.9

.9

.9

1.0

1.0

1.55

1.25

1.15

2.0

.9

.8

.8

.8

.8

.8

.8

Nov.

0 8

8

8

8

8

8

8

8

8

8

8

8

8

8

8

8

8

8

8

8

8

9

9

8

8

8

8

8

8

Dec.

0.8

1.0

1.05

1.0

1.0

1.1

2.4

1.85

1.75

1.65

1.45

1.7

1.85

1.7

1 55

1.4

1.4

1.4

1.5

1.6

1.6

1.05

1.1

1.3

1.35

1.35

1.3

1.2

1.2

1.1

1.0
138 SURFACE WATER SUPPLY, 1909, PART II.

Daily discharge, in second-feet, of Village Creek near Mulga, Ala., for 1909.

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. ..............

^1

Jan.

55

55

55

540

392

138

127

98

89

89

89

258

324

200

161

117

107

98

89

80

71

71

63

55

55

55

55

55

55

Feb.

41

41

35

29

161

71

63

290

qno

161

127

828

1,140

1,410

960

464

324

540

258

1,410

464

786

392

186

Mar.

161

173

149

127

117

117

117

392

1,460

502

2,960

3,260

1,410

702

464

392

290

200

1,590

620

392

324

258

392

200

186

127

98

QA

Apr.

80

89

89

89

71

71

960

200

161

127

117

228

161

138

127

117

107

98

so

1,500

392

1,050

620

324

May.

1,550

358

258

200

173

173

161

149

138

127

89

89

89

89

89

290

89

89

98

98

89

71

71

258

392

228

228

149

149

161

June.

117

117

2,360

1,140

428

258

200

161

149

138

127

117

98

200

290

186

161

138

117

464

540

786

702

392

428

258

173

173

149

127

July.

127

117

98

98

89

89

71

107

127

107

63

55

173

702

161

138

117

80

63

55

48

41

138

80

71

63

55

55

41

48

55

Aug.

55

41

48

138

71

71

258

71

71

63

55

55

55

41

41

41

35

24

35

24

19

19

11

11

11

11

11

11

11

11

11

Sept.

29

29

19

15

11

11

11

107

24

29

19

19

19

11

11

11

11

11

11

11

41

19

19

19

19

19

11

11

11

11

Oct.

n

7.5

4

4

4

4

4

4

4

4

4

4

4

4

4

11

11

11

19

19

98

48

35

200

11

4

4

4

4

4

4

Nov.

4

4

4

4

4

4

4

4

4

4

4

4

4

4

4

4

4

4

4

4

4

4

11

11

4

4

4

4

4

4

Dec.

4

19

24

19

. 19

29

324

161

138

117

80

127

161

127

98

71

71

71

89

107

107

24

29

55

63

63

55

41

41

29

19

NOTE. These discharges are based on a rating curve that is well denned below 2,400 second-feet.

Monthly discharge of Village Creek near Mulga, Ala., for 1909. 

[Drainage area, 72.6 square miles.]

Month.

April.... . ...............................

July....................................

October. ................................

Discharge in second-feet.

Maximum.

540 

1,410 

3,260 

1,980 

1,550 

2,360 

702 

258 

107 

200 

11 

324

3,260

Minimum.

55 

29 

80 

71 

71 

98 

41 

11 

11 

4 

4 

4

4

Mean.

143 

402 

611 

388 

203 

356 

107 

46.1 

20.0 

18.0 

4.5 

76.8

198

Per 

square 

mile.

1.97 

5.54 

8.42 

5.34 

2.80 

4.90 

1.47 

- .635 

.275 

-.248 

.062 

1.06

2.73

Run-off 

(depth in 

inches on 

drainage 

area).

2.27 

5.77 

9.71 

5.96 

3.23 

5.47 

1.70 

.73 

.31 

.29 

.07 

1.22

36.73

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

C. 

C. 

C. , B.

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 and Railroad 

Company, is located at the weir, about 1,000 feet above the steel
MOBILE EIVEE DKAINAGE BASIN. 139

bridge on the Mulga road, at the mouth of Camp Branch. The weir 

is built of timbers grouted into the bed rock of the branch. It is a 

triangular section with 90-degree 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 weir and about 8 feet from the end 

of dam. The weir opening is about 6 feet from the left end of 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 and Railroad Company.

Discharge measurements of Camp Branch near Ensley, Ala., in 1908-9.

Date.

1908.

1909.

April 23. .......

Hydrographer.

H. G. Stokes. ......................................

.....do.............................................

.....do..............................................

.....do..............................................

.....do..............................................

Width.

Feet. 

26

29

28

28

29

Area of 

section.

a*, ft.

63.4

101

86.3

89

119

Gage 

height.

Feet. 

2.02

3.10

2.70

2.80

3.70

Discharge.

Sec.-ft. 

ol3.4

116

50.0

65.8

219

o Weir discharge=12.75 second-feet. & Water on top of weir dam 0.15 foot.

Monthly discharge of Camp Branch near Ensley, Ala., for 1909. 

[Drainage area 7.43 square miles.]

Month.

May...........................................

July..........................................

Discharge in second-feet.

Maximum.

66.60 

120 

390 

215.5 

60.25 

511 

293 

9.43 

132. 75 

4.68 

1.00 

64.06

511

Minimum.

2.88 

2.83 

6.57 

4.14 

1.96 

4.82 

1.73 

.21 

.31 

.08 

.14 

.28

.08

Mean.

13.69 

34.80 

57.15 

45.69 

10.81 

37.29 

20.98 

2.31 

6.72 

.42 

.33 

5.20

19.62

Per

square 

mile.

1.83 

4.68 

7.69 

6.15 

1.45 

5.02 

2.69 

.311 

.905 

.057 

.042 

.700

2.627

Run-off 

(depth in 

inches on 

drainage 

area).

2.11 

4.87 

8.87 

6.86 

1.67 

5.60 

3.10 

.368 

1.50 

.066 

.048 

.81

35.852

VENISON BRANCH NEAR MULGA.

Venison Branch is tributary to Village Creek about 2J miles below 

the junction of Camp Branch, near Mulga, Ala. The station, which 

was established by the Tennessee Coal, Iron and Railroad Company, 

is located at the weir about 1,000 feet above the mouth of the 

stream.
140 SUBFACE WATER SUPPLY, 1909, PART II.

The weir is built of timbers grouted into the bed rock of the branch. 

It is a triangular section with 90-degree angle up to 1.5 feet and rectangular section 5 feet long up to 2.0 feet. The hook gage is on the 

right bank of branch about 25 feet from the opening of weir and 

about 8 feet from the end of dam. The weir opening is about 6 

feet from the left end of dam. In order that discharge measurements can be made when water is over the weir, an automatic gage 

is located above the weir about 30 feet below a foot log from which 

meter discharge measurements are made during high water. This 

high-water gage consists of a section detachable from the main gage 

and has small cups fastened in a vertical position every tenth of a 

foot in elevation, so that the water as it rises fills these cups, thus 

recording the highest water.

The data for this station were furnished by the Tennessee Coal, 

Iron and Eailroad Company.

Discharge measurements of Venison Branch near JEnsley, Ala., in 1908-9.

Date.

1908. 

December 22 «..

1909. 

April 25. .......

Hydrographer.

H. G. Stokes.......................................

.....do..............................................

Width.

Feet. 

18

18

Area of 

section.

*£»

20.5

Gage 

height.

Feet. 

1.75

1.74

Discharge.

Sec.-ft. 

35.5

30.5

« About 1 foot of water over top of dam.

Monthly discharge of Venison Branch near Mulga, Ala., for 1909. 

[Drainage area, 3.87 square miles.]

Month.

May...........................................

July...........................................

Discharge in second-feet.

Maximum.

19.00 

134.0 

128.0 

125.0 

49.58 

207.0 

14.59 

2.37 

15.59 

1.535 

1.292 

8.698

207.0

Minimum.

1.973 

1.43

4.77 

3.80 

1.94 

3.46 

.95 

.11 

.07 

.01 

.074 

.205

.01

Mean.

8.418 

19.42 

25.66 

18.68 

7.98 

18.79 

4.28 

.736 

.903 

.141 

.229 

1.90

8.928

Per

Square 

mile.

2.12 

5.02 

6.63 

4.83 

2.06 

4.86 

1.11 

.190 

.23 

.036 

,060 

.491

2.303

Run-off 

(depth in 

inches on 

drainage 

area).

2. SI 

5.26

7.64 

5.39 

3.00

5.42 

1.28 

.219

.26 

.042 

..._,.... .067 

.56

31.648
Wm. A Lamb.

SUEEACE WATER SUPPLY, 1909, PAET II. 141 

PEARL RIVER DRAINAGE BASIN. 

DESCRIPTION.

Pearl River 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 with 

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 ten to fifteen years, they are by no 

means exhausted.

Pearl River 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.

The following gaging stations have been maintained in this river 

basin:

Pearl River at Jackson, Miss., 1901-1909. 

Bogue Chitto at Warnerton, La., 1906.

PEARL RIVER AT JACKSON, MISS.

The station, which is located at the county highway bridge at Jackson, Miss., one-eighth mile above the Alabama and Vicksburg Railway bridge and two blocks east from the end of the South State street 

car line, was established June 24, 1901, for the purpose of obtaining 

data for general run-off studies.

Richland Creek enters the river from the east side about 5 miles 

below the station. The flow is subject to little or no artificial control 

abdve 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 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.

No discharge measurements were made during 1909.

This station was last inspected July 27, 1908. The accuracy of the 

daily and monthly discharges given below therefore depends on the 

permanency of conditions of flow and of the elevation of the gage 

since that date.
142 STJEFACE WATEE SUPPLY, 1909, PAET II.

Daily gage height, in feet, of Pearl River at Jackson, Miss., for 1909.

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.

4.8

4.6

4.0

3.9

4.0

4.5

4.4

4.2

3 9

3.7

3.5

3.5

3.2

3.0

3.0

2.9

2.8

2.8

2.8

3.0

3.0

3.0

2.9

2

0

2.8

2.7

2.7

2.6

2.6

2.6 

2.6

Feb.

2.5

2.2

2.1

2.0

1.9

2.2

2.4

2.3

3.0

12.2

11.3

11.5

12.0

13.8

15.7

17.7

18.4

19.3

20.6

21.8

22.8

23.3

23.8

24.5

24.7

25.1

25.3

25.2

Mar.

25.1

24.8

24.3

23.8

23.0

22.0

20.8

W.6

17.6

15.4

12.6

11.3

12.8

15.4

17.0

18.6

19.7

21.2

23.3

26.3

28.2

29.0

29.3

28.6

28.1

27.6

26.9

25.9

24.5

22.4

Apr.

20.8

19.1

17.9

14.1

11.8

9.8

8.5

7.8

7.8

8.1

8.0

8.4

9.0

10.4

11.0

11.5

11.4

11.4

11.3

H o

11.2

10.6

9.9

8.9

10.8

15.6

18.6

of) 7

21.8

22.8

May.

20.8

25.5

27.0

28.3

28.8

28.8

28.1

27.3

26.6

24.8

23.1

21.0

17.8

13.8

9.7

7.8

6.3

5.8

9.6

14 9,

14.6

14.7

11.1

12.6

18.3

26.5

30.8

34.6

S5.3 

34 8

June.

34.0

34.5

34.3

33.8

33.6

33.3

32.8

32.3

31.7

31.1

30 1

29.3

28.1

27.0

25.7

24.2

22.5

20.5

18.5

16.8

15.9

16.7

15.7

15 4

14.9

14.3

14.4

13.8

12.8

11.7

July.

11.6

11.8

11.8

11.5

11.0

10.0

8.9

7.6

6.7

5.4

5.4

4.8

4.0

3.8

3.4

3.3

3.2

3.1

3.0

2 Q

2.8

2.7

2.7

2.6

2.5

2.4

2.3

9 9

2.0

2.1

Aug.

2.8

3.1

2.8

3.0

4.3

5.1

6.8

6.9

5.9

5.6

5.3

5.4

3.5

3.3

3.1

3.0

2.8

2.4

2.5

2.3

2.0

1.9

1.8

1.7

1.5

1.4

1.3

1.2

1.3

1.1

Sept.

1.1

1.0

.9

.9

1.0

1.1

1.1

1.1

1.1

1.0

1.0

1.0 1.1 1.1 1.1

1.1

1.0

1.0

1.0

1.0

1.5

2.2

1.5

1.2

1.2

1.2

1.2

1.1

1.1

Oct.

1.1

1.0

.9

.9

.9

.8

.8

.8

.8

.8

.7

.7

.7

 .6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.7

.9

1.0

1.0

Nov.

1.0

1.1

1.0

.9

.9

.8

.8

.8

.8

.8

.7

.7

.7

.7

.6

.6

.6

.7

.7

.7

.7

.7

.9

.9

.9

.8

.8

.9

1.0

Dec.

1.1

1.1

1.1

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.1

1.5

1.6

1.5

1.6

1.6

2.3

2.5

2.6

2.3

2.1

2.0

1.8

2.0

2.0

1.9

1.9

2.4

 y 

3.0

Daily discharge, in second-feet, of Pearl River at Jackson, Miss., for 1909.

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.

1,670

1,580

1,320

1,270

1,320

1,540

1,500

1,400

1,270

1,180

1,090

1,090

nee

870

870

830

790

790

790

870

870

870

830

790

790

750

750

710

710

710

710

Feb.

670

555

520

485

450

555

630

870

5,480

5,610

5,940

8 490

10,100

10 600 nUoo

13,700

14,800

15,400

16,000

16,800

17,100

17,600

18,000

17 800

Mar.

17,600

16,600

16,000

15,000

13,900

12 700

11 600

9

QOA

8,280

6,320

5,480

8,280

9

KAA

10,800

11,700

13,100

19,500

24,500

25,100

23 700

21,800

20,500

18,800

1fi JJftfl

16,000

14,300

Apr.

12, 700

10, 200

7,370

5,800

4,520

3,740

3,320

S

QOfl

I

q cAn

3 440

3,680

4,040

4 900

5

OO A

5,610

5,540

5,540

5,480

5,480

5,420

5,020

4,580

3 980

5,160

8,420

10,800

12,600

1 ^ 7ftfl

14,800

May.

12,700

20 700

oq oArt

24 100

24 100

21 300

20 000

17 200

15,100

19 QAA

7,160

3,320

2 480

2,200

4 400

7^510

7,720

7 790

6,130

5,350

10,500

19 800

97 QflO

qc inn

q« enft

qc cnft

June.

34,000

34,600

33,600

33,200

qo 7AA

31,700

OA QAA

28,500

26,600

22 800

OA 7P|A

i s £ftn

16,500

14 400

11,400

10,700

9 VAT)

8,630

9

0fiA

8,490

8,280

7 930

7,510

7,580

7,160

6 460

5,740

July.

5,680

5,800

5,610

5,280

4 640

3,980

3,200

2

7AA

1 980

1 QQA

1,680

1,320

1,220

1 040

1,000

nee

910

870

830

790

7Cfl

750

710

670

630

590

555

485

450

520

Aug.

790

790

870

1,450

1,820

2,750

2,800

9 9Afl

2,090

1,920

1 980

1 090

1,000

910

870

790

630

670

con

485

A en

415

380

320

290

265

9dfi

265

94fl

220

Sept.

220

180

180

200

220

220

220

OOA

200

200

90/1

280

220

220

220

200

200

200

200

320

555

320

240

240

o/m

240

220

220

220

Oct.

220

200

180

180

180

160

160

160

160

160

145 141%

145 isn

130

iqA

130

130

130

130

130

iqn

130

130

145

ion

200

220

200

Nov.

200

220

200

180

180

160

160

160

160

160

145

145

145

145

130

130

130

145

145

145

14S

145

180

ton

1Sfi

160

160

ion

oon

Dec.

220

220

220

200

200

200

200

200

200

200

200

220

OOA

qen

320

350

OCA

590

670

710

CQA

eon

485

415

485

485

4W

AKf\

630

830

S7O.

NOTE. These discharges are based on a rating curve that is fairly well defined.
SUMMABIES OF DISCHARGE PER SQUARE MILE. 143

Monthly discharge of Pearl River at Jackson, Miss., for 1909. 

[Drainage area, 3,120 square miles.]

Month.

January. ................................

March ...................................

April............................. ......

May.....................................

June................. ......

July.....................................

August........................... .... .

November ...........................

The year. .........................

Discharge in second-feet.

Maximum.

1, 670 

18,000 

25, 100 

14,800 

36,500 

35,000 

5,800 

2,800 

555 

220 

220 

870

36,500

Minimum.

710 

450 

5,480 

3,320 

2,200 

5,740 

 450 

220 

180 

130 

130 

200

130

Mean.

1,020 

8,420 

15,200 

6,640 

15,200 

19,200 

2,040 

985 

232 

156 

164 

398

5,800

Per 

square 

mile.

0.327 

2.70 

4.87 

2.13 

4.87 

6.15 

.654 

.316 

.074 

.050 

.053 

.128

1.86

Run-off 

(depth in 

inches on 

drainage 

area.)

0.38 

2.81 

5.62 

2.38 

5.62 

6.86 

.75 

.36 

.08 

.06 

.06 

.15

25.13

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

B. B. 

C. 

C. 

C. 

C.

MISCELLANEOUS MEASUREMENTS IN SOUTH ATLANTIC 

COAST AND EASTERN GULF OF MEXICO DRAINAGES.

The following miscellaneous discharge measurements were made 

in the South Atlantic coast and eastern Gulf of Mexico drainages 

during 1909:

Miscellaneous measurements in South Atlantic coast and eastern Gulf of Mexico basins

in 1909.

Date. Stream.

.....do.................

Tributary to 

.....do..............

Locality.

eighths mile southwest of Randolph, 

Va.

ing station at Augusta, Ga.

ing station, near 

Buckhead, Ga. 

.....do.................

tion, near Newton, 

Ala.

1J miles east of Elrod, Ala.

Gage 

height.

Feet. 

«5.37

15.20

2.76

3.19

62.91

c 14. 70

Discharge.

Sec.-ft. 

2,200

17,700

473

581

371

154

a By measuring to water surface from bench mark on bridge.

6 Gage height determined from bench mark, the chain having_ been stolen.

c Water surface 14.70 feet below the top of upstream end of third-floor beam from right bank.

SUMMARIES OF DISCHARGE PER SQUARE MILE.

The following tables of summaries of discharge per square mile are 

given to allow of ready comparison of relative rates of run-off from 

different areas in the South Atlantic coast and Eastern Gulf of 

Mexico drainages.

They show in a general way the seasonal distribution of run-off 

.and the effect of snow, ground, surface, and artificial storage. But 

55901° WSP 262 10 10
144 SURFACE WATER SUPPLY, 1909, PAET II.

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.

Summary of discharge, in second-feet, per square mile of South Atlantic coast and eastern 

Gulf of Mexico drainages for 1909.

Gaging station. 

James River at Buchanan, Va. . 

James River at Cartersville, Va. 

Roanoke River at Roanoke, Va. 

Yadkln River at North Wilkesboro,N.C. ......... ..........

Yadkin River near Salisbury, 

N.C.........................

Catawba River near Morganton, N.C.....................

Wateree River near Camden,

s.c... .......................

Green River at Saluda, N. C. . . 

Tugaloo River near Madison, 

S.C... .......................

Savannah River at Woodlawn, 

S. C. .........................

Tallulah River at Tallulah 

Falls Ga....................

Broad River (of Georgia) near

Ocmulgee River near Jackson, 

Ga........ ...................

Ocmulgee River at Macon, Ga. . 

Oconee River near Greensboro, 

Ga...........................

Oconee River at Fraleys Ferry

Oconee River at Dublin, Ga.... 

Chattahoocb.ee River near Norcross. Ga. ....................

Chattahoochee River at West

Soque River near Demorest, Ga. 

Flint River near Woodbury, Ga. 

Flint River near Montezuma, 

Ga. ..........................

Flint River at Albany, Ga. . . . . 

Flint River at Bainbridge. Ga.. 

Kinchafoonee Creek near LeesConecuh River at Beck, Ala... . 

Oostanaula River at Resaca, Ga. 

Coosa River at Riverside, Ala. . 

Alabama River at Selma, Ala. . 

Etowah River near Ball

Etowah River near Rome, Ga. . 

Tallapoosa River at SturdeTombigbee River at Columbus, 

Miss..........................

Tombigbee River at Epes, Ala. 

Black Warrior River near Coal, 

Ala..........................

Village Creek near Mulga, Ala. . 

Camp Branch near Ensley, Ala. 

Venison Branch near Mulga, 

Ala..........................

Pearl River at Jackson, Miss. . .

Drainage are 

(square 

miles).

2,060 

6,230

388

500 

3,400

758

4,500 

51

593 

6,600 

191 

762

1,400 

2,420

1,100 

2,840

4,180 

1,170

3,300 

158 

990

2,700 

5,000 

7,410

480 

1,180 

1,290 

1,610 

7,060 

15,400

466 

1,800

2,500

4,440 

8,830

3,560 

72.6 

7.43

3.87 

3,120

>> 

>->

2.73 

2.49 

2.16

2.64 

1.73 

2.73

1.40 

4.16

3.36 

1.95 

3.39 

2.19

1.17 

.905

1.12

.988 

2.37

1.60 

3.09 

1.04

.970 

.870 

.830

.798 

.502 

.411 

2.65 

2.12 

1.31

2.34 

1.62

.812

.815 

.737

2.32 

1.97 

1.83

2.12 

.327

February.

2.34 

2.25 

1.37

2.84 

1.66 

2.86

1.88 

4.80

5.50 

3.18 

5.92 

4.11

3.21 

3.74

3.38

2.68 

3.68

4.27 

4.08 

4.80

2.52 

2.18

1.85 

2.82 

2.88 

6.08 

4.36 

3.64

4.38 

3.35

4.55 

2.56

6.38 

5.54 

4.68

5.02

2.70

1

2.04 

1.85 

1.40

3.10 

1.85 

3.21

1.83 

5.37

7.62 

3.38 

8.12 

4.09

4.30 

4.88

3.62

3.76 

4.75

5.52 

5.08 

5.99

3.03 

3.72

3.17 

2.62 

3.50 

7.45 

6.39 

6.49

6.14 

6.33

5.76

5.86 

4.88

7.78 

8.42 

7.69

6.63 

4.87

1

2.50 

1.88 

1.90

2.42 

1.65 

2.55

1.14 

3.71

4.18 

1.50 

5.50 

1.71

1.76 

1.48

1.42

1.20 

2.50

2.35 

2.97 

1.49

1.47 

1.48

1.56 

1.49 

1.73 

2.65 

2.69 

2.56

3.07 

2.43

2.57

2.59 

2.55

3.82 

5.34 

6.15

4.83 

2.13

£

%

2.76 

1.91 

3.12

4.60 

3.00 

5.69

2.62 

5.61

7.86 

2.50 

8.95 

3.19

1.59 

1.34

1.83

1.35 

3.90

2.82 

5.92 

1.67

1.59 

1.62

1.25 

1.62 

2.02 

3.72 

2.95 

3.18

3.33

2.84

2.33

1.81 

2.37

1.80 

2.80 

1.45

2.06 

4.87

oi fl S >->

1.24 

1.67 

1.06

5.26 

3.59 

4.75

3.40 

9.55

8.28 

2.89 

8.69 

3.00

1.59 

1.32

1.67

1.19 

3.26

2.40 

5.38 

1.41

1.10 

.938 

.861

.802 

2.31 

4.16 

4.93 

3.53 

3.38

3.33 

2.91

1.99

3.54 

3.86

5.31 

4.90 

5.02

4.86 

6.15

 i >->

.597 

.587 

.541

1.51

1.55

3.88 

1.98 

4.08 

1.89

1.11 

.959

1.48

1.20 

2.25 

1.65

1.16

1.00 

.904 

.835

1.03 

1.00 

.946 

1.71 

1.49 

1.49

2.36 

1.53

1.56

.838 

.798

.447 

1.47 

2.69

1.11 

.654

1

S

«J

.354 

.395 

.639

1.77

1.80

2.93 

1.71 

2.67 

1.93

1.82 

1.39

1.67

1.31 

1.80 

2.34

1.44

1.19 

.930 

.821

.729 

.614 

.736 

1.56 

1.66 

1.58

2.03 

2.35

2.25

.223 

.234

.424 

.635 

.311

.190 

.316

September.

.395 

.332 

.330

.882

1.46

2.61 

1.25 

2.26 

1.56

.779 

.736

1.10

.675 

1.62 

1.09

.469

.626 

.456 

.572

.385 

.536 

.387 

.776 

.659 

.779

1.52 

1.06

.836

.107 

.099

.170 

.275 

.905

.23 

.074

October.

.375 

.339 

.407

.809

1.03

1.84 

1.03 

1.82 

1.38

.900 

.649

1.14

.617 

1.44 

1.00

.437

.474 

.404 

.516

.388 

.267 

.250 

.634 

.591 

.587

1.35 

1.03

.516

.070 

.086

.121 

.248 

.057

.036 

.050

November.

.287 

.284 

.265

.759

.716

1.36 

.705 

1.35 

.965

.681 

.488

.692

.651

.500 

1.09 

.870

.580

.467 

.370 

.498

.408 

.260 

.260 

.363 

.411 

.510

1.11

.694

.584

.102 

.098

.112 

.062 

.042

.060 

.053

1

ft

.519 

.560

.278

.941

.758

3.14 

1.06 

2.86 

1.64

.921 

.640

1.09

.789

.701 

1.75 

1.54

.806

.756 

.652 

.579

.594 

.642 

.614 

1.11 

1.04 

.974

1.85 

1.27

1.26

.306 

.258

.441 

1.06 

.70

.491 

.128

£

1.34 

1.21 

1.12

1.68

1.63

4.38 

1.92 

4.63 

2.30

1.66 

1.54

1.68

1.35 

2.53 

2.29

1.77

1.27 

1.21

1.08 

1.22 

1.49 

2.80 

2.32 

2.21

2.81 

2.37

1.98

1.73 

1.54

2.43 

2.73 

2.63

2.30 

1.86
INDEX.

Accuracy, degree of.......................... 26-27

Acknowledgments to those aiding........... 28

Acre-foot, definition of....................... 13

Aerial, Ga.,

Chattahoochee River near:

description.......................... 87-88

discharge, daily...................... 88

gage heights......................... 88

Alabama River at 

Selma, Ala.:

description.......................... 121

discharge............................ 121

discharge, daily...................... 122

discharge, monthly................ 123,144

gage heights......................... 122

Alaga, Ala.,

Chattahoochee River at:

description.......................... 93

discharge............................ 93

gage heights......................... 94

Albany, Ga.,

Flint River at:

 description........................ 102-103

discharge............................ 103

discharge, daily...................... 104

discharge, monthly................ 105,144

gage heights....................... 103-104

Altamaha River basin description of......... 72

gaging stations in........................ 73

stream flow in........................... 73-85

Apalachee River near 

Buckhead, Ga.:

discharge............................ 143

Apalachicola River basin, description of..... 86-87

gaging stations in........................ 87

stream flow in.......................... 87-109

Appropriations, amount of.................. 7

Atlantic States drainage, south.............. 29-85

miscellaneous measurements in.......... 143

summary of discharge in............... 143-144

Augusta, Ga.,

Savannah River at:

discharge............................ 143

Authority for investigations, recital of....... 7

Bainbridge, Ga., 

Flint River at:

description.......................... 105

discharge............................ 105

discharge, daily.................... 106-107

discharge, monthly................ 107,144

gage heights......................... 106

114

Ball Ground, Ga.,

Etowah River near:

description...................

discharge.....................

discharge, daily.................... 12

discharge, monthly................ 12

gage heights ..................

Beck, Ala.,

Conecuh River at:

description.,..................

discharge.....................

discharge, daily...............

discharge, monthly...........

gage heights..................

Black Warrior River nearCoal, Ala.:

description...................

discharge.....................

discharge, daily...............

discharge, monthly................ 13

gage heights..................

Cordova, Ala.:

description........................ IS

gage heights.........................

Bolster, R. H., work of......................

Broad River (of the Carolinas) at 

Uree, N. C.:

description..........................

discharge, daily......................

gage heights.........................

Broad River (ol Georgia) nearCarl ton, Ga.:

description..........................

discharge, daily......................

discharge, monthly................. '

gage heights.........................

Buchanan, Va., 

James River at:

description..........................

discharge............................

discharge, daily......................

discharge, monthly................. !

gage heights.........................

Buckhead, Ga.,

Apalachee River, near:

discharge............................

Camden, S. C.,

Wateree River near:

description..........................

discharge............................

discharge, daily......................

discharge, monthly.............. 58-;

gage heights.........................

145

123

124

4,125

,144

124

113

113

114

1,144

113

135

135

136

6,144

135

3-134 

134

28

59

59

70

71

1,144

70

31

31

32 

3,144 

31-32

143

55-56 

56 

57-58 

9,144 

56-57
146 INDEX.

Camp Branch near Page.

Ensley, Ala.:

description........................ 138-139

discharge............................ 139

discharge, monthly................ 139,144

Carlton, Ga.,

Broad River (of Georgia) near:

description.......................... 70

disharge, daily....................... 71

discharge, monthly................. 71,144

gage heights......................... 70

Cartersville, Va.,

James River at:

description.......................... 34

discharge............................ 34

discharge, daily.......... r ........... 35-36

discharge, monthly................. 37,144

gage heights......................... 35

Catawba River near 

Morganton, N. C.:

description.......................... 54

discharge............................ 54

discharge, daily...................... 55

discharge, monthly................. 55,144

gage heights......................... 54

Chattahoochee River at or near 

Ae$al, Ga.:

description.......................... 87-88

discharge, daily...................... 88

gage heights......................... 88

Alaga, Ala.:

description.......................... 93

discharge............................ 93

gage heights......................... 94

Norcross, Ga.:

description........_................. 88-89

discharge............................. 89

discharge, daily...................... 90

discharge, monthly................. 91,144

gage heights......................... 89-90

West Point, Ga.:

description.......................... 91

discharge............................ 91

discharge, daily...................... 92

discharge, monthly................. 93,144

gage heights......................... 92

Cheraw, S. C.,

Pedee River at:

description.......................... 51

discharge............................ 51

gage heights............. 1........... 52

Choctawhatchee River basin,description of.. 110

gaging stations in........................ 110

stream flow in......................... 110-112

Choctawhatchee River near 

Newton, Ala.:

'discharge............................ 143

Coal, Ala.,

Black Warrior River near:

description.......................... 135

discharge............................ 135

discharge, daily...................... 136

discharge, monthly................ 136,144

gage heights......................... 135

Columbus, Miss.,

Tombigbee River at:

description........................ 129-130

discharge............................ 130

Columbus, Miss., Page. 

Tombigbee River at Continued.

discharge, daily ................... 130-131

discharge, monthly................ 131,144

gage heights......................... 130

Conecuh River at 

Beck, Ala.:

description.......................... 113

discharge............................ 113

discharge, daily...................... 114

discharge, monthly............../. 114,144

gage heights......................... 113

Cooperation, credit for....................... 28

Cooperative data, use of..................... 28

Coosa River at 

Riverside, Ala.:

description......................... 119

discharge............................ 119

discharge, daily...................... 120"

discharge, monthly................ 121,144

gage heights......................... 120

Cordova, Ala.-,

Black Warrior River near:

description........................ 133-134

gage heights......................... 134

Current meter, description of................ 19-20

use of.................................... 20-21

views of................................. 20

Current-meter stations, views of............. 18

Curves, discharge, plate showing............ 68

Data, accuracy of............................ 26-27

use of.................................... ' 27

Definitions, statements of................... 13

Demorest, Ga.,

Soque River near:

description .......................... 94

discharge............................ 94

discharge, daily...................... 95

discharge, monthly................. 95,144

gage heights......................... 95

Discharge, computation of................... 22-26

curves for............................... 22

plate showing....................... 68

measurement of......................... 16-21

summary of........................... 143-144

Discharge measurements, nature of.......... 15,16

Domestic water supply, importance of....... 9

Drainage, stream flow and................... 9-10

Drainage basins, list of...................... 10

Dublin, Ga.,

Oconee River at:

description.......................... 82

discharge............................ 83

discharge, daily..................... 83-85

discharge, monthly................. 85,144

gage heights......................... 83

Eastern Gulf of Mexico drainage............ 86-142

miscellaneous measurements in.......... 143

summary of discharge in .............. 143-144

Elrod, Ala.,

Sipsey River near:

discharge..... ...................... 143

Ensley, Ala.,

Camp Branch near:

description........................ 138-139

discharge............................ 139

discharge, monthly....'............ 139,144
INDEX. 147

Epes, Ala., Page. 

Tombigbee River at:

description........................ 131-132

discharge............................ 132

discharge, daily..................... 133

discharge, monthly................ 133,144

gage heights......................... 132

Equivalents, list of.......................... 14-15

Escambia River basin, description of........ 112

gaging station in......................... 112

stream flow in. ......................... 113-114

Etowah River nearBall Ground, Ga.:

description.......................... 123

discharge............................ 124

discharge, daily................... 124-125

discharge, monthly................ 125,144

gage heights......................... 124

Rome, Ga.:

description.......................... 126

discharge-........................... 126

discharge, daily..................... 127

discharge, monthly................ 127,144

gage heights......................... 126

Meld practice, methods of................... 16-21

Flint River at or nearAlbany, Ga.:

description........................ 102-103

discharge............................ 103

discharge, daily..................... 104

discharge, monthly-................ 105,144

gage heights....................... 103-104

Bainbridge, Ga.:

description...... .'. .................. 105

discharge............................ 105

discharge, daily.................... 106-107

discharge, monthly................ 107,144

gage heights......................... 106

Montezuma, Ga.:

description.......................... 97-98

discharge............................ 98

discharge, daily................... 100-101

discharge, monthly................ 102,144

gage heights........................ 98-100

Woodbury, Ga.:

description.......................... 95-96

discharge............................ 96

discharge, daily..................... 97

discharge, monthly................. 97,144

gage heights......................... 96

Float method, description of................. 19

Floods, prevention of........................ 10

Fraleys Ferry, Ga. See Milledgeville.

Gage heights, readings of.................... 15

Gaging stations, classification of............. 22-26

description of............................ 18

views of................................. 18

Green River near 

Saluda, N. C.:

description.......................... 60

discharge............................ 60

discharge, daily..................... 61

discharge, monthly................. 61,144

...................... 61

Greensboro, Ga., P*ge. 

Oconee River near:

description.......................... 77-78

discharge............................ 78

discharge, daily..................... 79

discharge, monthly................. 80 144

gage heights......................... 78

Gulf of Mexico drainage, eastern ........... 86--142

miscellaneous measurements in.......... 143

summary of discharge in .............. 143--144

Hall, M. R., work of......................... 28

Holcomb Rock, Va., 

James River at:

description.......................... 33

gage heights......................... S5-34

Ice, measurements under................. 21,25-26

Investigations, authority for................. 7

purposes of............ ................ !)-10

scope of...............................

Irrigation, stream flow and.................

Jackson, Ga.,

Ocmulgee River near:

description.......................... 73

discharge............................ 74

discharge, daily..................... 71-75

discharge, monthly................. 75 144

gage heights......................... 74

Jackson, Miss., 

Pearl River at:

description.......................... 141

discharge, daily...................... 142

discharge, monthly................ 143 144

gage heights......................... 142

James River at 

Buchanan, Va.:

description.......................... 31

discharge............................ 31

discharge, daily...................... 32

discharge, monthly................. 33,144

gage heights......................... 31-32

Cartersville, Va.,

description.......................... 34

discharge............................ 34

discharge, daily..................... 35-36

discharge, monthly................. 37,144

gage heights......................... 35

Ilolcomb Rock, Va.:

description.......................... 33

gage heights......................... 31-34

James River basin, description of............ 2)-30

gaging stations in........................ 30

stream flow in........................... 3L-37

Kinchafoonee Creek near 

Leesburg, Ga.:

description.......................... 108

discharge............................ 108

discharge, daily..................... 109

discharge, monthly................ 109,144

gage heights......................... 108

Lamb, W. A., Work of.....................

Leesburg, Ga.,

Kinchafoonee Creek near:

description.......................... 108

discharge............................ 108

discharge, daily..................... 109
148 INDEX.

Leesfourg, Ga. Continued. Page. 

Kinchafoonee Creek near Continued.

discharge, monthly................ 109,144

gage heights......................... 108

Macon, Ga.,

Ocmulgee River at:

description.......................... 75-76

discharge............................ 76

discharge, daily..................... 77

discharge, monthly................. 77,144

gage heights......................... 76

Madison, S. C.,

Tugaloo River near:

description.......................... 63

discharge............................ 63

discharge, daily...................... 64

discharge, monthly................. 65-144

gage heights......................... 64

Mathers, J. G., work of...................... 28

Milledgeville, Ga. (at Fraleys Ferry), 

Oconee River near:

description.......................... 80-81

discharge............................ 81

 discharge, daily..................... 81

discharge, monthly................. 82,144

'gage heights......................... 81

Miner's inch, definition of................... 13

Miscellaneous measurements in 

eastern Gulf of Mexico drainage.......... 143

south Atlantic coast drainage............ 143

Mobile River basin:

description of......................... 115-116

gaging stations in...................... 116-117

stream flow in......................... 117-140

Montezuma, Ga., 

Flint River near:

description.......................... 97-98

discharge............................ 98

discharge, daily................... 100-101

discharge, monthly................ 102,144

gage heights........................ 98-100

Morgantown, N. C., 

Catawba River near:

description.......................... 54

discharge............................ 54

discharge, daily..................... 55

discharge, monthly................. 55,144

gage heights......................... 54

Mulga, Ala.,

Venison Branch near:

description........................ 139-140

discharge............................ 140

discharge, monthly................ 140,144

Village Creek near:

description........................ 136-137

'discharge............................ 137

discharge, daily..................... 138

discharge, monthly................ 138,144

gage heights......................... 137

Navigation, stream flow and................ 9

Newton, Ala.,

Choctawhatchee River near:

discharge............................ 143

Norcross, Ga.,

Chattahoochee River near:

description.......................... 88-89

discharge............................ 89

Norcross, Ga. Continued. Page. 

Chattahoochee River near Continued.

discharge, daily..................... 90

discharge, monthly................. 91,144

gage heights........................ 89-90

North Wilkesboro, N. C., 

Yadkin River at:

description.......................... 43

discharge, daily..................... 44

discharge, monthly................. 44,144

gage heights......................... 43

Ocmulgee River at or near 

Jackson, Ga.:

description.......................... 73

discharge............................ 74

discharge, daily..................... 74-75

discharge, monthly................. 75,144

gage heights......................... 74

Macon, Ga.:

description.......................... 75-76

discharge............................ 76

discharge, daily..................... 77

discharge, monthly................. 77,144

gage heights......................... 76

Oconee River at or near 

Dublin, Ga.:

description.......................... 82

discharge............................ 83

discharge, daily..................... 83-85

discharge, monthly................. 85,144

gage heights......................... 83

Greensboro, Ga.:

description.......................... 77-78

discharge............................ 78

discharge, daily..................... 79

discharge, monthly................. 80,144

gage heights......................... 78

Milledgeville, Ga. (at Fraleys Ferry):

description.......................... 80-81

discharge............................ 81

discharge, daily..................... 81

discharge, monthly................. 82,144

gage heights......................... 81

Office practice, methods of.................. 22-26

Oostanaula River at 

Resaca, Ga.:

description.......................... 117

discharge, daily..................... 118

discharge, monthly................ 119,144

gage heights......................... 118

Padgett, H. D., work of..................... 28

Pea River at 

Pera, Ala.:

description.......................... 110

discharge............................ Ill

discharge, daily................... 111-112

discharge, monthly................ 112,144

gage heights......................... Ill

Pearl River at 

Jackson, Miss.:

description.......................... 141

discharge, daily..................... 142

discharge, monthly................ 143,144

gage heights......................... 142

Pearl River basin, description of............. 141

gaging stations in........................ 141

stream flow in......................... 141-143
INDEX. 149

Pedee, N. C., Page. 

Yadkin River near:

description.......................... 46-47

discharge............................ 47

discharge, daily...................... 49-51

gage heights......................... 47-49

Pedee River at 

Cheraw, S. C.:

description.......................... 51

...................... 51

...................... 52

Pedee basin, Yadkin or, description of....... 42

gaging stations In........................ 43

stream flow in........................... 43-52

Pera, Ala.,

Pea River at:

description........................... 110

discharge............................ Ill

discharge, daily.................... 111-112

discharge, monthly................ 112,144

gage heights......................... Ill

Price meters, views of....................... 20

Publications, lists of......................... 10-13

Randolph, Va.,

Roanoke River at:

discharge............................ 143

Rating curves, construction of and use of... 22 

Rating tables, construction of................ 22

nature of................................ 16

Resaca, Ga.,

Oostanaula River at:

description.......................... 117

discharge, daily...................... 118

discharge, monthly................ 119,144

gage heights......................... 118

Revision, need for........................... 27

Rice, R. C., work of......................... 28

Riverside, Ala., 

Coosa River at:

description.......................... 119

discharge............................ 119

discharge, daily...................... 120

discharge, monthly................ 121,144

gage heights......................... 120

Roanoke River at 

Randolph, Va.:

discharge............................ 143

Roanoke, Va.:

description.......................... 39-40

discharge............................ 40

discharge, daily...................... 41

discharge, monthly................. 41,144

gage heights......................... 40

Roanoke River basin, description of......... 37-39

gaging stations In........................ 39

stream flow In........................... 39-41

Rome, Ga.,

Etowah River near:

description.......................... 126

discharge............................ 126

discharge, dally...................... 127

discharge, monthly................ 127,144

gage heights......................... 126

Run-off, computation of..................... 22-26

definition of............................. 13

Salisbury, N. C.,

Yadkin River near:

description.......................... 44-45

Salisbury, N. C. Continued. Page. 

Yadkin River near Continued.

discharge............................ 45

discharge, daily..................... 46

discharge, monthly................. 46,144

gage heights......................... 45

Saluda, N. C.,

Green River near:

description.......................... 60

discharge............................ 60

discharge, dally...................... 61

discharge, monthly................. 61,144

gage heights......................... 61

Santee River basin, description of........... 52-53

gaging stations In........................ 53

stream flow In ........................... 54-61

Savannah River at 

Augusta, Ga.:

discharge............................ 143

Woodlawn, S. C.:

description.......................... 65-66

discharge............................ 66

discharge, daily..................... 67

discharge, monthly................. 67,144

gage heights......................... 66

Savannah River basin, description of........ 62

gaging stations in........................ 62-63

stream flow in............ .t ............. 63-71

Second-foot, definition of.................... 13

Section, changes in, estimating for........... 23-25

Seima, Ala.,

Alabama River at:

description.......................... 121

discharge............................ 121

discharge, daily..................... 122

discharge, monthly...._............ 123,144

gage heights......................... 122

Sipsey River near 

Elrod, Ala.:

discharge-........................... 143

Slope method, description of................ 16-17

Soque River near 

Demorest, Ga.:

description.......................... 94

discharge-........................... 94

discharge, daily..................... 95

discharge, monthly................. 95,144

gage heights......................... 95

South Atlantic States drainage.............. 29-85

miscellaneous measurements in.......... 143

summary of discharge in.............. 143-144

Stevens, G. C., work of...................... 28

Sturdevant, Ala.,

Tallapoosa River at:

description........................ 127-128

discharge............................ 128

discharge, daily.......-.-.....-.-... 129

discharge, monthly................ 129,144

gage heights.........-...-.----...... 128

Stream measurement, accuracy of........... 26-27

data on, use of.......................... 27-28

methods of.............................. 16-21

Summary of discharge ineastern Gulf of Mexico drainage....... 143-144

south Atlantic coast drainage......... 143-144

Swamps, drainage of, stream flow and....... 9-10

Swett, E. H., work of....................... 28

Tables, explanation of....................... 15-16
150 INDEX.

Tallapoosa River at Page. 

Sturdevant, Ala.:

description........................ 127-128

discharge............................ 128

discharge, daily..................... 129

discharge, monthly................ 129-144

gage heights......................... 128

Tallulah Falls, Ga., 

Tallulah Biver at:

description.......................... 67-68

discharge............................ 68

discharge, daily..................... .69

discharge, monthly................. 69.144

gage heights......................... 6g

Tallulah River at 

Tallulah Falls, Ga.:

description.......................... 67-68

discharge............................ 68

discharge, daily..................... 69

discharge, monthly................. 69,144

gage heights......................... 68

Tallulah River, curves for, plate showing.... 68

Terms, definitions of........................ 13

Tombigbee River at 

Columbus, Miss.:

description........................ 129-130

discharge:........................... 130

discharge, daily................... 130-131

discharge, monthly................ 131,144

gage heights......................... 130

Epes, Ala.:

description........................ 131-132

discharge............................ 132

discharge, daily..................... 133

discharge, monthly................ 133,144

gage heights......................... 132

Tugaloo River nearMadison, S. C.:

description.......................... 63

discharge............................ 63

discharge, daily..................... 64

discharge, monthly................. 65,144

gage heights......................... 64

Uree, N. C.,

Broad River (of the Carclinas) at:

description.......................... 59

discharge, daily..................... 60

gage heights......................... 59

Velocity method, description of............. 17-21

Venison Branch near 

' Mulga, Ala.:

description........................ 139-140

discharge............................ 140

discharge, monthly................ 140,144

Village Creek near 

Mulga, Ala.:

description........................ 136-137

discharge............................ 137

Village Creek near Continued. Page. 

Mulga, Ala. Continued,

discharge, daily..................... 138

discharge, monthly................ 138,144

gage heights......................... 137

Walters, M. I., work of...................... 28

Wateree River near 

Camden, S. C.:

description.......................... 55-56

discharge............................ 56

discharge, daily...................... 57-58

discharge, monthly.............. 58-59,144

gage heights......................... 56-57

Water power, stream flow and............... 9

Water supply, stream flow and.............. 9

Weir method, description of................. 17

West Point, Ga.,

Chattahoochee River at:

description.......................... 91

discharge. ........................... 91

discharge, daily..................... 92

discharge, monthly................. 93,144

gage heights......................... 92

Wood, Mrs. B. D., work of.................. 28

Woodbury, Ga., 

Flint River near:

description.......................... 95-96

discharge, daily...................... 97

discharge, monthly................. 97,144

gage heights.......................:. 96

Woodlawn, S. C.,

Savannah River at:

description.......................... 65-66

discharge............................ 66

discharge, daily..................... 67

discharge, monthly................. 67,144

gage heights......................... 66

Work, division of............................ 28

Yadkin River at or nearNorth Wilkesboro, N. C.:

description.......................... 43

discharge, daily..................... 44

discharge, monthly................. 44,144

gage heights......................... 43

 Pedee, N. C.:

description.......................... 46-47

discharge ........................... 47

discharge, daily..................... 49-51

gage heights......................... 47-49

Salisbury, N. C.:

description.......................... 44-45

discharge............................ 45

discharge, daily..................... 46

discharge, monthly................. 46,144

gage heights......................... 45

Yadkin or Pedee basin, description of....... 42

gaging stations in........................ 43

stream flow in........................... 43-52

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