DEPARTMENT OF THE INTERIOR

NITKD STATES GEOLOGICAL SURVEY

GEORGE OTIH SMITH. DIRECTOR

WATER-SUPPLY PAPER 263

'ACE WATER SUPPLY OF THE 

UNITED STATES

m 1909 

PART III. OHIO RIYER BASIN

IRED UNDER THE DIRECTION OF M. 0. LEIGHTON

BY

A. H. HORTON, M. R. HALL, AND 

R. H. BOLSTER

GOVERNMENT PRINTING OFFICE 

1'Jll
DEPAETMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

GEORGE OTIS SMITH, DIRECTOR

WATER-SUPPLY PAPER 263

SURFACE WATER SUPPLY OP THE 

UNITED STATES

1909

PART III. OHIO RIVER BASH

PEEPAEED UNDEE THE DIRECTION OP M. 0. LEIGHTON

BY

A. H. HORTON, M. R. HALL, AND 

R. H. BOLSTER

Water Resources Branch, 

Geological Survey, 

Box 3106, Capitol Station 

Cify, Okk.

WASHINGTON

GOVERNMENT PRINTING OFFICE 

1911
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.......... 21

Accuracy and reliability of field data and comparative results............. 25

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

Cooperative data...................................................... 27

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

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

General description of Ohio River drainage basin. ........................... 28

Gaging stations in Ohio River basin........................................ 32

Allegheny River drainage basin............................................ 35

Description............................................................ 35

Allegheny River at Red House, N. Y.................................. 36

Allegheny River at Kittanning, Pa...................................... 38

Kiskirninitas River at Avonmore, Pa................................... 40

Blacklick Creek at Blacklick, Pa....................................... 43

Monongahela River drainage basin ......................................... , 45

Description............................................................ 45

Tygart River at Belington, W. Va...................................... 46

Tygart River at Fetterman, W. Va...................................... 47

Buckhannon River at Hall, W. Va...................................... 48

West Fork River at Enterprise, W. Va................................... 49

Cheat River near Morgantown, W. Va.................................. 51

Youghiogheny River at Confluence, Pa.................................. 62

Casselman River at Confluence, Pa..................................... 65

Laurel Hill Creek at Confluence, Pa.................................... 67

Muskingum River drainage basin.......................................... 70

Description............................................................ 70

Muskingum River at Zanesville, Ohio................................... 71

Kanawha River drainage basin............................................. 72

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

South Fork of New River near Grumpier, N. C........................... 74

New River near Grayson, Va............................................ 75

New River at Radford, Va.............................................. 76

New River at Fayette, W.Va.......................................... 3 78

North Fork of New River near Grumpier, N. C.......................... 80

Reed Creek at Grahams Forge, Va ...................................... 81

3
4 CONTENTS.

Kanawha River drainage basin Continued. Page.

Big Reed Island Creek near Allisonia, Va................................ 82

Little River near Copper Valley, Va.................................... 83

Walker Creek at Staffordsville, Va...................................... 84

Wolf Creek near Narrows, Va........................................... 85

Bluestone River at Lilly, W. Va......................................... 86

Greenbrier River near Marliuton, W. Va................................ 87

Greenbrier River at Alderson, W. Va.................................... 88

Gauley River at Allingdale, W. Va..................................... 90

Gauley River near Summersville, W. Va............................... 91

Gauley River at Belva, W. Va......................................... 92

Cherry River at Richwood, W. Va..................................... 93

Meadow River near Russellville, W. Va................................. 94

Elk River at Webster Springs, W. Va................................... 95

Elk River at Gassaway, W. Va.............. '. .......................... 96

Elk River at Clendenin, W. Va......................................... 97

Coal River at Brushton, W. Va......................................... 98

Coal River at Tornado, W. Va.........:................................. 99

Pocotaligo River at Sissonville, W. Va................................... 100

Miami River drainage basin............................................... 101

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

Miami River at Dayton, Ohio.......................................... 102

Wabash River drainage basin............................................... 103

Description............................................................ 103

Stations on main Wabash River ......................................... 104

Wabash River at Mount Carmel, 111................................ 104

Embarrass River drainage basin......................................... 106

Description........................................................ 106

Embarrass River near Oakland, 111.................................. 107

Embarrass River at St. Marie, 111................................... 108

White River drainage basin............................................. 110

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

East Branch of White River at Shoals, Ind........................... 110

Little Wabash River drainage basin..................................... 112

Description........................................................ 112

Little Wabash River near Clay City, 111.....!....................... 113

Little Wabash River near Golden Gate, 111.......................... 114

Little Wabash River at Carmi, 111.................................. 115

Skillet Fork near Wayne City, 111.................................. 116

Skillet Fork near Mill Shoals, 111................................... 119

Tennessee River drainage basin. .......................................... 120

Description............................................................ 120

Stations on French Broad and main Tennessee rivers..................... 124

French Broad River at Rosman, N. C............................... 124

French Broad River at Asheville, N. 0............................. 126

Tennessee River at Knoxville, Tenn............................... 127

Tennessee River at Chattanooga, Tenn.............................. 131

Stations on tributaries of French Broad River............................ 133

Davidson River near Davidson River, N. C......................... 133

North Fork of Mills River at Pinkbed, N. C......................... 134

South Fork of Mills River near Sitton, N. C.......................... 136

Swannanoa River at Swannanoa, N. C.............................. 137

Pigeon River at Canton, N. C...................................... 138

Pigeon River at Newport, Tenn.................................... 139
CONTENTS. 5

Tennessee River drainage basin Continued. Page.

Holston River drainage basin........................................... 142

Description........................................................ 142

South Fork of Holston River near Chilhowie, Va..................... 142

South Fork of Holston River at Bluff City, Tenn..................... 144

Holston River near Rogersville, Tenn................................ 147

Middle Fork of Holston River at Chilhowie, Va..................... 149

Little Tennessee River drainage basin................................... 153

Description........................................................ 153

Little Tennessee River near Franklin, N. C................... i.... 153

Little Tennessee River near Judson, N. C........................... 155

Little Tennessee River near McGhee, Tenn.......................... 157

Cullasagee River at Cullasagee, N. C................................ 159

Nantahala River near Nantahala, N. C.............................. 161

Tuckasegee River near East Laport, N. C........................... 163

Tuckasegee River at Bryson, N. C................................. 165

Clinch River drainage basin................ t .......................... 166

Description........................................................ 166

Clinch River at Clinchport, Va.................................... 167

Hiwassee River drainage basin......................................... 170

Description........................................................ 170

Hiwassee River near Hayesville, N. C............................... 170

Hiwassee River at Murphy, N. C.................................... 172

Hiwassee River at Reliance, Tenn.................................. 175

Tusquitee Creek near Hayesville, N. C.............................. 177

Valley River at Tomotla, N. C...................................... 178

Ocoee River at Copperhill, Tenn ................................... 180

Miscellaneous measurements................................................ 183

Summaries of discharge per square mile...................................... 183

Index.................................................................... 185

ILLUSTRATIONS.

 Water Resources f~* «

PLATE I. Typical gaging stations: A, For bridge me 

measuremqnt....................

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

III. Discharge, area, and mean velocity 

Red House, N. Y...............

IV. New River near Gauley, W. Va

V. Little Wabash River at Carnii, 111.: A, Low water; B, High water.

VI. Cullasagee Falls, Cullasagee River, 3 miles northwest of Highlands,

N. C....................................................... 154
SURFACE WATER SUPPLY OF THE OHIO RIVER 

BASIN, 1909.

By A. H. HORTON, 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 gaging the streams and determining the water supply of the United States, and 

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

The various appropriations that have been made for this purpose 

are as follows:

Annual appropriations for the fiscal year ending June 30 

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

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

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

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

1.903 to 1906, inclusive...................1........................... 200,000

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

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

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

7
8 SURFACE WATEE SUPPLY, 1909, PAET III. 

SCOPE OF INVESTIGATIONS.

These investigations of stream flow 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 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.
OHIO RIVER BASIN. 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 manyfold. 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 the
10 SURFACE WATER SUPPLY, 1909, PART III.

drainage of a large area into any particular channel results in so 

gorging that channel with water 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 rivers.

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 

have varied greatly. For the purpose of uniformity in the presentation of reports a general plan has been agreed upon by the United 

States Reclamation Service, the United States Forest Service, the 

United States Weather Bureau, and the United States Geological 

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

divided into 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 basin.

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.
OHIO RIVER BASIN. 11

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

[Ann.=Annual Report; B.= Bulletin; W. S.= Water-Supply Paper.]

Report.

llth Ann., pt. 2........

12th Ann., pt. 2........

13th Ann., pt. 3........

B. 131.... ..............

16th Ann., pt. 2. .......

B. 140.... ..............

W. S. 11.. .............

18th Ann., pt. 4........

W.S. 15.... ...........

W.S. 16.. .............

19th Ann., pt. 4........

W.S. 27...............

W.S. 28. ..............

W. S. 35 to 39. .........

21st Ann., pt. 4........

W.S. 47 to 52. .........

W.S. 65,66............

W.S. 75.. .............

W. S. 82 to 85..........

W.S. 97 to 100. ........

W.S. 124 to 135. .......

W. S. 165 to 178. .......

W.S. 201 to 214. .......

W.S. 241 to 252. .......

W.S. 261 to 272. .......

Character of data.

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

discharge (also many data covering earlier years).

(also similar data for earlier years).

States, eastern Mississippi River, and Missouri River above 

junction with Kansas.

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

Descriptions, measurements, ratings, and monthly discharge

(also some long-time records).

eastern Mississippi River, and Missouri River.

western United States.

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

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

Year.

1884 to Sept.,

1890.

1891. 

1884 to Dec. 31,

1892.

1893. 

1893 and 1894.

 1895.

1895 and 1896.

1897.

1897.

1897.

1898.

1898.

1898.

1899.

1899.

1900.

1901.

1901.

1902.

1903.

1904.

1905.

1906.

1907-8.

1909.

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

The records at most of the stations discussed in these reports 

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

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

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

numbers of the papers on surface water supply published from 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 Eiver 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 SURFACE WATER SUPPLY, 1909, PART III.

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,

Susquehanna River 

to York River, inJames River, to Yadkin River, incluSantee River to 

Pearl River, inSt. Lawrence River .....

Mississippi River:

Upper Mississippi

Lower Mississippi

Western Gulf of Mexico . 

Pacific coast and Great 

Basin:

South Pacific coast 

to Klamath River,

North Pacific coast. .

1899.o

35

Vi

35

(35), 36

3fi

36

36

| 36

(36), 37

} »

37 

(37), 38

38,(39)

(38), 39

38

1900.6

47 

47,(48)

48

48

48

49

48,(49)

49

49,(50)

50

50

CA

51

51

1901.

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

00

82

(82), 83

83

(82), 83 

85

83

84

}(83),84

84

oc

85

85

85

1903.

97 

97

97

/ Q7\ no

98

97 

100

98

98, (99)

99

(98), 99

99 

100

100

100

100

1904.

124 

125

126

126

127

129 

130

128

128, 

(130)

130,

(131) 

(128), 

131

132 

1 133,

} C '$ 

1 idd,

I (134) 

134

135

1905.

165 

166

167

167

168

170 

171

169 }. 

| 172

(169), 

173

174 

175,

(177) 

176,

(177) 

177

1(177), 

\ 178

1906.

201 

202

203

203

204

206 

207

205

207

208

(205), 

209

210 

211,

(213) 

212,

(213) 

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

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

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

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

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

No.

35 

36 

37 

38 

39 

48 

49 

50

65 

82

83 

97 

98 

99 

128 

130 

131

134 

169

177

205 

213

251 

271

River basin.

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

\Great Basin. ......................

INorth Pacific coast.. . .............

Tributaries included.

Gallatin. 

Green, Gunnison, Grand above junction with Gunnison. 

Except Kings and Kern. 

Mohave. 

Wissahickon and Schuylkill. 

Scioto. 

Loup and Platte near Columbus, Nebr. All tributaries below 

junction with Platte. 

Yazoo.

Lake Ontario, tributaries to St. Lawrence River proper. 

Yazoo.

Do. 

Tributaries from the west. 

Yazoo. 

Tributaries from the west. 

Platte, Kansas. 

Data near Yuma, Ariz., repeated. 

Susan, Owens, Mohave. 

Yazoo. 

Below junction with Gila. 

Susan repeated, Owens, Mohave. 

Rogue, Umpqua, Siletz. 

Yazoo, Homochitto. 

Data at Hardyville repeated; at Yuma, Salton Sea. 

Owens, Mohave. 

Yuma and Salton Sea stations repeated. 

Owens River basin.
OHIO RIVER BASIN. 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 

Kiver, 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.

"Kun-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 SUEFAOE WATER SUPPLY, 1909, PART III.

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 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 0.3.048 meter. 

1 mile equals 1.60935 kilometers. 

1 mile equals 5,280 feet. 

1 acre equals 0.4047 hectare. 

1 acre equals 43,560 square feet. 

1 acre equals 209 feet square, nearly. 

1 square mile equals 2.59 square kilometers. 

1 cubic foot equals 0.0283 cubic meter. 

1 cubic foot equals 7.48 gallons. 

1 cubic foot of water weighs 62.5 pounds. 

1 cubic meter per minute equals 0.5886 second-foot. 

1 horsepower equals 550'foot-pounds per second. 

1 horsepower equals 76 kilogram-meters per second. 

1 horsepower equals 746 watts. 

1 horsepower equals 1 second-foot falling 8.80 feet. 

1J horsepower equals about 1 kilowatt. 

To calculate water power quickly: Sec --ft- Xfall igjggt=net horsepower on water

wheel realizing 80 per cent of theoretical power.
OHIO RIVER BASIN. 15 

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 corrections to the 

gage heights are known and applied. Attention is called to the fact 

that the zero of the gage is placed at an arbitrary datum and has no 

relation to zero flow or the bottom of the river. In general, the zero 

is located somewhat below the lowest known flow, so that negative 

readings shall not occur.

The discharge measurements and gage heights are the base data 

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

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

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

heights and daily discharges for the purpose of verifying the published results as follows.
16 SURFACE WATER SUPPLY, 1909, PART III.

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 abscissae. Then tabulate a number 

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

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

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

curve used and will lie among the plotted discharge measurements. 

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

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

These values should be so adjusted that the first differences shall 

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

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

corresponding to the observed gage heights as determined from the 

rating tables.

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

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

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

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

water surface was at crest height and the corresponding discharge 

consequently larger than given in this column. Likewise, in the 

column of "Minimum" the quantity given is the mean flow for the 

day when the mean gage height was lowest. The column headed 

"Mean" is the average flow 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. 

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
OHIO RIVER, BASIN. 17

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, however, 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 

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

oThe 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. It can, however, be consulted at most of the larger libraries of the country or it can be 

obtained from the Superintendent of Documents, Washington, D. C., at a cost of 20 cents. Remittances 

must be made by postal monev order, express order, or New York draft.

67443° WSP 263 11 2
18 SURFACE WATER SUPPLY, 1909, PART III.

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 currentmeter 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 cost of a cable equipment. Rough, permanent sections, if 

measurements are properly made by experienced engineers, taking 

measuring points at a distance apart of 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 channel width, 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 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."

<* For a discussion of methods of computing the discharge of a stream see Engineering News, June 25, 

1908.
W. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 263 PLATE

A. FOR BRIDGE MEASUREMENT.

K. FOR WADING MEASUREMENT.

TYPICAL GAGING STATIONS.
OHIO RIVER BASIN. 19

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.0

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.6

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 PL I, B.} Briefly, 

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

revolves on a conical hardened steel point when immersed in moving 

water. The revolutions are 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 for each run. From these data a rating table is 

prepared which gives the velocity per second of moving water for

a 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.

6 See Hoyt, J. C., and others, Use and care of the current meter as practiced by the U. S. Geological 

Survey: Trans. Am. Soc. Civil Eng., vol. 66,1910, p. 70.
20 SURFACE WATER SUPPLY, 1909, PART III.

any number of revolutions in a given time interval. The ratio of 

revolutions per second to velocity of flow in feet per second is very 

nearly a constant for all speeds 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 carve 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 PI. 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 multiplepoint method gives the mean velocity very closely for open-water 

conditions and that in a completed measurement it 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.

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
U. S. GEOLOGICAL SURVEY

SMALL PRICE CURRENT METERS.
OHIO RXVEB BASIN. 21

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

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

a For information in regard to flow tinder ice cover, see Water-Supply Paper U. S. Geol. Survey No. 187.
22 SURFACE WATER SUPPLY, 1909, PAET III.

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. (See p. 17.) 

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 generally more or less 

parabolic in form. For many stations 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 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; (&) 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 

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. 

For examples of this class see stations of the North Atlantic coast 

drainage basins.

Class 2 is confined mainly to stations on rough mountainous streams 

with steep slopes. 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
OHIO BlvlB BASIN. 23

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 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 cur- > 

rent 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 a change caused by high stage is 

followed by a relatively constant condition of flow 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 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 or near the 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
24 SURFACE WATER SUPPLY, 1909, PART III.

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

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

rarely exist.

(&) In 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) If a uniform change occurs 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 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 of an oscillating character at low or medium stages 

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. For examples see stations 

of the south Atlantic coast and eastern Gulf of Mexico drainage 

basins.

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
OHIO RIVEB BASIN.

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 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 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 whenever 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 

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
26 SURFACE WATER SUPPLY, 1906, PART in.

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 discharge table. For the rating tables "well denned" indicates in general that the rating is probably accurate within 5 per cent; "fairly 

well denned," within 10 per cent; " poorly denned" or "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
OHIO RIVER BASIN. 27

this column A indicates that the mean monthly now 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, but also for the 

express purpose of giving to any engineer the opportunity of examining the computed results and of changing and adjusting them as may 

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

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

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

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

year nearly always throw new light on data already collected and 

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

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

who makes serious use of the 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.

The daily discharges are published to allow a more detailed study 

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

COOPERATIVE DATA.

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

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

Many stations throughout the country are maintained for specific 

purposes by private parties who supply the records gratuitously to 

the United States Geological Survey for publication. When such 

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

values of accuracy are given. Records clearly 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
28 SURFACE WATER SUPPLY, 1909, PART til.

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.

For assistance rendered and records furnished special acknowledgment is due to members of the United States Corps of Engineers, the 

United States Weather Bureau, the Water Supply Commission of 

Pennsylvania, the North Carolina Geological Survey, and to F. W. 

Scheidenhelm. The State of Illinois has paid for the stream-gaging 

work in that State, the appropriation therefor being in charge of the 

Internal Improvement Commission, Isham Kandolph, chairman.

DIVISION OF WORK.

The field data for Allegheny Kiver at Ked House, N. Y., have been 

collected under the direction of C. C. Covert, district engineer, 

assisted by W. G. Hoyt.

The field data for the Ohio Kiver drainage basin, with the exception of Allegheny Kiver at Red House, N. Y. ; and for the Tennessee 

River drainage basin have been collected under the direction of A. 

H. Horton, district engineer, assisted by H. J. Jackson, W. M. 

O'Neill, G. L. Parker, R. J. Taylor, and Max Chapman. Stations 

in Pennsylvania are now maintained and the stream-flow data collected by the Water Supply Commission of Pennsylvania.

The field data in the Tennessee River drainage basin have been 

collected under the direction of M. R. 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, A. H. Horton, R. H. Bolster, and F. F. 

Henshaw. The computations and preparation of the completed data 

for publication were made under the direction of R. H. Bolster, assistant engineer, by F. F. Henshaw, R. C. Rice, G. C. Stevens, H. D. 

Padgett, J. G. Mathers, E. H. Swett, B. E. Jones, and M. I. Walters. 

The report has been edited by Mrs. B. D. Wood.

GENERAL DESCRIPTION OF OHIO RIVER DRAINAGE

BASIN.

The drainage basin of Ohio River lies in the central part of the 

eastern half of the United States. The river is formed by the union 

of Allegheny and Monongahela rivers at Pittsburg, Pa., and flows in 

a general southwesterly direction to its junction with the Mississippi 

at Cairo, 111. The principal tributaries below Pittsburg from the 

north and west are Beaver, Muskingum, Scioto, Miami, and Wabash
OHIO RIVER BASIN. 29

rivers; those from the south and east are Monongahela, Little Kanawha, Kanawha, Guyandotte, Big Sandy, Licking, Kentucky, Green, 

Cumberland, and Tennessee rivers. The total length of the river is 

967 miles; the total drainage area is about 210,000 square miles.

The drainage basin of Ohio River comprises greater or less areas 

in the States of New York, Pennsylvania, Maryland, West Virginia, 

Virginia, North Carolina, Georgia, Alabama, Tennessee, Kentucky, 

Ohio, Indiana, and Illinois. Its northern boundaries are about 40 

miles south of Buffalo, N. Y., its southern boundaries are within 300 

miles of the Gulf of Mexico, and its eastern boundaries are about 225 

miles from the Atlantic Ocean. The sources of the tributaries from 

the north lie in the glaciated area; those of the southern tributaries 

are located on the steep and rocky slopes of the western side of the 

Appalachian Mountains.

The topography of the basin varies from flat and rolling in the 

western and northern portions to rough and mountainous in the 

southern and eastern sections. In general the rock floor of the valley 

is 30 to 50 feet below the level of the stream at low water. Between 

Evansville, Ind., and Shawneetown, 111., its level is 65 or 75 feet 

below the stream. It is thought that in the whole length of the 

valley no rock barrier crosses its entire width at a level as high as the 

bed of the present stream. In several places rock shelves extend 

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

the passage of boats along the opposite bank. At Letart Falls the 

rock dips toward the east bank sufficiently to allow boats to pass 

when the rock of the western part of the stream bed is above the 

water surface. Well data indicate that this descent continues eastward beneath the bottom lands to a level as low as in the neighboring 

parts of the channel. Near Ravenswood, W. Va., rocky reefs are 

exposed at low water fully halfway across the stream bed, but wells 

on the bottom lands near the village show the rock floor to be at 

least 25 feet below the stream at low water. At Louisville wells and 

bridge soundings indicate that a channel 25 feet or more lower than 

the present surface at the head of the rapids leads south-westward 

from near the south end of the Jeffersonville bridge a short distance 

and then turns westward, passing through the city. Thus a buried 

channel apparently occurs at the side of each of the three most 

conspicuous rock reefs touched by the stream.

Notwithstanding the great number of riffles and shoals, the Ohio 

is generally navigable throughout the entire season for boats drawing 

less than 3 feet of water. It is navigable for vessels drawing 6 

feet of water during a few months of the early part of the season, but 

there is usually little traffic with such boats after July. The canal 

.at Louisville affords opportunity for passing around the rapids during 

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

the rapids.
30 SURFACE WATEB SUPPLY, 1909, PART III.

The narrowness of the valley of Ohio Eiver has been a subject 

of remark from the early days of settlement. At very few places 

between Pittsburg and Louisville does its width exceed 2 miles, and 

usually it is scarcely more than 1 mile wide. In the vicinity of Louisville its width is perhaps 4 miles, but below the mouth of Salt River 

it narrows abruptly to about 1 mile, and remains narrow for nearly 

100 miles. Beyond this narrow stretch it broadens out to a width of 

6 or 8 miles, which it maintains for much of its course to Cairo, the 

only exception as it passes the elevated ridge below Shawneetown, 

where its width is reduced to about 2J miles.

The depth of the valley ranges from about 600 feet down to scarcely 

100 feet, being greatest on the border of the "panhandle" of West 

Virginia and least in the lower portion of its course. Its depth seldom 

falls below 300 feet in the portion above Louisville and probably averages 450 feet. The narrow portion below Louisville is about 300 feet 

deep. The broad portions at Louisville and in the lower parts of its 

course are but 100 to 150 feet deep. The work of the river in excavating its narrow valley through the elevated districts is apparently 

commensurate with that accomplished in eroding the wide valley in the 

low districts, but the stream has accomplished less than it should 

have in the time since the beginning of development of the drainage 

lines far less in proportion to its size than has been achieved by the 

small tributaries that enter it from southern Indiana. The explanation of this meager amount of work is found in the enlargement of 

Ohio River in recent times. Investigations now in progress indicate 

that several independent drainage lines which formerly led northward 

from the Appalachian Mountains across southwestern New York, 

northwestern Pennsylvania, and Ohio into the Lake Erie basin have 

been united to form the present Ohio. The full extent of these 

changes is not yet determined, nor have all of the outlets for the old 

river systems been satisfactorily traced; but enough is known to 

justify the statement that the small size of the valley of the Ohio is 

attributable to the geologically recent union of the several independent 

drainage systems.

Between Pittsburg and Wheeling the bed of the river is composed 

of coarse gravel and bowlders and in places rock. Below Wheeling 

the gravel becomes finer, the bowlders are fewer, and bars of river 

sand appear. Below the mouth of the Kanawha the bed of the river 

becomes more distinctively sandy, although there are some gravel bars 

above Louisville.

The average width between banks does not increase materially 

from Pittsburg to Cincinnati. In the long pool above the falls of the 

Ohio at Louisville the average width is much greater than that above 

Cincinnati, while just below the falls there is a considerable narrowing.. 

Below this the average width continues to increase toward the mouth
OHIO RIVER BASIN. 31

of the river. The maximum width between banks is found about 

20 miles above the mouth, where it is considerably more than a 

mile. There are many islands in the river more than 50 above 

Louisville and about 30 below ranging in size from a few acres to 

5,000 acres. Many of them are cultivated and all are practically 

permanent in position.

The river presents an interesting series of shoals and riffles separated by pools in which the water is deeper and the fall very low. 

The summary of the profile made by the Army engineers shows 187 

pools with over 7 feet depth at low water, extending over 632.5 miles. 

Of these pools 127 are above Louisville and 60 are below Louisville.

On the borders of Ohio the riffles (103 in number) cover an aggregate length of 137 miles and have a total fall of 170 feet. The pools, 

with a length of 309 miles, have a fall of 64 feet, or but 2.5 inches per 

mile. The greatest fall noted for a single mile on the border of Ohio 

is 3.2 feet at Letart Falls, Meigs County. There are 11 riffles with a 

descent exceeding 2 feet per mile. The least fall reported is 8 to 15 

miles below Cincinnati, where a pool 7 miles long has a fall of but 3.5 

inches; and another pool with a fall about as low is 23 to 30 miles 

above Cincinnati. These two are the most conspicuous pools in this 

section of the Ohio.

On the borders of Indiana, aside from the Louisville rapids, there 

are 55 riffles showing a total fall of 80.28 feet in stretches aggregating 

134.5 miles. At the Louisville rapids there is a fall of 23.09 feet in 

2.25 miles. There is left but 18.13 feet for the fall of the stream 

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

The elevation of normal low water at Davis Island dam at Pittsburg 

is 692 feet, and low-water elevation at Cairo is 273 feet a total fall 

of 419 feet, or an average fall of about 0.43 feet to the mile.

The northern-and western portions of the drainage basin is deforested ; the southern and eastern portions may be called partly forested, 

as large areas in the Appalachian Mountains at the sources of some 

of the southern tributaries are still covered with a heavy growth of 

trees; as the tributaries are descended the cleared areas increase 

until the forested area is small.

The mean annual rainfall in the basin is about 45 inches, ranging 

from 35 inches along its northern boundary to 70 inches in the 

southeastern part at the sources of Tennessee River. The winters 

in general are mild; ice does not form very thick on some tributaries hardly at all; the snowfall is light and does not last long. In 

the region about the headwaters of Allegheny River, however, the 

winters are severe.

The basin affords many opportunities for storage, especially on the 

southern tributaries. From topograpjiic maps covering part of the 

drainage area of the Ohio a large number of reservoir sites were
32 SURFACE WATER SUPPLY, 1909, PART III.

located, some of them of enormous capacity. Careful surveys would 

undoubtedly show many suitable sites for dams that would impound 

large reservoirs above them.

In quantity of discharge Ohio River is the main tributary of the 

Mississippi. Its mean annual discharge is about 300,000 cubic feet 

per second, which is much more than the discharge of St. Lawrence 

River at Ogdensburg, N. Y., although the drainage area of the St. 

Lawrence is nearly twice that of the Ohio. The maximum flow of 

the Ohio is approximately 1,500,000 cubic feet per second about 

30 times the low-water flow. A comparison of records of flow of 

Ohio River with those of the upper Mississippi and Missouri shows 

that although its drainage area is one-third that of the combined 

Mississippi and Missouri its mean and low water flow is 1.3 times as 

great as their combined flow, and its maximum flow is 1.5 times as 

great. This fact is accounted for by the greater rainfall in the Ohio 

basin and by the general character of the region.

Navigation in the Ohio is stopped not only by low stages of the 

river but also occasionally by ice for periods averaging ten to twelve 

days a year. Sometimes the ice forms and passes off without occasioning great loss; sometimes there may be more than one serious 

break-up during the same winter.

The United States Weather Bureau and the Army Engineer Corps 

have maintained a number of gages on Ohio River at various places. 

Measurements have been made by the engineers of the United States 

Geological Survey on Ohio River at Wheeling, W. Va., Marietta, and 

Cincinnati, Ohio, and Evansville, Ind.

GAGING STATIONS MAINTAINED IN OHIO RIVER BASIN.

The following list comprises the gaging stations maintained in 

Ohio River basin by the United States Geological Survey and cooperative parties. The stations are arranged by river basins, in downstream order, as explained on page 13, tributaries being indicated 

by indention. Data for these stations have been published in the 

reports listed in tables on pages 11 and 12.

Allegheny River at Red House, N. Y., 1903-1909. 

Allegheny River at Kittanning, Pa., 1904-1909. 

Ohio River:

Conewango Creek 

Chautauqua Lake outlet (Chadakoin River) near Jamestown, N. Y.,

1895.

Chadakoin River near Jamestown, N. Y., 1904-5. 

Kiskiminitas River at Avonmore, Pa., 1907-1909. 

Kiskiminitas River at Salina, Pa., 1904-1906.

Blacklick Creek at Blacklick, Pa., 1904-1909. 

Tygart River at Belington, W. Va., 1907-1909. 

Tygart River at Fetterman, W, Va,, 1907-1909.
OHIO EIVEE BASIN. 33

Ohio River Continued.

Monongahela River at Lock No. 4, Pa., 1886-1906. Flood stage record 

only.

Buckhannon River at Hall, W. Va., 1907-1909.

West Fork River at Enterprise, W. Va., 1907-1909.

Buffalo Creek at Barrackville, W. Va., 1907-8.

Cheat River at Morgantown, W. Va.,' 1899-1900- 1902-1905; 1908-9.

Youghiogheny River at Friendsville, Md., 1898-1904.

Youghiogheny River at Confluence, Pa., 1904-1909. ' 

Casselman River at Confluence, Pa., 1904-1909. 

Laurel Hill Creek at Confluence, Pa., 1904-1909. 

Indian Creek in Westmoreland County, Pa., 1892-3. 

Mahoning River at Youngstown, Ohio, 1903-1906. 

Cross Creek near Mingo Junction, Ohio, 1903. 

McMahon River at Steel, Ohio, 1903. 

Muskingum River at Zanesville, 0. Jo, 1905-1909.°

Licking River at Pleasant Valley. Ohio, 1902-1906.

Jonathan Creek at Powells, Ohio, 1902-3. 

New River (South Fork) at New River, N. C., 1900-1901. 

New River (South Fork) near Grumpier, N. C., 1908-9. 

New River at Oldtown, Va., 1900-1903. 

New River near Grayson, Va., 1908-9. 

New River at Radford, Va., 1898-1909. 

New River at Fayette, W. Va., 1895-1904, 1908-9..

New River (North Fork) at Weaversford, N. C., 1900-1901.

New River (North Fork) near Grumpier, N. C., 1908-9.

Reed Creek at Grahams Forge, Va., 1908-9.

Big Reed Island Creek near Allisonia, Va., 1908-9.

Little River near Copper Valley, Va., 1908-9.

Walker Creek at Staff or dsville, Va., 1908-9.

Wolf Creek near Narrows, Va., 1908-9.

Bluestone River at Lilly, W. Va., 1908-9.

Greenbrier River near Marlinton, W. Va., 1908-9.

Greenbrier River at Alderson, W. Va., 1895, 1908-9.

Gauley River at Allingdale^ W. Va., 1908-9.

Gauley River near Summersville, W. Va., 1908-9.

Gauley River at Belva, W. Va., 1908-9.

Cherry River at Richwood, W. Va., 1908-9. 

Meadow River near Russellville, W. Va., 1908-9.

Elk River at Webster Springs, W. Va., 1908-9.

Elk River at Gassaway, W. Va., 1908-9.

Elk River.at Clendennin, W. Va., 1908-9.

Coal River at Brushton, W. Va., 1908-9.

Coal River at Tornado, W. Va., 1908-9.

Pocotaligo River at Sissonville, W. Va., 1908-9. 

Scioto River near Columbus, Ohio, 1898-1906.

Olentangy River near Columbus, Ohio, 1898-1905. 

Little Miami River at Loveland, Ohio, 1906. 

Little Miami River near Morrow, Ohio, 1903. 

Miami River at Dayton, Ohio, 1905-1907.

Mad River near Springfield, Ohio, 1904-1906.

a In House Doc. 2/8, 54th Cong., 1st sess., 1896, pp. 41-43, Lieut. Col. H. M. Chittenden, U. S. Engineer 

Corps, gives the discharge of the Muskingum at Zanesville from December 1,1887, to November 30,1895.

67443° WSP 263 11 3
34 SURFACE WATER SUPPLY,, 1909,, PART III.

Ohio River Continued.

Kentucky River at Frankfort, Ky., 1905-6. 

Dicks River near Danville, Ky., 1905. 

Salt River (Rolling Fork) at New Haven, Ky., 1905-6. 

Wabash River at Logansport, Ind., 1903-1906. 

Wabash River at La Fayette, Ind., 1901-1903. 

Wabash River at Terre Haute, Ind., 1902-3 and 1905-6. 

Wabash River at Mount Carmel, Ind., 1884-1909 (gage height records by 

United States Weather Bureau). 

Tippecanoe River at Delphi, Ind., 1903-1906, 1908". 

Embarrass River near Oakland, 111., 1909. 

Embarrass River at St. Marie, 111., 1909.

West Branch of White River at Indianapolis, Ind., 1904-1906. 

Eel River at Cataract, Ind., 1903-1906.

East Branch of White River at Shoals, Ind., 1903-1906, 1909. 

Little Wabash River at Clay City, 111., 1909. 

Little Wabash River at Golden Gate, 111., 1909. 

Little Wabash River at Carmi, 111., 1909. 

Skillet Fork at Wayne City, 111., 1909. 

Skillet Fork at Mill Shoals, 111., 1909. 

Cumberland Riverv at Nashville, Tenn., 1901-1904. 

French Broad River at Rosman, N. C., 1907-1909.. 

French Broad River at Horseshoe, N. C., 1904-1906. 

French Broad River at Asheville, N. C., 1895-1909. 

French Broad River at Newport, Tenn., 1900-1905, 1907. 

Tennessee River at Knoxville, Tenn., 1899-1909. 

Tennessee River at Chattanooga, Tenn., 1895-1909.

Davidson River near Davidson River, N. C., 1904-1909.

Little River at Calhoun, N. C., 1907-8.

Mills River (North Fork) at Pinkbed, N. C., 1904-1909.

Mills River (South Fork) near Sitton, N. C., 1904-1909. 

Mud Creek at Naples, N. C., 1907. 

Swannanoa River at Swannanoa, N. C., 1907-1909. 

Swannanoa River at Biltmore, N. C., 1905. 

Ivy River at Democrat, N. C., 1907. 

Pigeon River at Canton, N. C., 1907-1909. 

Pigeon River at Newport, Tenn., 1900-1909. 

Nolichucky River at Chucky Valley, Tenn., 1900-1901. 

Nolichucky River at Greenville, Tenn., 1903-1908. 

North Toe River at "Spruce Pine, N. C., 1907-8. 

Holston River (South Fork) near Chilhowie, Va., 1907-1909. 

Holston River (South Fork) at Bluff City, Tenn., 1900-1909. 

Holston River near Rogersville, Tenn., 1904-1909.

Holston River (Middle Fork) at Chilhowie, Va., 1907-1909. 

Roan Creek at Butler, Tenn, 1900-1901. 

Watauga River at Butler, Tenn., 1900-1901. 

Watauga River near Elizabethton, Tenn., 1903-1908. 

Elk Creek at Lineback, Tenn., 1900-1901. 

Doe River at Elizabethton, Tenn., 1907-8. 

Holston River (North Fork) at Saltville, Va., 1907-8. 

Little Tennessee River at Franklin, N. C., 1907-8. 

Little Tennessee River at Judson, N. C., 1896-1909. 

Little Tennessee River at McGhee, Tenn., 1905-1909. 

Cullasagee River at Cullasagee, N. C., 1907-1909.
OHIO KIVEB. BASIN. 35

Ohio River Continued.

Tennessee River Continued.

Nantahala River near Nantahala, N. C., 1907-1909. 

Tuckasegee River near East Laport, N. C., 1907-1909. 

Tuckasegee River at Bryson, N. C., 1896-1909. 

Scotts Creek near Dillsboro, N. C., 1907-8. 

Oconalufty River near Cherokee, N. C., 1907-8. 

Cheoah River at Millsaps, N. C., 1907-8. 

Clinch River at Clinchport, Va., 1907-1909. 

Hiwassee River near Hayesville, N. C., 1907-1909. 

Hiwassee River at Murphy, N. C., 1896-1909. 

Hiwassee River at Reliance, Tenn., 1900-1909. 

Hiwassee River at Charlestown, Tenn., 1899-1901, 1903. 

Tusquitee Creek near Hayesville, N. C., 1907-1909. 

Valley River at Tomotla, N. C., 1904-1909. 

Nottely River at Ranger, N. C., 1901-1905.. 

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

Toccoa River at Blueridge, Ga., 1899-1903. 

Ocoee River at McCays (Copper Hill), Tenn., 1903-1909. 

Elk Creek near Elkmont, Ala., 1904-1908. 

Duck River at Columbia, Tenn., 1904-1908. 

ALLEGHENY RIVER DRAINAGE BASIN.

DESCRIPTION.

Allegheny River drains the western slopes of the Allegheny Mountains in Pennsylvania and New York.

The river rises in the central part of Potter County, in northern 

Pennsylvania, flows in a general northwesterly direction into New 

York to about the central part of Cattaraugus County, where it turns 

and flows southwestward back into Pennsylvania; at Franklin, in 

Venango County, it turns and flows southeastward to the mouth of 

Mahoning Creek, in Armstrong County, where it again bends to the 

southwest, and at Pittsburg joins the Monongahela to form the Ohio. 

The river is about 290 miles long (map measurement) and its drainage area, which is nearly 50 per cent greater than that of the Monongahela, comprises about 11,100 square miles.

The important tributaries, beginning at the source and following 

down the right bank, are Oswayo, Olean, Conewango, Brokenstraw, 

Oil, and French creeks; on the left bank are Potato, Tunugwant, and 

Tionesta creeks, Clarion River, Red Bank, Mahoning, and Crooked 

creeks, and Kiskiminitas River.

The elevation of the sources of the river is about 2,500 feet above 

sea level; at Olean, N. Y., the elevation is 1,420 feet; at Franklin, 

Pa., the elevation is 960 feet; at Pittsburg, the elevation is 692 feet.

The basin is somewhat regular in shape, being about 2J times as 

long as it is wide. Its northwestern boundary is at one point about 

8 miles from Lake Erie, lying within about 40 miles of Buffalo. 

Below Franklin, Pa., the river flows near the western boundary of its
36 SURFACE WATER SUPPLY, 1909, PART III.

basin. The surrounding country is made up of high hills or mountains separated by deep valleys, but west of the main river the country 

is less mountainous though the surface is still rolling and hilly.

The bed of the stream is composed chiefly of gravel ranging in size 

from small pebbles to cobblestones. The banks are made up of sand, 

gravel, or clay. The area is underlain, by shales, and except in stream 

valleys the soil has little depth.

This basin is exceptionally rich in natural resources, coal, oil, gas, 

limestone, glass sand, and building stones occurring in abundance.

This basin was at one time covered with timber, the principal 

varieties being pine and hemlock. At present, however, only light 

forests and brush are found at the headwaters of the tributaries, the 

pine and hemlock having been cut off some time ago.

The mean annual rainfall in this region is about 40 inches and the 

winters are severe. Snowfall is heavy in the upper part of the basin 

and lasts for long periods, and ice forms to a thickness of about 2 feet. 

The heavy ice during the spring floods is very destructive. Jams 

frequently occur which cause considerable damage from backwater.

The basin affords, good opportunities for storage reservoirs. Careful surveys would undoubtedly show a number of excellent sites for 

reservoirs of large capacity.

Allegheny River is subject to very severe floods, which cause heavy 

losses to manufacturing and other interests along the river.

The river is navigable for part of the year for small steamers to 

Franklin, 123 miles above the mouth.

The fall of the main river and tributaries is comparatively large 

and if the stream were in a district where fuels were more expensive, 

it would undoubtedly be much used for power. When the price of 

coal advances so that water power can compete with steam, the water 

power on this stream will be more extensively developed.

The Cuba reservoir, which feeds the Erie Canal through Genesee 

River, lies on the divide between the Allegheny and Genesee drainage 

basins. Part of the overflow from this reservoir passes into the 

Allegheny and the rest into the Genesee.

ALLEGHENY RIVER AT RED HOUSE, N. Y.

This station, which is located at the Red House highway bridge, 

near the stations of the Erie and Pennsylvania railroads, about 

5 miles below Salamanca, N. Y., and nearly 13 miles above the point 

where the river leaves New York State, was established September 4, 

1903, to obtain general statistical data regarding the flow of the 

Allegheny, and is maintained in cooperation with the New York 

State engineer's department.

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

river through Olean Creek. This reservoir is located on the divide
U. 8. GEOLOGICAL SURVEY

MEASUREMENTS IN 1903 No. I

" l904Nos.2T03

" I9O5 " A " 19

 1906 No. 2O

» I9O7 " 21

" 1908 22

" I9O9 " 23

No. 23 made by wading

23 j |? 2 

AOTA ,M crM.AOT 

AREA IN SQUAR

IOOO 2OOO 

ZOOO 4OOO 6OOO 8OOO IOOOO I2OOO I4OOO I60OO I8OOO 20OOO 22.OOO 

DISCHARGE IN SECOND-FE

DISCHARGE, AREA, AND MEAN VELOCITY CURVES FOR ALLEGHEN
OHIO HIVE!

Gene see 

the

between Oil Creek, tributary to Alle 

The storage is commonly turned 

abandoned summit level of 

diverted into Oil Creek through 

canal. There are no lakes and no 

stream above the gaging station. 

Chautauqua Lake, enters the Allegh

The datum of the chain gage 

remained the same during the 

tions for obtaining the accurate 

rating curve has been developed, 

ditions usually prevail during the

Information in regard to this stat 

the state engineer and surveyor,

The following discharge measurement

August 18, 1909:a Width, 80 feet; area, 

charge, 271 second-feet.

gheny Kiver, and Genesee Kiver. 

into Genesee Kiver through the 

Valley canal, but may be 

guard lock at the head of the 

artificial storage tributary to the 

Conewango Creek, the outlet of 

eny in the State of Pennsylvania, 

attached to the highway bridge has 

maintenance of the station. Condidischarge are good, and an excellent 

[See PL III.) Moderate ice conwinter months.

on is contained in the reports of 

Sta,te of New York.

was made by C. C. Covert:

10 i square feet; gage height, 2.91 feet; disDaily gage height, in feet, of Allegheny

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

IE;

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

3.53

3.43

3.33

3.43

5.93

8.23

7.93

5.93

4.94

4.73

4.63

4.53

4.43

4.53

4.33

4.23

4.23

4.03

4.03

3.93

3.83

3.93

5.73

7.43

8.13

7.23

6.73

5.93

5.43

4.93

Feb.

4.33

4.23

4.13

5.43

6.13

8.03

7.53

6.73

5.93

5.63

5.63

5.13

4.93

4.93

5.43

8.13

7.53

6.83

7.13

7.33

6.73

6.33

6.73

8.78

9.63

8.93

8.33

7.83

Mar.

7.33

7.43

6.93

6.23

5.43

4.83

4.73

4.73

4.63

4.93

6.43

6.33

5.93

5.63

5.23

4.93

4.73

4.63

4.53

4.53

4.43

4.33

4.33

4.93

7.83

7.93

6.93

6.33

5.73

5.63

5.43

Apr.

5.33

5.13

4.93

5.73

5.53

5.43

5.73

5.93

6.83

6.13

5.53

5.33

5.33

6.13

6.73

6.03

5.53

5.43

5.33

6.03

6.43

6.13

5.83

5.63

5.33

5.43

5.43

5.43

5.33

10.73

May.

11.93

12.53

11.38

9.88

8.83

7.63

6.53

6.03

5.63

5.23

5.23

5.63

5.43

5.33

5.23

5.93

6.13

6.03

5.73

5.43

5.23

4.93

4.83

4.53

4.33

4.23

4.03

3.93

4.23

4.23

June.

4.13

3.93

3.83

3.83

3.93

5.53

5.83

5.43

5.23

5.33

5.73

5.33

5.03

A no

4.73

4 63

4 63

4.53

4 KQ

C 10

C no

5.03

4 93

4

70

4.63

4.33,

July.

3.93

3.83

3.73

3.73

3.63

3.63

3.53

3.43

3.33

3.33

3.23

3.13

3.03

3.03

9 0°.

2.93

2.83

2.83

2.83

2.93

2.93

3 no

3.13

3

OO

3.13

3.13

3.03

3 no

3.03

2 no

Aug.

2.93

2.93

2.93

2.83

2.83

2.83

2

00

2

OO

2.83

2.83

2.83

2.83

2.83

2.83

2.83

2.83

2.93

2.93

2.93

2.83

2.83

2

oq

2.83

2 CO

2.83

2.83

2.83

2.83

2

oq

2.83

2

00

Sept.

2.83

2.83

2.83

2.83

2.83

2.83

2.73

2.73

2.73

2.73

2.73

2.73

2.73

2

70

2.73

2.73

2.73

2.73

2.73

2.73

2

70

2.73

2

70

2.73

2.73

2

70

2.73

2

70

2.83

Oct.

2.83

2.83

2.73

2.73

3.73

2.73

2.73

2.73

2.73

2.73

2.93

3.73

S

CO

3.13

2 no

2.93

3.03

2.93

3.03

3,23

3.43

3.83

3.73

3.63

3.63

3.53

S

CO

3.43

3

00

3.33

3

00

Nov.

3.23

3.23

3.13

3.13

3.1'3

3.13

3.03

3.13

3.23

3.23

3.43

3.33

3.23

3.23

3.23

3.23

3.33

3.33

3.33

3.43

3.53

*r no

4.53

4 43

4.43

3.93

3 GO

3.83

S

CO

3.43

Dec.

3.33

3.33

3.23

3.2E

3.23

3.23

3.23

3.33

3.33

3.23

3.43

3.43

' 3.53

3.73

3.73

3.80

3.80

3 Of*

BASIN. 37

River at Red House, N. Y.,for 1909. 

[Ora A. Gates;, observer.]

a Measurement made at wading station one-half mile upstream.

NOTE. No ice notes obtained for January, February, and March. Probably the river at the gage was 

not affected much by ice during this period. Ice conditions from about December 16 to 31.
38 SURFACE WATER SUPPLY, 1909, PART III. 

Daily discharge, in second-feet, of Allegheny River at Red House, N. Y., 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.

900

788

685

788

5,460

13,200

12,000

5,460

3,000

2,600

2,420

2,250

2,090

2,250

1,940

1,790

1,790

1,510

3,510

1,380

1,250

1,380

4,910

12,800

9,500

7,870

5,460

4,140

2,980

2.250

Feb.

1,940

1,790

1,650

4,140

6,040

12,400

10,500

7,870

5,460

4,650

4,650

3,420

2,980

2,980

4,140

12,800

10,500

8,190

9,170

9,840

7,870

6,640

7,870

16, 200

13,700

Mar.

9,840

8,510

6,340

4,140

2,780

2,600

2,600

2,420

2,980-

6,940

6,640

5,460

3,650

2,980

2,600

2,250

2,250

2,090

1 940

1^940

2 980

8,510

6 640

4,910

4,650

4.140

Apr.

3,890

3 49ft

4,910

4,390

4 140

4,910

5,460

5,180

6,040

4,390

3 QQO

3,890

6,040

7,870

5,750

4,390

3,890

5,750

6,940

5,180

4 650

S

QQft

4 140

3,890

May.

31,300

28, 300

20,500

15,800

7,240

5,750

4,650

3,650

3,650

4,650

4,140

3 QQO

3,650

5,460

6,040

5,750

4,910

4,140

3,650

2,980

2,780

1 940

1,790

1,510

1,790

1,790

1.650

June.

1,650

1,380

1,250

1,250

1,380

4,390

5,180

4,140

3,650

3,890

4,910

3,890

3,200

3,420

2,980

2,600

2,420

2,420

2,250

2,250

2,600

3,420

3,420

3,200

3,200

2,980

2,600

1,940

1,650

July.

1,380

1,250

1,130

1,130

1,010

1,010

900

783

685

685

588

497

407

407

320

320

242

242

242-

320

320

407

497

588

497

497

497

407

407

407

320

Aug.

320

320

242

242

242

242

242

242

242

242

242

. 242

O/IO

242

242

320

320

320

242

242

242

242

242

242

242

242

242

242

242

Sept.

242

242

242

242

242

242

168

168

168

168

168

168

168

168

168

168

168

168

168

168

168

168

168

168

168

168

168

. 168

168

242

Oct.

242

242

168

168

168

168

168

168

168

168

320

1,130

900

497

320

320

407

320

407

588

788

1,250

1,130

1,010

1,010

900

900

788

685

685

685

Nov.

588

588

497

497

497

497

407

497

.588

588

788

685

588

588

588

588

685

685

' 685

788

900

1,380

2,250

1,380

1,380

1,250

900

788

Dec.

685

685

588

588

588

588

588

685

685

688

788

788

900

1,130

1,130

1000

800

700

700

600

600

500

500

500

500

450

400

400

400

NOTE. Open water conditions assumed January 1 to March 31. Daily discharges January 1 to December 

15 based on a well defined rating curve. Discharges December 16 to 31 estimated on the basis of the discharge from adjacent drainages.

Monthly discharge of Allegheny River at Red House, N. Y.,for 1909. 

[Drainage area, 1,640 square miles.]

Month.

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

Discharge in second-feet.

Maximum.

13, 200 

19,400 

12,000 

24,800 

34,600 

5,180 

1,380 

320 

242 

1,250 

2,250 

1,130

34, 600

Minimum.

685 

1,650 

1,940 

2,980 

1,380 

1,250 

242 

242 

168 

168 

407 

400

168

Mean.

4,080 

8,000 

4,960 

5,440 

7,500 

2,860 

593 

257 

185 

544 

877 

644

3,000

Per 

square 

mile.

2.49 

4.88 

3.02 

3.32 

4.57 

1.74 

.362 

.157 

.113 

.332 

.535 

.393

1.83

Run-off 

(depth in 

inches on 

drainage 

area).

2.87 

5.08 

3.48 

3.70 

5.27 

1.94 

.42 

.18 

.13 

.38 

.60 

.45

24.50

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

B. 

A. 

C.

ALLEGHENY RIVER AT KITTANNING, PA.

This station, which is located at the Market Street Bridge in the 

city of Kittanning, Pa., was established by the United States Geological Survey August 18, 1904, to obtain general comparative and 

statistical data regarding the flow of Allegheny Kiver for the study 

of flood prevention at Pittsburg and on Ohio River and for the determination of the regimen of flow for power and navigation projects and
OHIO BIVEE BASIN. 39

for the prevention of pollution. The station is now maintained by 

the Water Supply Commission of Pennsylvania, who have furnished 

the records of gage heights for 1909.

No important tributaries enter the Allegheny in the immediate 

vicinity of Kittanning. Crooked River enters from the east 4 miles 

below, and Kiskiminitas River enters from the east over 12 miles below the station.

The datum of the chain gage attached to the bridge has remained 

constant since the installation of the station.

The flow is obstructed by ice during short periods each winter. 

Conditions of flow are practically constant and an excellent low and 

medium stage rating curve has been developed. At high stages 

numerous measurements have been made. There is, however, a 

marked difference between the discharge at a given high gage height 

for rising and for falling stage, due to increase and decrease of slope. 

The difference at times amounts to as much as 15 per cent, and as the 

variation differs for each flood it is difficult to determine accurately 

the daily discharge at high stages.

No discharge measurements were made during 1909. The station 

was last inspected September 25, 1908. The accuracy of the daily 

and monthly discharges given in the following tables depends on the 

permanency of conditions of flow and of the elevation of the gage since 

that date:

Daily gage height, in feet, of Allegheny River at Kittanning, Pa., for 1909.

Day.

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

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

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.

4.9

5.2

6.7

9.5

11.4

13.5

13.1

10.3

8.2

7.7

7.3

6.1

5.7

5.3

5.3

5.5

5.8

5.5

5.2

5.0

4.6

6.3

8.1

13.7

 15.0

12.3

10.8

8.7

7.9

7.2

6.4

Feb.

5.8

5.0

4.2

4.6

6.2

8.3

10.7

10.8

9.7

8.6

8.1

7.7

7.6

8.4

12.2

17.05

15.95

12.5

10.5

10.4

11.9

11.3

9.9

10.1

12.85

14.35

13.1

1>.4

Mar.

9.9

9.5

8 9

9.4

8.9

7.7

7.3

7.6

8.1

10.3

11.7

10.7

10.3

9.2

8.3

7.7

7.1

6.8

6.4

6.3

6.2

5.8

5.6

6.3

7.6

8.5

10.4

9.9

9.4

8.7

8.1

Apr.

7.5

7.2

7.1

7.0

7.0

7.1

8.7

8.6

8.1

7.9

7.6

7.5

7.6

8 9

9.9

10.9

9.2

8.4

7.7

7.6

7.6

7.9

8.1

8.2

7.2

6.8

6.3

6.2

6.15

21.3

May.

22.8

20.85

18.15

16.9

14.3

11.7

10.3

8.0

7.9

7.6

7.3

6.8

6.6

6.5

6.9

7.5

7.2

7.0

6.6

6.0

5.6

5.2

5.0

4.7

4.4

4.3

4.5

4.8

4.8

4.7

June.

4.6

4 9

4.0

4.2

6.0

6.5

7.1

7.1

7.2

7.1

7.2

7.2

6 9

6.5

5.3

4.8

4 9

4.3

3.7

4.5

4.9

5.3

5.1

5

0

6 9

5.7

5.1

July.

4.6

4.2

3.7

3.3

3.2

3.2

3.1

3.1

3.0

3.1

3.0

2.8

2.6

2

K

2.3

2 9

2.4

2.7

2.6

2.6

2.5

2.5

2

K

2.6

2.6

9 7

2.6

2 a

2.6

2.6

2.5

Aug.

2.4

2.2

9 n

1.9

1.8

1.7

1.6

1.7

1.5

1.6

1.5

1.6

1.5

1.4

1.5

2.3

2.7

2.4

2.2

2.2

2.1

1.8

1.8

1.7

1.6

1.6

1.6

1.6

1.7

1.7

1.8

Sept.

1.8

1.7

1.7

1.6

1.6

1.5

1.5

1.5

1.5

1.4

" 1.4

1.4

1.3

1.3

1.4

1.5

1.4

1.4

1.3

1.3

1.4

1.5

1.4

1.4

1.3

1.3

1.4

1.4

1.4

1.4

Oct.

1.4

1.5

1.5

1.5

1.6

- 1.7

1.8

1.7

1.6

1.5

1.5

1.6

1.7

2.0

2.3

2.52

2.32

2.10

1.95

2.05

2.11

2.31

2.20

2.84

3.02

3.15

3.06

2.95

3.01

2.60

Nov.

2.27

2.18

2.14

2.10

2.08

2.02

1.95

2.04

2.10

2.18

2.24

2.50

2.43

2.35

2.26

2.20

2.28

2.32

2.54

2.62

2.90

3.30

3.95

5.02

5.32

4.71

4.13

3.65

3.44

3.10

Dec.

3.02

2.80

2.71

2.63

2.52

2.42

2.40

2.38

2.30

2.05

1.75

1.95

2.35

2.98

4.54

4.92

5.12

5.32

5.65

5.70

5.75

5.63

5.45

5.10

5.06

5.04

5.08

5.20

5.05

4.84

4.66

NOTE. River frozen December 21 to 31.
40 SURFACE WATER SUPPLY, 1909, PART III.

Daily discharge, in second-feet, of Allegheny River at Kittanning, Pa., for 1909.

Day.

1......

2......

3......

5......

6......

7......

9......

10......

'll......

12......

13......

14......

15......

16......

17......

18......

19......

20......

21......

22......

23......

24......

25......

26......

27......

28......

29. .....

30...... 

31......

Jan.

9,160

10,300

17,000

31,800

43,200

58, 100

55,000

36,500

24,600

21,900

19,900

14,200

12,400

10,700

10,700

11,600

12,800

11,600

10, 300

9,540

8,080

15,100

24,100

59,700

49,200

39,500

27,400

23,000

19,400 

15.500

Feb.

12,800

9,540

6,740

8,080

14,600

25,200

38,900

39,500

33,000

26,800

24, 100

21,900

21,400

25,700

48,500

89,100

78, SCO

50,600

37,700

37,100

46,500

34,200

35,300

53,200

65,000

55,000

43,200

........

Mar.

34,200

31,800

28,500

31,300

28,500

21,900

19,900

21,400

24,100

36,500

45,200

38,900

36,500

30,200

25,200

21,900

18, 900

17,400

15,500

15,100

14,600

12,800

12,000

15,100

26,200

37,100

27,400 

24. 100

Apr.

20,900

19,400

18,900

18,400

18,400

18,900

27,400

26, 800

24, 100

23,000

21,400

20,900

21,400

28,500

34,200

40,100

30,200

25,700

21,900

21,400

21,400

24,100

24,600

19.400

17,400

15, 100

14,600

136,000

May.

155,000

130,000

100,000

87,600

64,600

45,200

36,500

23,500

21,400

19,900

17,400

16,500

16,000

17,900

20,900

19,400

18,400

13,700

10,300

9,540

7,400

7,060

7,740

8,800 

8.440

June.

8,080

7,400

6,740

6,100

6,740

13,700

16,000

18,900

18,900

19,400

18,900

19,400

19,400

17,900

16,000

13,300

10, 700

8,800

7,400

9,160

7,060

5,210

9,160

10,700

9,930

14,600

12,400

9,930

July.

8,080

6,740

5,210

4,110

3,860

3,860

3,620

3,620

3,380

3,620

3,380

2,950

2,560

2,380

2,030

1,870

2,200

2,750

2,560

2,560

2,380

2,380

2,380

2,560

2,560

2,750

2,560

2,560

2,560

2,560 

2.380

Aug.

2,200

1,870

1,580

1,440

1,310

1,190

1,080

1,190

980

1,080

980

1,080

980

880

980

2,030

2,750

2,200

1,870

1,870

1,720

1,310

1,310

1,190

1,080

1,080

1,080

1,080

1,190

1,190 

1.310

Sept.

1,310

1,190

1,190

1,080

1,080

980

980

980

980

880

880

880

790

790

880

980

880

880

790

790

880

980

880

880

790

790

880

880

880

880

Oct.

880

980

980

980

1,080

1,190

1,310

1,190

1,080

980

980

1,080

1,190

1,580

2,030

2,470

2,060

1,720

1,510

1,650

1,740

2,050

1,$)0

1,870

3,030

3,430

3,740

3,530

3,270

3,410 

2.560

Nov.

1,980

1,840

1,780

1,720

1,690

1,610

1,510

1,640

1,720

1,840

1,930

2,380

2,250

2,120

1,970

1,870

2,000

2,060

2,450

2,600

3,160

4,110

5,950

9,620

10,800

8,470

6,510

5,060

4,480

3,620

Dec.

3,430

2,950

2,770

2,620

2,420

2,240

2,200

2,170

2,030

1,650

1,250

1,510

2,120

3,340

7,880

9,240

10,000

10,800

12,200

12,400

9,450

9,000

8,500

7,450

7,340

7,280

7,400

7-, 720

7,300

6,700 

6,290

NOTE. These daily discharges are based on a rating curve well defined above a discharge of 1,950 secondfeet. Discharges for December 21 to 31 have been reduced about 25 per cent because of ice conditions.

Monthly discharge of Allegheny River at Kittanning, Pa., for 1909. 

[Drainage area, 8,690 square miles.]

Month.

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

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

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

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

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

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

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

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

Discharge in second-feet.

Maximum.

7Q,400 

89,100 

45,200 

136,000 

155,000 

19,400 

8,080 

2,750 

1,310 

3,740 

10,800 

12,400

155.000

Minimum.

8,080 

6,740 

12,000 

14,400 

7,060 

5,210 

1,870 

880 

790 

' 880 

1,510 

1,250

790

Mean.

25,200 

36,600 

25,800 

26,400 

31,700 

12,000 

3,190 

1,390 

930 

1,850 

3,360 

5,800

14,500

Per

square 

mile.

2.90 

4.21 

2.97 

3.04 

3.65 

1.38 

.367 

.160 

.107 

.213 

.387 

.667

1.67

Run-off 

(depth 

in inches 

on drainage 

area).

3.34

4.38 

3.42 

3.39 

4.21 

1.54 

.42 

.18 

.12 

.25 

.43 

.77

22.45

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

C. 

B. 

A. 

C.

KISKIMESTITAS RIVER AT AVONMORE, PA.

Kiskiminitas River is formed at Saltsburg, Pa., by the union of 

Conemaugh River with Loyalhanna Creek. The station, which is 

about 5 miles below the junction, was established June 11, 1907, at 

the highway bridge near Avonmore station on the Pennsylvania 

Railroad, to obtain general comparative and statistical data regarding the flow of Kiskiminitas River for the study of power and water
OHIO RIVER BASIK. 41

pollution problems. It is maintained by the Water Supply Commission of Pennsylvania, which has furnished the records of gage 

height for 1909.

This river is subject to sudden violent floods similar to those which 

occur in the Youghiogheny and Monongahela rivers and which, when 

combined, have such disastrous effects at Pittsburg and other cities 

on Ohio River. In the flood of March 19, 1908, the Kiskiminitas 

rose to a crest height of 30.8 feet, and its discharge was estimated at 

80,500 second-feet, or 46 second-feet per square mile from a drainage 

area of 1,750 square miles.

Blacklegs Creek enters from the right about 4 miles above the 

station, and Long Run enters from the right about 1 mile below the 

station.

The discharge is affected by ice for short periods during the winter 

months. The datum of the chain gage attached to the bridge has 

remained unchanged since the establishment of the station. Conditions of flow appear to be constant, and an excellent rating curve 

has been developed for stages below about 15 feet.

No discharge measurements were made during 1909. The station 

was last inspected September 25, 1908. The accuracy of the daily 

and monthly discharges given in the following table depends on the 

permanency of conditions of flow and of the elevation of the gage 

since that date.

Daily gage height, in feet, of Kiskiminitas River at Avonmore, Pa., for 1909.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

2.6

4.1

4.2

4.1

3.6

3.7

5.1

4.0

3.5

3.5

3.5

3.7

3.6

3.6

7.8

6.2

7.6

7.0

5.4

5.0

4.9

4.8

8.5

8.2

7.6

5.2

4.7

4.5

4.2

Feb.

3 7

3.6

3.8

4.0

4.1

6.0

6.5

5.6

4.5

5.5

6.1

5.3

5.5

6.5

7.8

8.9

11.1

7 9

6.9

7.1

7.6

6.9

6.9

15.7

14.1

10.8

9 2

8.5

Mar.

7.7

9 2

11.5

13.7

11.5

8.8

8.0

7.5

7.5

8.5

8.5

7.3

6.6

6.3

5.8

5.1

4.9

4.6

5.6

6.2

5.5

5.1

4.7

5.1

8.0

7.5

7.3

6.9

5.2

5.1

Apr.

5.7

5.6

5.5

5.5

5.7

5.6

10.4

8.8

7.5

6.9

6.2

5.8

5.6

10.5

19 9

Q 3

7.9

7.0

6.3

5.8

8.1

11.5

11.2

9

K

8.6

8.4

8.1

7.6

7.6

11.0

May.

13.0

12.8

9.8

9.8

8.7

7.8

7.1

6.3

5.8

5.4

5.2

4.7

4.4

4.1

4.1

3.8

q 7

3.5

3.3

3.5

4.6

4.3

3.4

3 9

3

1

3.1

3.2

3.6

3.3

3.1

June.

3.8

3.25

3.5

3.55

6.05

5.6

4.45

4.3

5.45

11.95

9.0

6.95

6.5

5.65

4 95

4.5

4.45

4.35

3.55

q K

3.6

3.25

3.05

3.1

4.55

4.1

3 95

July.

3.45

3.1

2.85

2.8

2.55

2.5

2.35

2.15

2.15

2.2

2.25

2.3

2.15

2.1

2.05

2.05

q n

3.15

2.6

2.35

2.3

2.15

2.4

Aug.

2.85

2.6

2.35

2.2

2.05

2.05

2.0

1.95

2.0

1.85

1.85

1.9

1.85

1.9

2.05

3.7

3.7

3.65

3.1

2.85

2.65

2 a

2.35

9 3

2.15

2.15

2.2

2.05

2.3

Sept.

2.55

2.25

2.15

2.05

2.1

2.05

2.05

2.05

1.95

2.0

1.95

1.95

1.95

1.95

1.9

2.05

1.85

2.05

1.95

1.9

1.85

1.75

2.15

9 1

2.15

2.05

1.95

1.9

Oct.

1.85

1.85

1.85

1.85

1.9

1.85

1.75

1.75

1.75

1.8

1.85

2.15

4.15

3.15

2.6

2.55

2.35

2.15

2.3

2.45

2.45

2.45

3.45

5.2

3.95

3.45

3.05

2.85

2.65

2.6

Nov.

2.45

2.35

2.35

2.30

2.25

2.25

2.25

2.4

2.45

2.45

2.35

2.35

2.25

2.3

2.25

2.25

2.25

2.25

2.5

2.45

2.35

2.35

2.25

2.3

Dec.

2.15

2.15

2.15

2.05

2.05

2.05

2.05

2.25

2.55

^2.55

2.75

2.75

2.95

4.95

6.15

5.25

6.75

6.05

5.95

5.45

5.45

5.45

5.45

5.55

5.55

5.55

5.55

5.55

5.35

5.05

5.05

NOTE. Ice conditions probably existed the latter part of December.
42 SURFACE WATER SUPPLY, 1909,, PART III.

Daily discharge, in second-feet, of Kiskiminitas River at Avonmore, Pa., 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.

470

1,540

1,630

1,540

1,120

1,200

2,580

1,040

1,200

1,120

1,120

6,180

3,950

5,870

5,000

2,940

2,460

2,350

7,320

6,820

5,870

3,300

2,700

2,130

1,920

1,630

Feb.

1 200

1,120

1,280

1 450

1 KAf\

3,690

4 340

3 180

1 O9H

3,060

3,820

2,820

4 340

8,000

12, 500

5,280

5,140

5,870

4,860

4,860

25,100

11,800

8,540

7,320

Mar.

6,020

8,540

13 400

19, 400

10 Af\(\

7,830

5,720

5,720

7 320

7 39fi

5,420

4 080

3^430

2,940

2,350

2,020

3,180

3,950

2,580

2,130

2,580

5,720

4,860

2,580

Apr.

3,300

3,180

3^0

3

0AA

3,180

7,830

4,860

3 950

3^430

3 1S(1

11,100

15 300

8,720

6 340

5,000

4 080

3 430

13,400

12 700

9,090

7 490

7,150

5,870

May.

17,400

16,900

9 660

9^660

7 660

6,180

5,140

4,080

2 130

2 940

2,700

2 130

1,820

1 540

1,540

1 200

1 040

900

1 040

1,720

970

830

765

765

830

1,120

765

June.

1,280

865

1,040

1,080

3, 760

3,180

1,720

3,000

14 600

4,930

3 240

2,400

1,920

1,870

1,820

1,040

1,120

865

732

1,970

1,400

July.

1,000

765

580

396

349

372

304

282

282

304

304

261

240

220

220

200

1,360

798

552

470

349

261

372

Aug.

610

470

349

282

220

200

182

200

146

163

163

220

1,200

1,200

1,160

765

610

498

470

349

326

261

282

261

282

220

326

Sept.

445

304

261

220

240

220

220

220

182

200

182

182

182

182

220

146

220

182

163

146

146

112

261

9dfl

349

261

220

182

163

Oct.

146

146

146

146

146

112

112

112

128

146

261

1,580

798

445

349

261

261

326

396

396

1,000

2,700

1,400

1,000

732

610

498

470

Nov.

396

396

349

349

326

304

304

304

304

372

396

396

349

349

282

304

304

304

304

326

304

304

304

304

396

349

349

304

326

Dec.

261

261

220

220

220

304

445

552

552

670

2,400

3,880

2,760

3,760

3,000

',. These discharges are based on a rating curve that is well defined between 65 and 23,000 second- 

)ischarges for December 21 to 25 have been estimated equivalent to 2,000 second-feet per day, and

NOTE

feet. D B^ ~.^^^^+ ^ - ^.o..^ ^ 

for December 26 to 31, to 1,500 second-feet per day.

Monthly discharge of Kiskiminitas River at Avonmore, Pa., for 1909. 

[Drainage area, 1,750 square miles.]

Month.

March _ .. ....

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

October

Discharge in second-feet.

Maximum.

7,320 

25, 100 

19,400 

15,300 

17,400 

14,600 

1,360 

1,200 

445 

2,700 

420 

4,660

25,100

Minimum.

470 

1,120 

2,020 

3,060 

765 

610 

200 

146 

112 

112 

282 

220

112

Mean.

2,670 

5,990 

5,600 

6,670 

3,580 

2,500 

426 

393 

214 

511 

336 

1,530

2,540

Per 

square 

mile.

1.53 

3.42 

3.20 

3.81 

2.05 

1.43 

.243 

.225 

.122 

.292 

.192 

.874

1.45

Run-off 

(depth in 

inches on 

drainage 

area).

1.76 

3.56 

3.69 

4.25 

2.36 

1.60 

.28 

.26 

.14 

.34 

.21 

1.01

19.12

Accuracy.

A. 

B.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

C.
OHIO RIVER BASIN. 43

BLACKLICK CREEK AT BLACKLICK:, PA.

This station was established by the United States Geological Survey 

at the highway bridge about one-fourth mile from the railroad station August 16, 1904, was discontinued July 15, 1906, and was reestablished January 8, 1907, by the Water Supply Commission of Pennsylvania, by which the records of gage heights in the following table 

are furnished. The records furnish data regarding the flow of Blacklick Creek available for power development and for the study of flood 

and pollution prevention.

The station is about 6 miles above the junction of Blacklick Creek 

with Conemaugh River and about 1 mile below the junction of Blacklick and Two Lick creeks.

The channel is obstructed by ice for short periods during the winter 

months. The datum of the gage has remained constant during the 

maintenance of the station.

During September, 1905, the original covered wooden bridge was 

torn down and replaced by a steel bridge. From September 1 to 

November 2, 1905, the gage readings were taken on a temporary gage 

235 feet above the bridge, referred to the correct datum. On November 2 the chain gage was replaced on the new bridge. Construction 

work and changes in the abutments and pier changed the conditions of 

flow and required the use of a new rating curve beginning about September 1. The monthly discharge, September 1,1905, to April 9,1906, 

was revised and republished in Water-Supply Paper 243. The discharge for September and October, 1905, during the time that the 

temporary gage was used, is liable to some error, and the discharge 

April 10 to July 15, 1906, is suppressed owing to poor gage readings; 

otherwise all records of discharge for low and medium stages are 

excellent. The rating curve has not been developed above gage 

height 6 feet.

No discharge measurements were made during 1909. The station 

was last inspected September 24, 1908. The accuracy of the daily 

and monthly discharges depends on the conditions of flow, which are 

fairly permanent, and on the permanency of the elevation of the gage 

since that date.

Daily gage height, in feet, of Blacklick Creek at Blacklick, Pa., for 1909.

Day.

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

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

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

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

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

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

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

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

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

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

Jan.

2.75

2.95

3.30

3

7C

4.40

3.40

3.20

Feb.

3.05

3.10

3.10

3

CA

4.50

3.85-

4.05

Mar.

7.13

6.75

6.45

5.15

4.65

4

4C

4.60

5.00

Apr.

3

fiK

3.55

3 OK

3.75

5

QA

4.70

4.45

4.10

May.

7.85

5.75

A QC

4.65

4.25

3.95

s 7<;

3.60

June.

2 fin

2.70

2

QA

3.15

3.60

3 on

3 1 1\

5.20

July.

2

0A.

2 7ft

2

CA

2.40

2 on

2

OA

2.25

Aug.

2

07

2.62

2 4.9

2.37

2 97

2 97

2 97

2 97

2 27

2.17

Sept.

2 17

2 17

9 17

2.17

9 17

9 17

2 17

2 17

2 07

2.07

Oct.

2.07

1 97

1.97

1.97

1 97

1 97

1 97

1 Q7

1 97

1.97

Nov.

2 17

2 17

o 97

2.32

2.27

2 97

9 17

2 99

2.43

Dec.

9 97

2 97

2

00

9 97

2

O*>

9 9^

2 59

2. 39
44 SURFACE WATER SUPPLY, 1909, PART III. 

Daily gage height, infect, qf Blacklick Creek at Blacklick, Pa., 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.

3.35

3.50

3.30

3.30

5.05

4.80

3.95

3.85

3. 55

3. CO

3.45

3.75

4.65 

5.45

4.65

4.20

3.85

3.65

3.50

3.35

3.10

Feb.

4.00

3.75

4.50

4.70

5.40

6.23

5.80

4.85

4.45

4.75

4.60

4.55

5.10 

8.63

6.55

5.35

4.80

4.55

Mar.

4.75

4.25

4.10

4.00

3.70

3.60

3.45

3.35

3.50

3.85

3.75

3.55

3.45 

3.40

4.45

4.80

4.75

4.55

4.25

3.95

3.85

Apr.

3.85

3.70

3.70

6.57

5.25

4.60

4.20

3.95

3.75

3.65

4.05

5.65

5.20

4.85

4.30

4.60

4.25

4.50

4.60

7.20

May.

3.70

3.55

3.35

3.20

3.05

3.10

3.00

2.90

2.80

2.70

3.05

3.05

2.90 

2.80

2.65

2.70

2.70

3.05

2.95

2.05

2.70

June.

6.25

4.80

4.20

4.10

3.65

3.40

3.25

3.20

3.15

2.90

2.80

2.80

2.80 

3.05

3.00

2.90

2.90

3. 62

3.55

3.05

July.

2.25

2.30

2.25

2.40

2.30

2.25

2.30

2.25

2.20

2.15

2.15

2.20

3.68 

3.20

2.70

2.50

2.45

2.35

2.30

2.70

3.27

Aug.

2.17

2.17

2.07

2.07

2.17

2.62

2.82

2.62

2.42

2.32

2.27

2.27

2.17 

2.17

2.17

2.17

2.17

2.17

2.17

2.17

2.17

Sept.

2.07

2.07

2.07

1.97

1.97

2.02

2.07

2.07

1.97

1.97

1.97

1.97

2.02 

2.12

2.17

2.17

2.07

2.07

2.07

2.07

Oct.

2.17

2.82

2.62

2.42

2.22

2.27

2.17

2.17

2.17

2.17

2.22

2.27

2.37 

2.97

2.92

2.62

2.47

2.42

2.32

2.27

2.17

Nov.

2.37

2.33

2.26

2.24

2.23

2.35

2.43

2.45

2.37

2.33

2.29

2.29

2.35 

2.46

2.43

2.38

2.35

2.31

2.29

2.30

Dec.

2.42

2.33

2.50

4.26

3.57

3.09

2.83

2.85

2.63

2.63

2.65

2.59

2.57 

2.52

2.54

2.53

2.53

2.50

2.55

2.55

2.49

NOTE. No ice conditions reported.

Daily discharge, in second-feet, of Blacklick Creek at Blacklick, Pa., 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.

365

222

300

470

768

1,320

845

525

525

415

498

590

470

470

1,980

1,720

925

845

625

660

558

768

1,570

2,420

1,570

1,140

695

498

365

Feb.

365

342

365

365

590

1,420

1,100

845

768

1,010

965

768

1,420

1,620

2,370

3,390

2,840

1,770

1,370

1,670

1,520

1,470

2,040

6,820

3,800

2,320

1,720

1,470

Mar

1,140

4,060

3,680

2,100

1,570

1,370

1,370

1,520 J

1,670

1,180

965

730

660

558

498

590

845

768

625

558

1,370

1,720

1,670

1,180

925

845

Apr.

695

660

660

625

498

768

2,960

1,620

1,370

1,050

845

730

3,830

2,200

1,140

925 768

695

2,660

2,150

1,230

1,520

1,180

1,420

1,520

4 ; ggo

May.

5,620

3,680

2,370

2,780

1,880

1,570

1,180

925

768

660

730

625

498

415

342

320

280

240

205

342

342

280

188

°05

onK

342

300

188

205

June.

172-

205

240

390

660

885

525

390

730

2,150

3,420

1,720

1,140

1,050

695

525

442

390

280

240

240

342

320

280

280

625

July.

240

,205

'-188

,..J88 *I40

110

no

83

83

71

83

71

110

83

71

83

71

59

48

48

59

716

415

205

140

toe

96

83

454

Aug.

268

179

116

102

76

76

76

76

76

53

53

53

33

33

53

179

248

179

116

88

76

76

53

53

53

53

CO

53

CO

53

53

Sept.

53

53

53

53

53

53

53

53

33

33

33

33

33

17

17

24

33

33

17

17

17

17

24

42

. 53

53

33

00

33

Oct.

33

17

17

17

17

17

17

17

17

17

53

248

179

116

64

76

53

53

53

53

64

76

102

308

288

179

116

88

76

53

Nov.

53

53

76

88

76

76

53

64

116

119

102

91

73

69

66

96

119

125

102

91

81

81

96

128

119

105

DA

Kfi

81

83

Dec.

76

76

66

76

66

66

113

169

125

107

116

91

140

1,190

639

360

252

260

182

182

188

169

162

153

150

140

156

137

NOTE. These discharges are based on a rating curve that is well defined below 1,930 second-feet.
OHIO RIVER BASIN. 45

Monthly discharge of Blacklick Creek at Blacklick, Pa., for 1909. 

[Drainage area, 403 square miles.]

Month.

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

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

Discharge in second-feet.

Maximum .

2,420 

6,820 

4,590 

4.690 

5, 620 

3,420 

716 

268 

53 

308 

128 

1.190

6.820

Minimum.

222 

342 

498 

498 

188 

172 

48 

33 

17 

17 

53 

66

17

Mean.

824 

1,660 

1.410 

1,450 

913 

667 

152 

89.1 

36.2 

84.4 

88.8 

195

631

Per

square 

mile.

2.04 

4.12 

3.50 

3.60 

2.27 

1.66 

.377 

.221 

.090 

.209 

.220 

.484

1.57

Run-off 

(depth 

in inches 

on 

drainage 

area).

2.35 

4.29 

4.04 

4.02 

2.62 

1.85 

.43 

.25 

.10 

 .24 

.25 

.56

21.00

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

A. 

A. 

A. 

A. 

A. 

B.

MONONGAHELA RIVER DRAINAGE BASIN.

DESCRIPTION.

The drainage basin of Monongahela River lies in the States of 

Pennsylvania, Maryland, and West Virginia. The river is formed in 

the east-central part of Marion County, W. Va., by the union of 

Tygart and West Fork rivers two streams whose headwaters drain 

the western slopes of the Allegheny Mountains. From this junction 

point it flows northeastward across, the Pennsylvania state line to 

the mouth of Cheat River, thence northward, and unites with Allegheny River to form the Ohio at Pittsburg, Pa. The river is 125 

miles long and its drainage area comprises about 7,350 square miles. 

It is navigable through its entire length by means of locks and dams.

The Tygart, also called Tygart Valley River, drains the country to 

the southeast of the head of Monongahela River; the West Fork, the 

country to the southwest. Tygart River rises in the southern part 

of Randolph County, W. Va., and flows northerly; the West Fork 

rises in the western part of Upshur County, W. Va., flows northwestward into Lewis County and thence in a slight northeasterly direction 

to its junction with the Tygart at Fairmont, W. Va. The Tygart is 

about 100 miles long (map measurement) and its drainage area above 

its mouth is about 1,420 square miles; the West Fork is about 70 

miles (map measurement) long and drains about 845 square miles.

The sources of the West Fork head at an altitude of 1,500 feet 

above sea level; those of the Tygart at 3,500 feet. At Fairmont the 

Monongahela has an elevation of 860 feet, and at the mouth of the 

river at Pittsburg the elevation is 692 feet above sea level.

The headwater country is mountainous, the slopes of the valleys 

are steep, and in many places precipitous, and the fall of the streams
46 SURFACE WATER SUPPLY, 1909, PART III.

is rapid; farther down the country becomes less mountainous, but 

remains very rolling. The steep slopes and rocky soil of the upper 

country cause the heavy rains to run off rapidly, producing sudden 

and intense floods and a low flow in dry periods.

The headwater regions are covered with fine growths of hardwood 

timber which are being rapidly lumbered. Below Fakmont the 

slope of the main stream is but little more than 1 foot per mile.

The basin is exceptionally rich in natural resources, as it is underlain by very valuable and extensive coal beds and contains oil and 

gas in abundance.

The important tributaries of the Monongahela, beginning at the 

head of the river and following down the east bank, are Cheat and 

Youghiogheny rivers; on the west bank are Buffalo and Tenmile 

creeks, neither of which is of much importance.

The country drained by Cheat and Youghiogheny rivers resembles 

that drained by Tygart and West Fork rivers, being mountainous and 

rough at the headwaters, losing the mountainous character as the 

rivers are descended, and continuing rolling and hilly to the junctions 

with the main stream.

This basin was at one time covered with forests, but the greater 

part of the timber has been cut off, and though some still remains at 

the headwaters, the area of timbered land is small when compared to 

the total area of the basin.

The mean annual rainfall on that portion of the basin in West 

Viriginia is from 45 to 50 inches; on the portion in Pennsylvania it 

is 40 to 45 inches. The winters in the southern part of the basin are 

comparatively mild. The snowfall is light and does not last long, 

and ice does not form very thick. In the northern part of the basin 

ice forms about a foot in thickness during severe winters, but in ordinary winters it is not very thick and it causes little trouble in floods.

The tributaries of Monongahela River afford a number of reservoir 

sites, some of which would store an immense quantity of water.

Fuel is so cheap and abundant in the drainage basin that little 

water power has been developed, although the main stream and its 

tributaries afford good opportunities. At the dams on the main 

stream a fall of about 140 feet is available for use. The low flow 

during dry spells is unfavorable for water-power development.

TYGART RIVER AT BELINGTON, W. VA.

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

W. Va., was established June 5, 1907, to obtain data connected with 

the study of water power, water supply, pollution, flood control, and 

storage problems.

In general, the winters are mild. The station has not been maintained long enough to determine definitely the ice conditions.
OHIO RIVER BASIN. 47

The records are reliable and accurate. The datum of the chain 

gage attached to the bridge has remained unchanged.

Sufficient data have not yet been obtained to develop a satisfactory rating curve for all stages of flow. Estimates of discharge are 

withheld for the present.

Discharge measurements of Tygart River at Belington, W. Va., in 1909.

Date.

May 20. ........

Hydrographer.

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

G . L . Parker .......................................

Width.

Feet. 

180

186

186

Area of 

section.

Sq.ft. 

327

395

342

Gage 

height.

Feet. 

3.05

3.44

3.11

Discharge.

Sec.-ft. 

203

328

208

Daily gage height, in feet, of Tygart River at Belington, W. Va.,for 1909. 

[S. A. Campbell, observer.]

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.

3.0

3.7

3.6

3.0

2.9

3.4

3.3

3.2

3.0

2.9

3.0

3.3

6.4

7.0

6.4

K Q

4.2

4.0

4.0

3.8

3.6

3.5

3.5

3.5

3.4

3.3

3.2 

3.2

3.4

Feb.

3.7

3.7

3.6

3.5

3.5

3 9

4.1

4.6

4.0

5.8

7.4

5.5

4.7

4.9

5.2

5.3

6.1

5.5

4.9

4.7

5.0

5.5

5.4

5.4

6.7

6.1

5.7

5.4

Mar.

5.0

4.7

4.4

6.1

5.5

5.1

5.8

7.8

6.7

6.3

6.0

5.0

4.5

4.6

4.9

4.5

4.3

4.0

3.7

3.8

3.8

3.7

3.7

3.6

3.7

5.2

5.8

6.1 

5.5

5.1

Apr.

4.8

4.5

5.1

5.7

6.1

6.3

5.5

4.9

4.3

4.0

3.9

3.7

3.6

7.5

9.9

6.2

5.0

4.5

4.0

3.9

6.1

8.1

8.2

8.9

7.0

5.7

5.7

5.3

5.4 

5.0

May.

5.7

5.5

5.1

5.3

5.1

4.7

4.5

4.0

3.9

3.7

4.2

4.5

4.1

3.9

3.7

3.5

3.4

3.2

3.0

3.0

3.1

3.3

3.3

3.3

3.2

3.1

3.1

3.2

3.3 

3.2

3.0

June.

2.8

3.1

3.3

3.0

3.0

5.0

4.2

4.8

7.0

5.4

5.8

5.3

4.9

4.3

4.0

4.2

4.2

7.5

5.7

4.9

3.7

3.5

3.2

3.1

3.0

2.9

2.7

3.4

3.4 

3.1

July.

3.6

3.2

2.9

2.9

2.7

2.5

2.5

2.5

2.5

2.5

2.4

2.3

2.3

2.3

2.5

2.7

2.6

2.5

2.4

2.4

2.4

2.3

2.5

3.0

3.0

2.9

2.7

2.7

2.6 

2.6

8.1

Aug.

6.4

4.1

3.7

3.3

3.1

2.9

3.0

2.8

2.6

2.6

2.5

2.5

2.4

2.3

2.3

3.7

4.6

4.1

3.5

3.2

3.4

3.3

3.2

3.0

2.8

2.6 2.5'

2.5

2.4 

2.1

2.8

Sept.

2.6

2.5

2.4

2.5

2.5

2.6

2.6

2.5

2.5

2.6

4.2

3.8

3.0

2.7

2.6

4.5

5.9

3.6

3.4

3.0

2.8

2.7

2.6

3.4

2.7

2.9

3.0

2.9

2.8 

2.7

Oct.

2.6

2.5

2.5

2.4

2.4

2.3 2.3'

2.3

2.3

2.3

2.2

3.3

4.0

3.4

3.1

3.4

3.2

3.4

4.0

4.3

4.5

3.7

3.6

10.2

6.4

5.1

4.1

4.0

3.7 

3.5

3.4

Nov.

3.2

3.1

3.2

3.1

2.9

2.9

2.9

2.8

2.8

7.5

6.6

5.2

4.4

4.1

3.6

3.5

3.4

3.3

3.2

3.2

3.1

3.1

3.2

3.3

4.0

3.8

3.6

3.5

3.3 

3.3

Dec.

3.3

3.2

3.2

3.1

3.1

3.0

3.1

3.1

3.1

3.0

3.0

3.0

3.0

4.5

5.3

4.5

4.0

3.7

4.0

4.7

4.8

4.6

4.4

4.0

4.2

4.1

4.0

4.1

4.0 

3.8

3.5

TYGART RIVER AT FETTERMAN, W. VA.

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

W. Va., was established June 3, 1907, to obtain data for use in studying water power, water supply, pollution, flood control, and storage 

problems.

Lost Otter Creek enters from the west about one-half mile below 

the station.
48 SUKFACE WATER SUPPLY, 1909, PAET III.

The winters are mild; ice does not form very thick and does not 

last long. The records are reliable and accurate; the datum of the 

gage chain attached to the bridge has not been changed.

Sufficient data have not yet been collected to enable estimates of 

flow to be made.

Discharge measurements of Tygart River at Fetterman^ W. Fa., in 1909.

Date.

May 19. ........

Hydrographer.

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

Width.

Feet. 

267

268

269

Area of 

section.

Sq.ft. 

1,470

1,580

1,410

Gage 

height.

Feet. 

4.20

4.56

4.11

Discharge.

Sec.-ft. 

722

1,080

620

Daily gage height, in feet, of Tygart River at Fetterman, W. Fa., for 1909. 

[Joseph Gerken, observer.]

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.

3.8

4.2

4.35

4.4

4.45

4.4

4.2

4.45

4.35

4.4

4.6

4.55

7.7

9.6

8.9

7.6

5.9

5.65

5 AC

5-3

5.15

5.3

5.35

4.8

4.65 

4.5

4.65

4.8

Feb.

4.8

4.55

4.45

4.5

5.05

5.65

5.7

8.65

6.8

6.2

5.95

9.3

8.7

7.35

6.6

6.2

8.5

10.05

7.75

6.7 

6.15

Mar.

5.85

8.0

7.25

6.5

6.5

7.4

7.3

6.85

6.65

6.1

5.65

5.6

* 5.8

5.7

5.25

A QC

4 9

4.85

4.7

4.55

5.6 

6.2

6.6

6.4

Apr.

5.8

5.8

5.85

6.7

7.0

6.55

5.8

5.5

5.05

4.8

9

O

11.5

7.8

6.45

5.65

5 A

6.1

8

9

11.05

9.25

8.3

7.6

. 6.4 

6.05

5.75

6.05

May.

7.65

9 65

8.7

6.9

6.15

5.75

5.55

5.2

4.85

4.8

4.95

4.9

4.85

4.8

4.7

4.55

4.45

4.2

4.0

4 05

4.2

4.2

4.15

4.0

4.1 

4.5

4.15

4.05

June.

4.0

3.9

4.05

4.05

4.6

6.05

5.1

5.15

7.15

6.55

8.95

6.8

5.95

5.4

5.75

5.8

5.25

9.85

7.3

5.85

5.2

4.5

4.35

4.25

4.15

4.1 

4.9

5.1

4.6

July.

4.45

4.3

4.15

4.05

3.9

3.75

3.65

3.5

3.45

3.4

3.4

3.45-

3.6

3.55

3.45

3.55

3.7

3.65

3.6

3.45

3.4

a. 35

3,,8

3.3

3.55

3.9

4.15 

3 9

3.7

4.15

6.2

Aug.

5.65

4.8

4.65

4.5

4.1

3 9

3.8

3.7

3.65

3.6

3.5

3.5

3.45

3.35

3.35

3.6

4.3

5.05

4.7

4.3

4 9

4.6

4.3

4.1

3.9

3.75

3.65 

3.5

4.65

4-. 25

3.55

Sept.

3.5

3.5

3.55

3.65

3.7

3.55

3.5

3.5

3.5

4.75

5.45

4.8

4.45

4.1

3.95

3.85

6.55

4.75

4.5

4.25

3.9

3.8

3.7

3.9

4.7

4.6

4.2 

4.1

3.95

3.9

Oct.

3.8

3.8

3.75

3.65

3.6

3.5

3.5

3.4

3.4

3.4

3.4

3.8

4.4

4.35

4.3

4.1

3.9

4.15

4.15

4.85

5.1

5.8

12.75

11.2

7.85

6.3 

5.3

4.9

4.65

4.55

Nov.

4.3

4.25

4.15

4.1

4.1

4.05

4.0

3.9

3.9

5.65

8.0

6.2

5.5

4.9

4.65

4.5

4.4

4.25

4. 1 >;

4.0

4.3

4.7

4.7

4.55 

4.4

4.35

4.3

Dec.

4.3

4.15

4.1

4.1

4 05

4.05

4.15

4.1

3.9

4.2

5.15

5

QC

5.75

5.15

4.85

4.6

A JK

4.2

4.2

4.15

4.1

3.5

NOTE. Ice conditions December 15 to 31. Frozen over December 22. Thickness of ice December 31, 

0.3 foot.

BUCKHANNON RIVER AT HALL, W. VA.

This station, which is located at the highway bridge at Hall, W. Va., 

was established June 7, 1907, to obtain data for use in studying water 

power, water supply, pollution, flood control, and storage problems.

Pecks Run is tributary on the left bank about a mile below the 

station.
OHIO RIVER BASIN. 49

A small power plant, used principally for grinding grain, is located 

a short distance above the station, and the operation of this plant 

may modify the low-water flow to a slight extent. When this station 

was established it was thought that the dam and mill at Boulder, a 

few miles below, had been abandoned, and that backwater effect being 

constant would not vitiate the gage readings. Some time during the 

summer of 1908 the dam was repaired, thus raising the water about 

1 foot in the pond above the dam. It is* believed that the gage readings from the date of establishment until the latter part of November, 1908, are but little modified by backwater effect, but this is not 

certain, and the records should be used with caution, especially for 

low stages. During the early part of 1909 it became evident that 

backwater from the dam extended above the station, and on May 25 

.observations were discontinued.

Winter conditions are mild and ice causes little trouble.

Except as above indicated the records are reliable and accurate. 

The datum of the chain gage, attached to the bridge, has remained 

unchanged during the maintenance of the station.

Daily gage height, in feet, ofBuckhannon River at Hall, W. Va., for 1909. 

[James Newcomb, observer.]

Day.

1. ......

2.......

3.......

5.......

6.......

7..!....

8.......

9

10. ......

11.......

12.......

13.......

14. ......

15. ......

Jan.

4.1

4.1

3.8

3.6

3.5

3.6

5.2

5.1

3.9

3.9

3.8

3.7

3.8

4.0

8.3

Feb.

4.1

4.0

4.0

4.1

4.3

4 9

5.5

5.4

1 1

7.3

7.6

6.1

i a

i E;

5.4

Mar.

5.2

4 9

4.9

8.1

6.6

5.7

5.8

6.3

6.2

6.0

6.0

5.4

1 1

5.1

5.6

Apr.

5.2

4 9

5.1

i a

6.2

6.1

5.8

5.2

4.8

4.4

4.5

4.3

4.2

8.2

9.7

May.

6.8

8.3

6.9

6.1

5.8

5.4

5.0

4.6

4.4

4.3

4.6

4.6

a i

4.4

4.2

Day.

16.......

17.......

18.......

19.......

20.......

21.......

22. ......

23.......

24.......

25. ......

26. ......

27.......

28.......

29.......

30.......

31.......

Jan.

8.5

7.8

6.9

1 7

4.9

4.6

4.3

4.3

4.2

4.1

4.0

3 9

3 A

3.8

3.8

4.2

Feb.

6.8

8.2

6.7

5.7

5.6

6.6

6.2

6.1

5.8

8.2

7.0

5.9

5.6

Mar.

5.3

5.1

4.7

4.4

4.3

4.3

4.2

4.1

4.0

4.1

4.9

5.2

5.6

6.2

5.9

5.6

Apr.

'5.66.7

5.0

4.7

4.7

6.7

8.4

9.0

8.6

6.9

6.0

5.8

5.5

5.6

5.3

May.

4.1

4.0

3.9

3.8

3.7

3.6

3.7

3.7

3.6

3.5

WEST FOKK KIVEK AT ENTERPRISE, W. VA.

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

W. Va., was established June 2, 1907, to obtain data for use in studying water power, water supply, pollution, flood control, and storage 

problems.

Bingamon Creek is tributary from the west about 1 mile below 

the station.

Winter conditions are mild and ice does not form very thick, if 

at all.

A small dam is located at Worthington about 3 miles below the 

station, but backwater does not reach' to the section, for, from 

67443° WSP 263 11 4
50 SUEFACE WATER SUPPLY, 1909, PAET III.

December 5 to 12, 1908, when the gates at the dam were opened to 

let water out of the pond, no effect was produced at the gage. The 

gage reader states that during the summer of 1908 the only water 

running in the river was the pump age from the numerous coal mines 

along the stream.

The datum of the chain gage, attached to the bridge, has remained 

unchanged; the records are reliable and accurate.

Sufficient data have not yet been collected to enable estimates of 

flow to be made.

Discharge measurements of West Fork River at Enterprise, W. Va., in 1909,

Date.

May 18. ........

Hydrographer.

G. L. Parker. ......................................

Width.

Feet. 

153

151

Area of 

section.

Sq.ft. 

292

240

Gage 

height.

Feet. 

1.68

1.40

Discharge.

Sec.-ft. 

128

60

Daily gage height, in feet, of West Fork River at Enterprise, W. Va., for 1909. 

[G. M. Tetrick, 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. ..............

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

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

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

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

Jan.

1.3

1.1

1.6

1.8

1.8

1.9

1.8

1.7

1.7

1.6

1.5

2.3

1.8

1.7

8.5

6.4

4.8

6.4

4.1

3.3

2.8

2.7

2.4

4.3

3.9

3.4

2.8

3.3

3.0

Feb.

2.9

2.8

2.6

4.8

4.4

4.0

3.9

3.8

4.3

8.3

6.8

5.2

4.8

4.3

3.9

10 9

8.3

3.8

4.3

4.8

3.8

5.0

4.3

10.0

7.9

5.9

5.3

Mar.

A Q

3

e

3.6

6.2

4.2

4.0

3.7

3.5

4.4

3.8

3.6

3.4

2 Q

2.6

4.3

4.0

3.7

3.2

2.9

4.4

3.8

3.5

3 9

3.0

9 Q

2.8

4.3

3 9

3.6

.Apr.

3 Q

3.4

3 A

3.3

3.8

3.4

3.0

2.7

2.5

2.3

2.2

2.1

9 1

5.6

4.4

3.3

3.0

2.8

3.3

9 4

10.3

9.3

7.1

5 A

4.6

4.0

3.5

0 A

May.

8 9

7.0

5.2

4.5

3.8

3.2

2.8

2.5

2.3

2.2

2.1

2.0

1 Q

1.9

1.7

1.7

1.6

1.5

1.5

1 9

2.6

2.2

2.0

1.8

1.7

2

n

2.5

2

0

2.2

2.1

June.

1 9

1.8

1.8

1.8

2.4

2.3

2.5

2.4

9 1

4.8

5.3

4.8

4.5

3.3

4.3

3.5

2.8

7.1

6.6

5.5

3.0

2.6

2.7

2.6

2.6

2.5

4.2

9.3

4 4

3.3

July.

2.6

2.3

1 9

1,3

1.5

1.5

1.4

1.3

1.2

1.1

1.1

1.0

1.5

1.7

1.8

2 A

1 9

1.7

1.8

1.7

1.5

1.4

1.3

1.2

1.5

1.7

1.6

1.5

1.4

1.6

1.7

Aug.

1.6

1.5

1.4 1 ?

1.2

1.4

1.3

1.2

1.1

1.0

.9

.8

1.2

2 A

2.5

2.0

1 9

1.7

3.4

2.7

2.3

1.8

1.6

1.4

1 °.

1.2

1.1

1.3

1.3

Sept.

1.3

1.2

1.2

1.2

1.2

1.1

1.1

1.1

1.1

1.9

4.3

3.2

1.8

1.6

1.5

1.4

1.3

1.2

1.2

1.2

1.1

1.1

1.1

1 ^

1.2

1.1

1.4

1.2

1.3

Oct.

1.2

1.2

1.1

1.0

1.0

.9

.9

1.0

.9

g

.9

1.2

1.5

1.4

1.4

1.4

1.5

1.4

1.4

1.4

1.4

1.6

7.2

6.4

3.8

2.8

2.3

1.8

1.8

Nov.

1.6

1.5

1 %

1.5

1.6

1.5

1.5

1.4

1.4

1.5

4.3

3.3 9 t;

2.2

2.0

1 Q

1.8

1.7

1.6

1.6

1.5

1.5

1.5

1.5

1.6

1.8

1.7

1.6

1.6

Dec.

1.5

1.5

1.5

1.5

1.5

1.4

1.5

1.6

1.7

2.0

1.8

6.4

4.6

3.5

3.1

2 9

2.8

2.7

2.6

2.5

2.3

NOTE. Ice conditions December 18 to 3l. Thickness of ice December 27, 0.3 foot.
OHIO EIVEB BASIN. 51

CHEAT EIVEE NEAE MOEGANTOWN, W. VA.

This station, which was maintained from July 8 to December 30, 

1899, July 1 to December 29, 1900, and August 21, 1902, to December 

31, 1905, was reestablished November 18, 1908, by F. W. Scheidenhelm, through whose courtesy the 1908 and 1909 discharge measurements and gage heights have been furnished to the United States 

Geological Survey for publication.

The data are of value for determining the quantity of water available for power and storage and the effect of Cheat River run-off on 

floods and pollution of Monongahela River.

The staff gage for this station was originally located about 100 feet 

above the present location of Ice's ferry bridge at Uneva, W. Va., 

about 6 miles northeast of Morgantown and 10 miles above the mouth 

of Cheat River. The 1899 measurement was made from a cable 

which was located at the gage. During 1900 the cable was moved 

downstream about 1 mile and all subsequent measurements were 

made at the new cable location except those stated to have been 

made at wading sections or at Ice's ferry bridge. The first four 

measurements made during 1899 to 1901 were referred to the staff 

gage immediately above the present location of Ice's ferry bridge.

On August 20, 1902, a new inclined and vertical staff gage was 

installed about 275 feet below the new cable section. The readings 

were made on the inclined section below 6.5 feet. The new gage was 

set to read the same as the original gage at 1.8 feet. On September 

28, 1904, the inclined portion of this staff gage was found to be 0.35 

foot too high and the vertical section 0.15 foot too high. Both sections were accordingly lowered. On September 28, 1904", a chain 

gage was established on Ice's ferry bridge to read the same as the 

second staff gage at 1.85 feet. Both gages were maintained from 

September 28, 1904, to December 31, 1905. The staff gage was maintained from November 18, 1908, to May 8, 1909, and the chain gage 

has been maintained from January 21, 1909, to date. From these 

simultaneous gage readings the following gage relation has been determined :

Relation of gages on Cheat River.

Chain 

gage.

Feet. 

1.5

' 2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

Staff 

gage.

Feet. 

1.52

2.00

2.52

3.11

 3.78

4.46

5.15

5.82

6.47

7.09

Chain 

gage.

Feet. 

6.5

7.0

7.5

8.0

8.5

9.0

9.5

10.0

10.5

11.0

Staff 

gage.

Feel. 

7.69

8.28

8.87

9.43

9.98

10.53

11.06

11.59

12.11

12.65
52 SURFACE WATERsfKPL; 1/PART III.

All discharge measurements and gage heights from 1902 to 1909, 

as published below, are referred to the second staff gage. All gage 

heights from 1902 to September 28, 1904," have been reduced to the 

gage zero established September 28, 1904. Gage heights previously 

published for 1899-1900 are referred to the original staff gage and 

are correct as originally published.

The original staff gage and the chain gage are located in a deep pool, 

with large islands about one-fourth mile above and below the station. 

The second staff gage is also located in a deep pool of somewhat 

smaller dimensions than at the original location. It is situated 

nearly one-fourth mile below a large island and a short distance above 

a small island. Both pools are controlled by permanent rock reefs. 

Water was diverted around the lower gage for milling prior to 1908. 

The quantity thus diverted was relatively small (see. table of discharge 

measurements) except at low stages, and has been disregarded in the 

following computations of discharge, but should, however, be taken 

into consideration in making use of the tables to determine the run-off 

in the Cheat River drainage basin. No important tributaries enter 

Cheat River near the gaging station.

Large ice jams sometimes occur at this station. In January, 1904, 

the ice piled up from 8 to 10 feet above normal low-water stage, thus 

greatly affecting the relation of gage height to discharge. For the 

occurrence of other periods of ice effect, as determined by observer's 

records and climatological reports, see gage-height table footnotes.

The discharge for these periods has been estimated, and it is assumed that the open-channel rating applies for all other winter 

periods.

The curves developed are.very satisfactory and the daily and 

monthly discharge values given in the following table are considered 

very good, with the possible exception of those for 1902-3, for which 

period there is some doubt about the elevation of the inclined gage. 

However, as the two measurements made during 1902-3 plot practically on the 1904-1909 discharge curve, when their gage heights are 

increased 0.35 foot, it is evident either that the inclined gage was set 

incorrectly at the time of its installation by the amount of the error 

in the gage (0.35 foot) discovered during 1904 or else that conditions 

of flow were different in these two years from what they have been 

since. In either event the correction of all gage heights for 1902-3 

in accordance with the discrepancies found September 28, 1904, will 

yield essentially correct results for these years, and these corrections 

have accordingly been made.

The discharge for low stages during 1899-1900 is also somewhat 

open to question. It has been impossible as yet to determine the 

period when Ice's ferry bridge was erected. The somewhat conflicting statements obtained seem to indicate that the bridge was built
lim. A. Lamb,

OHIO RIVER BASIN. 53

during 1900 or 1901. In any event it is probable that both the 

measurements made during 1901 were affected by the backwater 

from the bridge. This backwater effect is, however, very slight at 

low stages, owing to the deep, wide pool in which the gage is located. 

The two rating curves probably converge to a common curve at some 

point above the stage of zero flow. Hence at low stages the 1899- 

1900 discharges may be too high.

Discharge measurements of Cheat River ntar Morgantown, W. Fa., in 1899-1905, 1908,

1909.

Date.

1899.

1900. 

June 25 b. ......

1901. 

July 26d. ......

1902.

1903. 

SsutembGr 1 &

1904. 

July 6f>. ........

1905. 

March 17ft......

Do&. ......

1908.

1909. 

January 21 i....

April28ft......

July 12 ........

Doft.......

Hydrographer.

E. G. Paul.........................................

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

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

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

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

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

R. J. Taylor ........................................

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

L. B. Custer ........................................

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

V. F. Hammel.. ....................................

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

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

Width.

Feet. 

367

292

282

139

275

283

300

275

388

320

83

171

385

395

412

397

106

386

385

Area of 

section.

Sq.ft. 

2,160

1,240

1,060

167

940

1,090

1,230

887

2,750

1,950

73.7

141

2,450

2,900

3,380

2,880

132

2,460

2,390

&,

Feet. 

2.60

2.80

2.30

1.45

2.10

2.65

2.95

2.00

5.56

5.62

1.61

1.86

4.16

5.16

7.26

5.62

2.34

4.06

3.99

Discharge.

Sec.-ft. 

1,150

d,400

710

222

299

/672

773

136

5,720

5,940

131

223

2,410

4,520

10,600

6,140

358

2,180

1,950

o Measurement made at original cable section above the present Ice's ferry bridge.

* Measurement made at second cable section about 1 mile below the bridge.

c Mill-race discharge of 25 second-feet included in total discharge of the river.

d Measurement at second cable section about 1 mite below the bridge. Somewhat affected by new 

Ice's ferry bridge, which was erected below the original gage during 1900 to 1901. Mill-race discharge of 6 

second-feet included in total discharge of the river.

« Measurement made at wading section, 700 feet above the second cable location. Somewhat affected 

by new Ice's ferry bridge, which was erected just below the original gage during 1900 to 1901.

/Mill-race discharge of 10 second-feet not included in value of discharge given.

a Measurement at second cable section. Considered inaccurate on account of low velocity, and not used 

in developing the discharge curve.

ft Measurement made at Ice's ferry bridge. Gage height was read on the chain gage and reduced to the 

corresponding reading on the staff gage.

* Measurement at wading section, three-eighths mile above the bridge. 

i Measurement at wading section, one-fourth mile below the cable.

* Measurement at Ice's ferry bridge.

l Measurement at wading section, one-half mile above the bridge. .Gage height read on chain gage and 

reduced to corresponding reading on the staff gage.

X IIXIIC UCiVW LUG Ul lllgC, OiUU llaVG UCCU lOUUUCU 1>U UllO ^lGOCml» UClLLUll. \J <*&G uclgulo l»i 4UOCK>ultj.uic;ul*3

read on the chain gage have been reduced to the corresponding reading on the staff gage. All other gage 

heights were read directly on the staff gage.
54 SURFACE WATER SUPPLY, 1909, PART III.

Daily gage height, in feet, of Cheat River near Morgantown, W. Va.,for 1899, 1900,

to 1905, 1908, and 1909.

Day.

1899. 

1.. ........ 

2..........

3..........

4..........

5..........

6.......... 

7.......... 

8..........

9..........

10..........

11..........

12..........

13..........

14.......... 

15..........

1900. 

1..........

2..........

4..........

5..........

6..........

7....... ...

a 1.:. .......

9.......... 10......:...

11..........

12..........

13.......... 

14..........

15..........

Day.

1902. 

1.......

2.......

3.......

4.......

5.......

6........

7.......

8.......

9.......

10.......

11.......

12.......

13.......

14.......

15.......

July.

"i'e"

3.0 

2.8

2.7 

2.5

2.4

2.5

2.8

3.2

2.8

2.7

2.6

2.6 

2.4

2.3

3.0

2.9

2.9

2.8 

2.7

2.6 

2.5

2.6

Aug.

Aug.

3.0 

2.8

2.7

2.5

3.4

3.3 

3.0 

2.8

2.7 

2.6

2.5 

2.4

2.3

2.2 

2.2

3.2

3.1

2.9

2.7

2.6 

2.4

2.4

2.3 

2.0

2.0

2.0 

1.8

1.7 

1.7

1.7

Sept.

2.05 

2.05 

2.05 

2.15 

2.0

2.65 

2.35 

2.2 

2.05 

2.05

2.05 

1.95 

1.95 

1.85 

1.85

Sept.

2.2 

2.0

2.3

2.2

2.2

2.2 

2.1 

2.0

2.0 

2.2

4.1 

3.8

3.5

3.2 

3.0

2.3

2.1

2.0

1.9

1.6 

1.5

1.4

1.4 

1.4

1.4

1.4 

1.4

1.3 

1.3

1.3

Oct.

2.0 ?, o

1 9

1 9

1.9

1.9 

1.8 

1.8

1.8 

1.7

1.7 

1.7

1.7

1.7 1.7'

2.1

2.0

1.9

1.8

1.7 

1.6

1.5

1.6 

1.7

1.7

1.7

1.7

1.6 

1.5

1.5

Oct.

3.15 

5.15 

4.0 

3.75 

3.75

3.8 

3.4 

3.2 

2.95 

2.7

2.55 

5.8 

5.3 

4.75 

4.1

Nov.

3.7

3.8

3.5

3.3

3.1 

2.1 

2.1

2.8 

2.7

2.6 

2.9

2.7

2.6 

2.6

1.6

1.6

1.7

1.7

1.6 

2.0

2.3

2.5

2.4

2.2

2.0 

1.9

1.9 

1.9

2.0

Nov.

2.85 

2.55 

2.55 

2.55 

2.4

2.25 

2.5 

2.55 

2.75 

2.6

2.55

2.55 

2.55 

2.6 

2.55

Dec.

2.9 

2.8

2.7

2.7

2.6

2.6 

2.5 

2.5

2.5 

2.5

2.7 

5.5

6.4

4.8 

4.2

4.6

4.0

4.3

7.0 

7.0

6.0

5.0

4.4

4.7

3.4 

3.4

3.2 

3.0

3.0

Dec.

5.0

4.85 

6.4 

6.65 

5.7

4.95 

4.5 

4.45 

4.3 

3.9

5.95 

11.05 

10.65 

9.1 

6.85

Day.

1899. 

16.......... 

17..........

18..........

19..........

20..........

21.......... 

22.......... 

23..........

24..........

25..........

26.........'. 

27.......... 2s... :..... .

29.......... 

30.......... 

31..........

1900. 

16..........

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

OK

26.......... 

27..........

28.......... 

29..........

30..........

01

Day.

1902. 

16.......

17.......

18.......

19.......

20.......

21.......

22.......

23.......

24.......

25.......

26.......

27.......

28.......

29.......

30

31.......

July.

2.8 

3.5 

3.4 

3.0 

2.8

- 2. 4 

2.4 

2.4 

2.3 

2.5

2.7 

2.8 

2.6 

2.5 

3.5 

3.6

2.6 

2.8 

2.9 

2.9 

3.0

3.0 

3.0 

2.9 

3.5 

4 8

5.1 

5.2

4.9 

3.7

3.4

3 ?,

Aug.

2.15

2.25 

2.95 

3.05 

2.65

2.4 

2.25 

2.15 

2.05 

2.05 

2.05 .

Aug.

2.3

2.4 

2.3 

2.2 

2.1

2.0 

2.0 

1.9 

1.9 

1.8

1.8 

1.8 

2.5 

2.4 

2.3 

2.3

1.6 

1.6 

1.5 

1.5 

1.6

2.0 

1.9 

1.8 

1.8 

1.8

1.8 

1.7

1.7 

2.0

2.3 

2.3

Sept.

1.8 

1.75 

1.75 

1.85 

1.75

1.75 

1.65 

1.65 

r.65 

1.65

1.8 

2.05 

1.95 

2.35 

2.4

Sept.

2.8 

2.7 

2.3 

2.2 

2.0

1.9 

1.9 

2.3

2.2 

2.2

2.1 

2.3 

2.4 

2.3 

2.2

1.4 

1.4 

1.4 

1.4 

1.4

1.3 

1.5 

1.5 

1.4 

1.4

1.5 

1.3

1.3 

1.4

1.4

Oct.

1.7 

1.8 

1.8 

1.7 

1.7

1.6 

1.6 

1.6 

1.6 

1.6

1.7 

1.7 

1.7 

1.7 

1.7 

1.7

1.4 

1.4 

1.4 

1.5 

1.4

1.3 

1.3 

1.3 

2.3 

2.3

2.2 

2.1

2.0 

1.8

1.7 

1.6

Oct.

3.65 

3.35 

3.15 

3.0

2.8

2.8 

2.7 

2.55 

2.55 

2.55

2.45 

2.55 

3.1 

2.95 

2.95 

2.85

Nov.

2.5 

2.4 

2.4 

2.5 

3.4

3.4 

3.2 

3.0 

3.0 

3.9

3.7 

3.5 

3.3 

3.1 

3.1

2.2 

2.2 

2.1 

2.2 

3.0

3.3 

3.5 

3.8 

4.0

Nov.

2.55 

2.55 

2.55 

2.35 

2.35

2.5 

2.75 

2.7 

3.1 

4.7

8.15 

6.95 

5.7 

4.9 

4.4

Dec.

3.8 

3.4 

3.2 

3.0

4.8

4.4 

4.1 

3.9 

5.2 

4.4

3.6 

3.2

2.9 

2.7 

2.6

3.0

2.9 

2.8 

2.8 

2.7

2.7 

2.6 

3.0 

3.2 

3.3

3.3 

3.2 

3.1 

3.1

Dec.

1Q..6 

9.35 

' 7. 65 

" 6.V 

4.3

4.75 

5.55 

5.85 

5.15 

4.65

4.3

3.8 

3.55 

3.7 

5.1 

4.9

NOTE. The temperature was low December 25 to 31, 1899, but the discharge was probably not 

materially affected by ice conditions.

NOTE. The discharge was probably unaffected by ice conditions during December, 1900. 

NOTE. Discharge unaffected by ice conditions December, 1902.
OHIO RIVER BASIN. 55

Daily gageheight, in feet, of Cheat River near Morgantown, W. Fa., for 1899,1900,1902 

to 1905, 1908, and 1909 Continued. 

Day.

1903. 

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

1904. 

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

2... .. ..

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

4 .. ...

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

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

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

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

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

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

11 '........ .

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

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

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

15........ .

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

4.3

4.1

10.25

9.05

4.7

3.95

3.65

3.75

6.2

5.25

5.7

5.95

4.45

4.2

3.9

3.55

3.35

3.75

4.15

4.0

3.75

3.65

3.5

3.55

6.4

8.9

8.3

3.3

3.25

8.75

11.15

11.15

11.15

11.15

11.15

11.15

11.15

11.15

11.15

11.15

11.15

11.15

11.15

11.15

11.15

11.15

11.15

21.15

7.5

5.95

5.05

4.4

3.8

3.75

3.65

3.6

Feb.

6.5

7.5

9.35

c OP;

«.6

5.15

4.95

4.45

4.3

5.4

5.3

6.0

11.25

8.4

6.45

5.2

5.1

4.5

4 OK

3 95

4.15

4.2

4.05

4.3

11.45

3.6

3.0

3.25

3.15

3

f\

3.0

4 Q

8.65

6.45

5.35

4.65

4.0

3.6

3.65

3.8

3.4

2 95

3.15

3.0

3.15

3.65

5.7

5.45

6.05

5.4

4.65

4.2

3.95

5.15

Mar.

10.7

7.1

5.95

5.25

A Q

7.25

8.4

6.9

6.05

5.65

c q

4.95

4.4

4.25

4.15

3.95

3.75

4.7

K CC

a 1

9.65

6.75

^ 7

4.15

4.05

4.05

6 ft

7.2

6.55

5.5

7.45

6.7

5.7

5.15

5.05

4.9

4.55'

5.15

4.4

4 oc

4.45

4.45

5,1

8.15

7.85

6.4

5.85

6.0 5.3'

4.65

4.3

4.35

Apr.

4.05

4.15

4.15

4.4 .

5.7

4.95

A Q

6 Q

8.5

6.7

5.8

5.4

5

0

5.1

4.95

5.85

5.85

5.3

4.0

3.8

3 Q

3 Q

4.4

4.15

3.9

3.65

6.6

6.7

5.95

5.1

4 55

4.3

4.15

4 05

4 05

4.15

4.0

3.85

3.8

3.85

3.7

3.95

5.05

4.25

4.0

3.8

3.6

3.45

3.35

3.55

4.7

6.75

7.4

6.05

May.

3.5

3.4

3.35

3.65

3.6

3 A

3.25

3.1

3.05

2.9

2.85

2.85

2.7

2.65

2.6

2.8

2.7

2.6

2.55

2/45

2.4

2.3

2.65

3.85

4.6

6.65

5.4

4.65

4.2

3.95

6.25

4.95

5.0

4.2

3.95

3.75

3.55

3.75

3.75

3.45

3.3

3.25

3.4

3.7

3.65

3.7

7.2

6.6

6.7

6.55

6.2

4.9

4.45

4.1

4.05

4.15

3.9

3.7

3.55

June.

3.6

3

0

3.35

3.05

* 9 ai

3

QK

6.0

5.0

4.3

3.95

5.15

7,05

7.15

7.35

6.2

5.1

4.45

4.05

5.2

4 9

5.0

5.65

A 7C

3.65

4.1

8.85

7.7

1 4

3.5

3.9

3 OK

4.8

4.3

4.1

3.85

3.7

3.5

3.3

3.1

2.9

2.85

2.85

2.75

2.9 .

2.95

2.7

3.25

4.3

4.75

3.45

3.3

2.95

2.85

2.85

3.05

3.8

July.

6.0

5.6

4.45

4.0

4.2

4 QP;

4.3

4.05

3.55

3.3

3.8

4.3

5.65

4.75

4.05

3.6

3.6

Q p;p;

4.4

3.8

1 4

3.1

2.85

2.65

2.35

2.45

2.4

2.35

3.6

4.0

3.65

3.35

3.0

3.0

3.65

3.5

3.4

3.3

3.55

3.5

3.35

3.05

2.8

2.7

. 2.55

2.55

2.35

2.3

2.75

3.0

3.25

2.8

2.6

2.45

2.55

2.45

2.5

2.35

2.2

Aug.

2.6

3.15

3.05

2.85

2.7

2.45

2.65

2.45

2.45

2.35

2.3

2.25

2.25

2T.1

2.1

2.05

2.05

2.05

2.15

2.2

2.15

2.85

2.5

2.3

2.1

2.05

2.05

2.1

2.1

2.1

2.6

2.15

2.25

2.15

2.35

2.55

2.35

2.25

2.3

2.15

2.05

2.05

2.0

2.05

2.05

2.05

1 95

1.95

1.95

2.0

1.95

2.35

2.1

2.4

2.55

2.55

2.4

2 2

2.05

1.95

1.85

1.85

Sept.

2.6

2.55

2.5

2.35

2.15

2.15

2.05

2.05

2.15

2.15

2.1

2.0

1.95

1.85

1.85

1.85

1.85

2.35

2.9

2.4

2.2

2.05

2.0

1 95

1.85

1.85

1.85

1.85

1.75

1.8

1.85

1.85

1.85

1.85

1.8

1.75

1.75

1.75

1.75

1.75

1.75

1.75

1.85

1.85

2.08

1.95

2.02

1.92

1.85

2.2

2.1

1.9

1.85

1.8

1.75

1.75

1.62

1.6

1.6

Oct.

1.75

1.75

1.75

1.75

1 9

2.2

2.2

2.05

3.4

3.45

1 0

2.6

2.45

2.6

2.45

2.35

2.25

2.25

2.4

2.7

2.55

2.45

2.35

2.25

2.15

2.0

2.05

2.05

2.05

1.95

1.95

1.6

1.85

1.9

1.9

1 9

1.85

1.85

1.9

1.8

1.9

1.95

2.0

2.05

2.75

2.3

2.2

2.15

2.05

2.0

2.0

. 1.9

2.0

2.0

2.1

2.1

2.0

2.0

2.1

2.0

2.0

2.0

Nov.

1.85

1.85

1.85

1.85

1 Q

2.1

2.25

2.5

2.4

2.25

2.2

2.15

2.1

2.05

2.05

2.05

2.55

5.6

4.5

3.6

3.1

2.9

2.85

2.75

2.6

2.6

2.4

2.4

2.25

2.25

2.0

2.0

1.9

1.9

1.9

1.9

1.82

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.9

1.95

1.88

1:9

1.9

1.9

2.05

2.1

2.35

2.45

2.4

2.4

2.35

2.05

2.1

2.0

Dec.

2.2

2.2

2.25

2.25

2

1 C

2

1 K

2.15

2.1

2.05

2.1

2.15

2.0

2.6

2.6

2.75

2.55

2.55

2.45

4.35

4.25

3.8

3.35

4.8

5.7

4.4

3.85

3.5

3.5

3.2

2.0

2.05

2.2

2.1

2.1

2.6

2.5

2.5

2.5

2.4

2.35

2.2

2.15

2.05

2.15

2.15

2.1

2.2

2.2

2.2

2.15

2.1

2.0

2.6

8.2

7.2

7.2

6.8

5.4

4.2

3.85

NOTE. Discharge affected by ice conditions from about January 11 to 27 and about December 14 to 19, 

1903, as determined by temperature records. The temperature was very low for a few days about February 

18 and 19,1903, but the discharge was probably not greatly affected by ice conditions owing to the flood 

which immediately preceded this period.

NOTE. Ice gorge from January 3 to 23,1904. No ice during December on basis of comparison with 

chain gage heights.
56 SURFACE WATER SUPPLY, 1909, PART III.

Daily gage height, in feet, of Cheat River near Morgantown, W. Va., for 1899, 1900, 1902 

to 1905, 1908, and 1909 Continued.

Day.

1905. 

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

Day.

1908. 

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

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

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

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

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

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

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

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

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

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

Day.

1909. 

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

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

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

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

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

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

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

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

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

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

Jan.

3.8

3.6

3.6

3.65

3.45

3.4

3.45

3.35

3.2

3.2

3.3

6.45

9.85

7.05

3.8

3.8

3.8

3.6

3.5

3.4

3.2

2.8

2.95

2.9

2.95

3.0

3.15

Nov.

Jan.

3.44

2.98

2.82

2.68

2.70

2.78

3.65

3.08

3.18

Feb.

2.95

2.85

2.9

2.85

2.9

2.9

3.1

3.4

3.85

5.95

4.8

4.35

7.4

6.25

8.5

8.3

8.35

6.7

6.55

6.55

7.0

8.0

7.9

7.5

7.85

7.25

6.3

Dec.

1.7

1.7

1.6

1.6

1.6

1.6

1.6

1.8

1.8

1 Q

Feb.

3.20

3.10

3.20

3.35

3.62

4.95

5.25

4.80

4.30

5.96

Mar.

4.55

4.1

3.75

3 7

4.7

5.55

8.2

11.25

12.65

8.75

7.05

6.2

5.8

1 d

1 9

5.75

6.05

6.85

8.2

10.85

9 OK

7.25

6.1

6.65

6.55

6.05

5.6

5.1

4.85

4.65

1 11.

1 12.

6 13.

6 14.

6 15.

6 16.

6 17.

6 18.

6 19.

9 20

Mar.

5.00

4.73

5.36

5.63

5.08

4.90

5.90

5.95

6.92

Apr.

4.1

4.0

3.85

3.8

3.8

4.2

4 9

5.05

4.85

i 8

5.8

5.75

i 71

4.6

4.4

4.2

4.05

3.8

3 7

1 7

4.6

5

GK

4.65

4 OK

4.05

4.35

5 9

5.4

4.95

Day.

1908.

Apr.

4.50

4.39

5.10

5.44

5.71

6.08

5.97

5.38

4.53

4.47

May

4 4

4 0

3

Q

3.7

3.8

4.3

3.9

3.8

3.8

3 5

3 4

7 3

7 A.

K Q

8 5

6 7

6 9,

5 ?.

4 8

4 4

4 1

3

O

3

K

3 5

3

0

3 9,

31

3 0

3 0

2.9,

3.2

May

5.4

6.3

6.5

5.2

4 8

4.4

4 1

3.W

3.8<

1

i

7

*

^

?

t

^>

June.

5.9

5.25

4.4

3.75

3 11

3.4

3.5

3.65

3.45

3.3

3.15

3.65

4

CK

3.6

3 OK

3 0

3.0

3 n

3.0

3

f\K

5

0

5.25

4.85

5.9

5.0

6.9

5.45

4.5

3.9

tfov.

1.61

1.61

1.61

June.

3.14

5.08

5.18

4.49

5.66

7.21

5.82

5.14

7.02

6.20

July.

% 7

4.15

3.8

3.65

A 7K

4 15

3.8

3.8

4.05

q 7

3.65

3.6

3 71

4.45

3 OK

3

CK

3.45

3.1

2.9

3.8

d 3

3 7

3.8

5.5

4.35

3.7

3.55

3.25

3.2

5.15

4.6

Dec.

2.00

2.32

3.05

2.90

2.65

2.35

2.44

2.70

4.65

4.00

July.

3.56

3.50

3.38

3.06

2.87

2.75

2.64

2.54

2.54

2.52

Aug.

4.05

3.8

3.05

2 Q

3 4

3.2

3.35

3.05

3.15

3.15

3.15

3 n

.3.3

5.2

5.6

5.45

4.3

4.0

3.5

3.45

3.05

2.9

2.75

4.35

5.25

4.25

3.75

3.55

2.9

2.9

21..

22..

23..

24..

25..

26..

27..

28..

29..

30..

31..

Aug.

5.30

4.24

3.75

3.34

3.11

2.97

2.87

2.80

2.70

2.61

Sept.

2.7

2.65

2.5

2.5

2.4

2.4

2.35

2.3

2.3

2.85

4.15

4.1

3.6

3.05

2.9

2.7

2 65

2.5

2.45

2.4

2.3

2.3

2.25

2.2

2.1

2.1

2.1

2.0

2.0

Day.

1908.

Sept.

3.12

2.86

2.75

2.80

2.92

2.87

2.91

2.76

2.68

2.65

Oc

9,

?:

?,

?:

?,

9,

9,

9,

?,

9,

?:

?,

3

3

9,

9,

9,

9,

9,

6

6

fi

4

3,

q

4

5

4

3

3.

3.

Oc

91,

9.

9,

9,

9,

9,

?,.

9,

9.

2.

t.

0

0

0

1

f)t;

1

1

1

1

n

i)3.

4

B

3

R

55

4

45

i

()

?, M

35

5

?£

V>

}

SW

>

t.

f»7

BO

56

45

43

}6

W

?fi

M

21

No-v

3 5

3 3

3

1

3 1

3 n

3 n

3.4

3.6

3.5

3 4

3 3

3 1

t n

3 0

2 9

3 0

3 4

3 5

3 4

3 a

3 0>

9: 8

9. 6,

9. 4

3 3

3 3

3 3

3 3

5 1

7.3

bv.

1 61

1.61

1,74

1 SI

1.81

1,81

1,76

1 7fi

1 71

1 71

Nov

3.3

3 4

3 9

3 1

3 1

3 0

3,0<

2.8

3 0

3.0

5

5

5

5

5

5

7

f)

1

4

1

[)

f?

1

5

Dec.

1 9

4.7

8 OK

8.0

6 1 *1

5

1

4.55

4.2

4.0

3.9

3.6

3.55

3

AK

3 A.

3.3

<? 9

. 3.15

3.1

3.2

3.2

1 1

5.85

5.95

6.05

4.95

4.15

4.2

4.0

4.15

4.25

4.15

Dec.

3.40

2.78

2.60

2.57

2.50

2.32

2.35

2.40

2.42

2.40

2.35

Dec.

3.16

3.09

3.00

2.91

2.87

2.85

2.80

3.27

3.04

2.87

NOTE. High gage heights February 13 to about March 3 caused by backwater from ice gorge. Ice 

conditions probably prevailed from about January 27 to March 3. No ice during December on the oasis of 

comparison with chain gage heights.

NOTE. Discharge unaffected by ice conditions during December, 1908.

NOTE. Discharge probably unaffected by ice conditions January to March, 1909. Discharge about 

December 10 to 13 ana 18 to 31, 1909, affected by ice conditions.
OHIO BJVER BASIN. 57

Daily gage height, in feet, of Cheat River near Morgantown, W. Va.,for 1899, 1900, 1902 

to 1905, 1908, and 1909 Continued.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

30q-i

Jan.

3.10

3.13

3.45

3.47

8.75

7.40

5.75

4.80

4.05

4 00

4.13

4.37

4.58

5.80

5.40

4.80

4 40

3.85

3.60 

3.80

3.45

Feb.

6.90

5.45

5.00

5.50

5.50

7.20

7.12

5.94

5.16

K on

5.73

5.40

5.47

7 95

7.58

6.30

5.34

Mar.

6.66

6.54

4.98

4.80

5.07

4.56

4.30

4.14

3.94

A 19

4.18

4.02

3.83

3.68

3.86

4.58

5.27

5.18

5.48 

5.07

A 70

Apr.

4.20

4.12

4.20

8.28

8.04

6.22

5.33

4.78

4.40

4.36

7.09

9.06

7.84

7.50

6.32

5.71

5.46

5.18

5.00 

4.90

May.

3.68

4 11

3.75

3.56

3.40

3.28

3.14

3.03

2.99

2.89

2.86

3.06

4.19

3.60

3.40

3.24

3.38

3.98

4.00 

3.56

3.34

June.

7.68

6.57

5.29

5.15

5.35

5.11

4.80

6.94

6.13

5.07

4.38

4.00

3.86

3.72

3.45

3.29

3.16

3.49

4.19 

3.95

July.

2.43

2.34

2.41

2.49

2.45

2.68

2.50

2.39

2.36

2.31

2.28

2.26

2.34

2.41

3.41

3.11

2.77

2.63

2."58 

2.63

Aug.

2.54

2.50

2.42

2.32

2.52

3.98

5.35

4.57

3.95

3.61

4.16

3.37

3.19

2.99

2.83

2.68

2.63

2.54

2.68 

3.70

3.51

Sept.

6.00

4.45

3.70

3.25

3.06

5.43

5.00

4.06

3.45

3.11

2.92

2.82

2.73

2.87

4.16

3.64

3.21

3.07

2.87 

2.77

Oct.

2.24

2.82

4.66

3.72

3.32

3.42

3.53

3.38

3.36

4.09

3.92

3.71

4.00

9.16

6.59

5.37

4.71

4.24

3.88 

3.72

3.49

Nov.

4.82

4.32

3.98

3.70

3.53

3.36

3.24

3.19

3.20

3.11

3.01

3.01

3.04

3.11

3.53

3.37

3.19

3.11 

3.06

Dec.

2.82

2.75

2.94

5.59

5.46

4.57

3.98

3.95

3.74

3.65

3.23

2.91

2.65

2.77

2.65

2.87

2.83

2.68 

2.61

2.45

NOTE. Discharge probably unaffected by tee conditions January to March, 1909. Discharge about 

December 10 to 13 and 18 to 31,1909, affected by ice conditions.

Rating tables for Cheat River near Morgantown, W. Va. 

1899 AND 1900. (Referred to first staff gage.)

Gage 

height.

Feet.

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

Discharge.

Sec.-ft.

165

200

240

280

325

375

430

495

570

655

750

855

Gage 

height.

Feet.

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

Discharge.

Sec.-ft.

970

1,100

1,240

1,400

1,570

1,750

1,940

2,150

2,380

2,630

2,900

3,190

Gage 

height.

Feet.

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

Discharge.

Sec.-ft.

3,500

3,820

4,150

4,490

4,830

5,180

5,540

5,900

6,270

6,640

7,020

7,400

Gage 

height.

Feet.

4.90

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

Discharge.

Sec.-ft.

7,790

8,180

8,970

9,770

10,570

11, 380

12,200

13,020

13,840

14,670

15,510

16,350

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on four 

discharge measurements made 1899-1901 and is fairly well defined. Above gage height 3.0 feet the rating 

curve is based on the form of the rating referred to tbe chain gage at Ice's ferry bridge and should be accurate. 

This table applies to original gage located about 100 feet above the present Ice's ferry bridge.

1902 TO 1909. (Referred to second staff gage.)

Gage 

height.

Feet.

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

Discharge.

Sec.-ft.

110

135

160

190

220

255

290

330

375

420

470

525

590

660

Gage 

height.

Feet.

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

Discharge.

Sec.-ft.

735

815

905

1,005

1,110

1,220

1,340

1,470

1,610

1,760

1,920

2,090

2,280

2,470

height.

Feet.

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.20

5.40

5.60

5.80

6.00

6.20

Discharge.

Sec.-ft.

2,670

2,880

3,090

3,310

3,530

3,760

4,000

4,250

4,760

5,300

5,860

6,430

7,010

7,610

Gage 

height.

Feet.

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

9.00

10.00

11.00

12.00

13.00

Discharge.

Sec.-ft.

8,210

8,830

9,450

10,080

10,720

11, 370

12,030

12,690

13,370

16,830

20,430

24,180

27,980

31,880

NOTE. The above table is not applicable for ice or obstructed-channel conditions. It is based on thirteen discharge measurements made during 1902 to 1909 and is well denned between gage heights 1.6 feet 

and 8.0 feet.
58 SURFACE WATER SUPPLY, 1909, PART III.

Daily discharge, in second-feet, of Cheat River near Morgantown, W. Va.,for 1899, 1900,

1902 to 1905, 1908, and 1909.

Day. July. Aug. Sept. Oct. Nov. Dec. Day. July. Aug. Oct. Nov. Dec.

1899.

1,100

1,750

1,400

1,240

970

855

970

1,400

1,750

1,400

1,240

970

2,630

2,380 

1,750 

1,400 

1;240 

1,100

970

855

750

655

655

655

495

750

655

655

655

570

495

495

655

4,830.

3,820

2,900

2,150

1,750

3,500

4,490

3,820

2,900

2,380

1,940

570

570

1,400

1,240

1,100

1,570

1,240

1,100

1,100

1,570

1,400

1,240

1,240

1,100

1,100

970

970

970

970

1,240

10,200

13,800

7,400

5,180

1899.

1,400

2,900

2,630

1,750

1,400

855

855

855

750

970

1,240

1,400

1,100

970

2,900

3,190

750

855

750

655

570

495

495

430

430

375

375

375

970

855

750

750

1,400

1,240

750

655

495

430

430

750

655

655

570

750

855

750

655

325

375

375

325

325

280

280

280

280

280

325

325

325

325

325

325

970

855

855

970

2,630

2,630

2,150

1,750

1,750

4,150

3,500

2,900

2,380

1,940

1,940

3,820

2,630

2,150

1,750

7,400

5,900

4,830

4,150

8,970

5,900

3,190

2,150

1,570

1,240

1,100

970

Day. July. Aug. Sept. Oct. Nov. Dee. Day. July. Aug. Sept. Oct. Nov. Dec.

1900.

1....

2.. ..

3....

4....

5....

11....

12....

13....

14....

15....

2,150

1,400

1,240

1,100

1,100

855

750

1,750

1,570

1,570

1,400

1,240

1,100

970

1,100

2,150

1,940

1,570

1,240

1,100

855

855

750

495

495

495

375

325

325

325

750

570

495

430

280

240

200

200

200

200

200

200

165

165

165

570

495

430

375

325

240

325

325

325

325

240

240

280

325

325

495

750

970

855

655

495

430

430

430

495

6,270

4,490

4,490

6,540

16,400

16,400

12,200

8,180

5,900

7,020

2,630

2,630

2,150

1,750

1,750

1900.

16....

17....

18....

19....

20....

21....

22....

23....

24....

25....

26....

27....

28....

29....

30....

31....

1,100

1,400

1,570

1,570

1,750

1,750

1,750

1,570

2,900

7,400

8,570

8,970

7,790

3,500

2,630

2,150

240

240

280

495

430

375

375

375

375

325

325

495

750

750

200

200

200

200

200

165

240

240

200

200

240

465

165

200

200

200

200

200

240

200

165

165

165

750

750

655

570

495

375

325

280

655

655

570

655

1,750

2,380

2,900

3,820

4,490

8,180

14,000

20,000

13,800

9,770

8,180

1,750

1,570

1,400

4,400

1,240

1,240

1,100

1,750

2,150

2,380

2,380

2,150

1,940

1,940

2,900

2,900

Day.

1902.

Aug. Sept.

272

272

272

310

255

558

398

330

272

272

272

238

238

205

205

Oct.

955

4,630

2,090

1,680

1,680

1,760

1,220

1,000

775

590

6,430

5,030

3,640

2,280

Nov.

698

420

352

470

625

525

498

525

498

Dec.

4,250

3,880

8,210

4,120

3,090

2,980

2,670

1,920

6,860

24,400

22,800

17,200

9,600

Day.

1902.

Aug.

310

352

775

860

558

420

352

310

272

272

272

Sept.

190

175

175

205

175

175

148

148

148

148

190

272

238

398

420

Oct.

1,540

1,160

955

815

660

660

590

445

498

905

775

775

Nov.

398

470

625

590

905

3,530

13,900

9,920

6,140

4,000

2,880

Dec.

22,700

18,100

12,200

7,010

2,670

3,640

5,720

6,580

4,630

3,420

2,670

1,760

1,400

1,610

4,500

4,000

NOTE. Discharge estimated December 31, 1899.

NOTE. Discharges November 25 to December 1 and December 30 and 31,1900, estimated by a hydrograph 

comparison with Youghiogheny River at Friendsville, Md.
OHIO KtVER BASIN. 59

Daily discharge, in second-feet, of Cheat River near Morgantown, W. Va.,for 1899, 1900, 

1902 to 1905, 1908, and 1909 Continued.

Day.

1903. 

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

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

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

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

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

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

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

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

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

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

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

1^>

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

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

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

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

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

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

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

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

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

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

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

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

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

97

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

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

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

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

1904. 

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

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

3r ...........

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.

2,670

2,280

21,400

17,000

9,920

6,580

4,630

3,530

2,000

1,540

1,200

1,000

700

500

400

500

700

700

500

700

800

700

700

600

700

800

1,000

8,210

15,600

16,500

14,400

1,110

4,000

1,800

1,400

1,000

900

800

800

800

800

800

800

800

son

800

SOO

900

1,200

4,000

9,600

15,000

21,000

11,700

6 860

4,380

2,880

1,680

1,540

1.470

Feb.

8,520

9,300

11,700

18,100

16,700

8,830

6,140

4,630

4,120

2,980

2,670

5,300

7,310

5,030

7,010

25,100

14,700

8,360

4,760

4 pcnn

3,090

2,780

2,380

2,470

2,180

2,670

25,900

1,470

1,060

955

815

815

4,000

15,600

8,360

5,160

3,420

2,090

1,470

1,540

1,760

1,220

775

955

815

955

1,540

6,140

5,440

7,160

5,300

3,420

2,470

2,000

4,630

Mar.

23,000

10,400

6,860

4,900

4,000

3,880

4,500

10,900

14,700

9,760

7,160

6,000

5,030

4,120

2,880

2,570

2,380

2,000

1,680

1,470

3,530

5,720

13,700

19,200

9,300

6,140

4,120

3,200

2,380

2,180

2,180

8,680

9 4Kft

10,700

14,600

8,680

5,580

7,310

11,500

9 140

6,140

4,630

4,380

4,000

3,200

4,630

4,120

2,880

2,780

2,980

2,980

4,500

6,000

13,900

12,900

8,210

6,580

7,010

3,420

2,670

2.780

Apr.

2,180

2,380

2,380

2,880

6,140

4,120

3,760

9,760

15,100

9,140

6,430

5,300

5,030

4,500

4,120

6,580

6,580

6,580

5,030

3,640

2,880

2,570

2,090

1,760

1,920

1,920

2,880

2,380

1,920

1,540

8,830

9,140

6,860

4,500

3,200

2,670

2,380

2.180

2,180

2,380

2,090

1,840

1,760

1,840

1,610

2,000

4,380

3,420

2,570

2,090

1,760

1.470

1,280

1,160

1,400

3,530

9,300

11,400

8,520

7,160

May.

1,340

1,220

1,160

1,540

1,470

1,220

1,060

905

860

735

698

698

590

558

525

660

590

525

498

445

420

375

558

1,840

3,310

6,000

8,980

5,300

3,420

2,470

2,000

7,760

6,580

4,120

4,250

3,200

2,470

2,000

1,680

1,400

1,680

1,680

1,280

1,110

1,060

1,220

1,610

1,540

1,610

10,700

8,830

9,140

8,680

7,610

4,000

2,980

2,280

2,180

2 ^>CA

1.920

1,610

1.400

June.

1,470

1,110

1,160

860

698

698

1,840

7,010

4,250

2,670

2,000

4,630

10,200

10,600

11,200

7,610

4,500

2,980

2,180

1,840

4,760

4,000

4,250

6,000

3,640

2,180

1,540

2,280

16,300

12,400

1,220

1,340

1,920

1,840

3,760

2,670

2,280

1,840

1,610

1,340

1,110

905

735

698

698

625

735

775

590

1,060

2,670

3,640

1,280

1,110

775

698

698

860

1,760

July.

7,010

5,860

2,980

2,090

2,470

4,120

2,670

2,180

1,400

1,110

1,760

2,670

4,500

6,000

3,640

2,180

1,470

1,470

1,400

2,880

3,420

1,760

1,220

905

698

558

498

398

445

420

398

1,470

2,090

1,540

1,160

815

815

1,540

1,340

1,220

1,110

1,400

1,340

1,160

860

660

590

498

498

398

375

625

815

1,060

660

525

498

470

398

330

Aug.

525

955

860

698

590

445

558

445

445

398

375

352

352

290

290

272

272

272

310

330

310

698

470

375

290

272

272

290

290

290

525

310

352

310

398

498

398

352

375

272

272

255

272

272

272

238

238

238

255

238

398

290

420

498

498

420

330

979

238

205

205

Sept.

525

498

470

398

310

310

272

272

272

310

310

290

255

238

205

205

205

205

398

735

420

330

272

255

238

205

205

205

205

175

190

205

205

205

205

190

175

175

175

175

175

175

175

205

205

283

238

262

227

205

330

290

220

205

190

17K

175

I4n

135

135

Oct.

175

175

175

175

220

330

330

272

1,220

1,280

815

525

44*

525

445

398

352

352

420

590

498

445

398

352

310

255

272

272

272

238

238

135

205

220

220

220

205

205

220

190

220

238

255

272

625

375

330

310 '272

255

255

220

255

255

290

290

255

255

290

255

255

255

Nov.

205

205

205

220

290

352

470

352

330

310

oan

272

272

272

AQQ

5,860

3,090

1,470

905

735

698

625

525

525

420

420

352

352

255

255

220

220

220

220

196

190

190

190

190

190

190

190

220

238

214

220

220

220

272

290

398

445

420

420

398

272

290

255

Dec.

330

330

S*9

352

310

310

310

290

979

9CM1

310

OKK

0-1 f)

OKfl

OKA

200

9f¥l

200

250

445

2 7Qrt

2.570

1,760

1,160

3,760

6,140

2 OCA

1,840

1 S4ft

1,340

1 ftftrt

' 225

272

330

290

525

470

470

398

330

310

272

310

290

330

330

330

310

290

255

525

14,000

10,700

10,700

5,300

2,470

1.840

NOTE. Discharges Januaryll to 27 and December 14 to 19,1903, estimated on the basis of climatological 

reports on temperature and precipitation.

NOTE. Discharge estimated for ice period, January 3 to 23,1904, on the basis of climatological reports 

and a thorough study of run-off conditions during the period.
60 SURFACE WATER SUPPLY, 1909, PART III.

Daily discharge, in second-feet, of Cheat River near Morgantown, W. Va.,for 1899,1900, 

1902 to 1905, 1908, and 1909 Continued.

Day.

1905. 

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.

1,760

1,470

1,470

1,540

1,280

1,220

1,280

1,160

1,000

1,000

1,110

8,360

19,900

10,200

3,880

2,000

1,840

1,760

1,760

1,760

1,470

1,340

1,220

1,000

660

600

550

500

500

450

Feb.

450

450

450

450

450

500

700

1,000

1,200

4,500

2,500

1,500

2,500

1,500

l,tXX)

700

600

500

500

600

700

700

800

800

800

1,800

1,500

1,500

Mar.

1,500

1,500

1,500

1,680

1,610

3,530

5,720

14,000

25, 100

30,400

16,000

10,200

7,610

6,430

5,300

4,760

6,280

7,160

9,600

14,000

23,600

18,100

10,900

7,310

8,980

8,680

7,160

5,860

4,500

3, 880

Apr.

2,280

2,090

1,840

1,760

1,760

2,470

4,000

4 380

3,880

3,760

6,430

6,280

3,640

3,310

2,880

2,470

2

t CA

1,760

1,610

1,610

3,310

e ftftn

5,160

3,420

2,780

2,180

2,780

6,720

5,300

4,120

May.

2,880

2,180

1,840

1,610

1,760

2,780

2,000

1,760

1,760

1,400

1,280

11 000

11,500

6,720

15, 100

9,300

7,610

4 900

2,980

2,280

1 840

1,400

1,340

1,110

1,000

905

815

815

775

1,000

June.

6,720

4,900

2.8SO

i;680

1,400

1,220

1,340

1,540

1,280

1,110

955

1,540

3,200

2,570

1,470

1,060

815

815

815

815

860

5,030

4,900

3,880

6,720

4,250

9,760

5,440

3,090

1,920

July.

1,610

2,380

1,760

1,540

3,640

2,380

1,760

1,760

2,180

1,610

1,540

1,470

1,680

2,980

1,840

1,540

1

OCA

905

735

1,760

2,670

1,610

1,760

5,580

2,780

1,610

1,400

1,060

1,000

4,630

Aug.

2,180

1,760

1,280

860

735

1,220

1,000

1,160

860

955

955

955

815

1,110

4,760

5,860

5 440

2,670

2,090

1,340

1,280

860

735

625

2,780

4,900

2,570

1,680

1,400

735

735

Sept.

590

558

470

470

445

420

420

375

375

698

2,280

1,470

Qfi/1

735

KQA

558

470

445

420

375

352

330

200

290

290

255

255

Oct.

255

255

255

290

272

290

290

290

290

255

255

375

1,220

1,000

735

660

4QS

420

4A5

8,830

7,010

4,760

3,420

1,060

905

2,380

4,900

3,200

1,920

1,760

1,540

Nov.

1,400

1,160

955

905

815

860

1,220

1,470

1,340

1,280

/4,160

905

815

815

73 P;

815

1,220

1 400

l'220

1,160

860

558

445

1,110

1,110

1,110

1,110

4,500

11,000

Dec.

4,760

3,530

14,200

13,400

7 4fiO

4,500

3,200

2,090

1,920

1,470

1 400

1,280

1,220

1,110

1,000

905

1,000

1,000

4,500

6,580

6,860

7,160

4,120

2,380

2,47P

2,090

2,380

2,570

2,380

Day.

1908. 

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

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

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

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

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

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

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

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

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

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

Day.

1909. 

1..........

2..........

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13..........

14... ......

15..........

Nov.

Jan.

1,270 

799 

675 

577 

590

646 

1,540 

1,420

887 

985

905 

935 

1,280 

1,300 

16.000

Dec.

163 

163 

150 

150 

150

150 

150 

208 

208 

252

Feb.

1,000 

905 

1,000 

1,160 

1,500

4,120 

4,900 

3,760 

2,670 

6,890

9,760 

5,440 

4,250 

5,580 

5.580

Day.

1 

12 

K 

1^ 

1,

1(

r is i«

2(

Mar.

4,250 

3,600 

5,190 

9,080 

5,940

4. 450 

4i 000 

6,720 

6,860 

9,820

9,020 

5,690 

4,200 

3,760 

4.420

1908.

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

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

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

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

J... ...........

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

)..............

Apr.

3,090 

2,860 

4,500 

5,410 

6,170

7,250 

6.920 

5; 250 

3,160 

3,030

2,470 

2,320 

2,470 

14,300 

13.500

May.

5,410 

8,090 

8,740 

5,250 

4,900 

3,860 

2,940 

2,360 

2,060 

1,900

1,580 

2,300 

1,680 

1,420 

1.220

Nov.

138 

138 

138

June.

945 

4,450 

4,710 

3,070 

6,030

10,800 

6,490 

4,600 

10,100 

7,610

12,300 

8,740 

5,000 

4,630 

5.160

Dec.

255 

384 

860 

735 

558

398 

440 

590 

3,420 

2,090

July.

1,420 

1,340 

1,200 

809 

712

625 

551 

492 

492 

481 

435 

393 

425 

465 

445

Day.

1908. 

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

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

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

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

25. ...... .....I.

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

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

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

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

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

31

Aug.

5,030 

2,550 

1,680 

1,150 

915

791 

712 

660 

590 

532

492 

470 

430 

384 

481

Sept.

925 

705 

625 

660 

751

712

743 

632 

577 

558 

7,010 

2,980 

1,610 

1,060 

869

Nov.

138 

138 

172 

193 

193

193 

178 

178 

163 

163

Oct.

570 

525 

503 

445 

435

402 

370 

357 

348 

334

348

675 

3,440 

1,640 

1,130

Dec.

1,220 

646 

525 

508 

470

384 

398 

420 

430 

420 

398

Nov.

1,190 

1.220 

1,020 

945 

915

824 

896 

705 

842 

860

3,810 

2,710 

2,060 

1,610 

1.380

Dec.

965 

896 

815 

743 

712

698 

660 

1,080 

851 

650

600 

550 

700 

5,830 

5.470

NOTE. Discharges January 27 to March 3,1905, estimated on basis of climatological reports. 

NOTE. Discharge December 10 to 13 and 18 to 31,1909, estimated on the basis of climatological data.
OHIO RIVER BASIN. 61

Daily discharge, in second-feet, of Cheat River near Morgantown, W. Va.,for 1899,1900, 

1902 to 1905, 1908, and 1909 Continued.

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.

1909.

11,400 

6,280 

3,760

-2; 180 

2,090

2,340 

2.820 

Si 270 

6,430 

5,300

3,760 

2,880 

1,84Q 

1,470 

1.760

10,700

10,500

6,840

4.660

4,760

6,230

5,300

5,500

13,200

12,000

7,910

5,970

5,143

1,280

3,220

2,670

2.360

1,990

2,320

2,430

2,130

1,810

1,580

1,860

3.270

4.950

4,710

5,520

4.420

3,710

7,670

5,110

3,710

2,880

2,800

10,400

17,000

12,800

11,700

7,970

6,170

5,470

4,710

4,250

4,000

1,090

945

842

807

728

705

869

2,450

1,470

1,220

1.050 

^200 

2.060 

2,090 

1,420 

1,150

4,530

3,760

9.890

7,400

4,420

2,840

2,090

1,860

1,640

1,280

1,100

965

1,330

2,450

2,000

577

470

416

402

380

357

393

425

1,230

915

639

544

514

544

15,200

2,060

5,160

3,240

2,000

1,480

2,390

1,190

995

807

682

577

544

492

577

1,610

1,350

5,380

4,250

2,200

1,280

915

751

675

611

712

2,390

1,530

1,020

878

712

639

1,240

1,380

1,200

1,180

2,260

1,950

1,620

2,090

17,400

5,220

3,550

2,550

1,890

1,640

1,330

1,180

1,050

995

1,000

915

824

824

851

915

1,140

1,380

3,190

995

915

3,240

2,060

1,500

1,200

1,000

800

500

450

450

450

400

450

400

350

300

250

NOTE. Discharge December 10 to 13 and 18 to 31,1909, estimated on the basis of climatological data.

Monthly discharge of Cheat River near Morgantown, W. Va.,for 1899,1900,1902 to 1905,

1908, and 1909.

[Drainage area, 1,380 square miles.]

Month.

Discharge in second-feet.

Maximum. Minimum. Mean.

Per 

square 

mile.

Run-off 

(depth in 

inches on 

drainage 

area).

Accuracy.

1899.

July 8-31.................................. 3,190

August................................... 2,630

September................................ 4,830

October................................... 495

November................................ 4,490

December................................. 13,800

1900.

July...................................... 8,970

August................................... 2,150

September................................ 750

October................................... 750

November................................ o 20,000

December................................. . 16,400

1902.

August 21-31.............................. 860

September................................. 558

October.................................... 6,430

November................................ 13,900

December................................. 24,400

1903.

January 6................................. 21,400

February................................. 25,900

March.................................... 23,000

April..............."...................... 15,100

May...................................... 8,980

June...................................... 16,300

July...................................... 7,010

August................................... 955

September................................ 735

October................................... 1,280

November................................ 5,860

December 6............................... 6,140

The year............................ 25,900

750

375

430

280

570

970

1,450

940

1,090

350

2,010

3,420

750

240

165

165

280

1,100

2,440

635

249

348

3,310

4,130

272

148

445

352

1,400

432

252

1,490

1,760

7,410

400

2,000

1,470

1,540

375

698

398

272

175

175

205

200

4,470

7,830

6,450

4,450

1,680

4,560

2,280

423

306

412

705

1,040

175 2,880

1.05

.681

.790

.254

1.46

2.48

1.77

.460

.180

.252

2.40

2.99

.313

.183

1.08

1.28

5.37

3.24

5.67

4.67

3.22

1.22

3.30

1.65

.307

.222

.299

.511

.753

2.09

a 94

.79

.88

.29

1.63

2.86

2.04

.53

.20

.29

2.68

3.45

.13

.20

1.24

1.43

6.19

3.74

5.90

5.38

3.59

1.41

3.68

1.90

.35

.25

.34

.57

.87

a Estimated from hydrograph comparison of this station with Ypughiogheny River at Friendsville, Md. 

6 Ice conditions January 11 to 27, and December 14 to 19,1903; discharge estimated.
62 SURFACE WATER SUPPLY, 1909, PART III.

Monthly discharge of Cheat River near Morgantown, W. Va., for 1899,1900,1902 to 1905, 

1908, and 1909 Continued.

Month.

1904.

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

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

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

1905.

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

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

1908. 

November 18-30. ..........................

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

1909.

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

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

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

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

Discharge in second-feet.

Maximum.

21,000 

15,600 

14,600 

11,400 

10,700 

3,760 

2,090 

498 

330 

625 

445 

14,000

21,000

19,900 

4,500 

30,400 

6,720 

15,100 

9,760 

5,580 

5,860 

2,380 

8,830 

11,000 

14,200

30,400

193 

3,420

16,000 

13,200 

9,820 

17,000 

8,740 

12,300 

15,200 

5,160 

7,010 

17,400 

3,810 

5,830

17,400

Minimum.

800 

775 

2,670 

1,160 

1,060 

590 

330 

205 

135 

135 

190 

255

135

450 

450 

1,500 

1,610 

775 

815 

735 

625 

255 

255 

445 

905

255

138 

150

577 

905 

1,580 

2,320 

705 

945 

357 

384 

558 

334 

705

Mean.

3,330 

3,180 

6,500 

3,830 

3,550 

1,420 

876 

319 

202 

261 

257 

2,030

2,150

2,560 

1,090 

8,910 

3,410 

3,460 

2,800 

2,060. 

1,820 

608 

1,610 

1,470 

3,620

2,780

163 

558

2,860 

5,620 

4,390 

6.310 

2,380 

4,740 

1,090 

1,360 

1,480 

2,160 

1,200 

1,130

2,890

Per

square 

mile.

2.41 

2.30 

4.71 

2.78 

2.57 

1.03 

.635 

.231 

.146 

.189 

.186 

1.47

1.55

1.86 

.790 

6.46 

2.47 

2.51 

2. 03 

1.49 

1.32 

.441 

1.17 

1.07 

2.62

2.02

.118 

.404

2.07 

4.07 

3.18 

4.57 

1.72 

3.43 

.790 

.986 

1.07 

1.57 

.870 

.819

2.10

Kun-off 

(depth in 

inches on 

drainage 

area).

2.78 

2.48 

5.43 

3.10 

2.96 

1.15 

.73 

.27 

.16 

.22 

.21 

1.70

21.19

2.14 

.82 

7.45 

2.76 

2.89 

2.26 

1.72 

1.52 

.49 

1.35 

1.19 

3.02

27.61

.06

.47

2.39 

424 

3.67 

5.10 

1.98 

3.83 

.91 

1.14 

1.19 

1.81 

.97 

.94

28.17

Accuracy.

C. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

A. 

D. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

A.

A.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

C.

a Ice conditions January 3 to 23, 1904, and January 27 to March 3, 1905; discharge estimated. 

6 Ice conditions December 10 to 13 and .18 to 31,1909; discharge estimated.

YOUGHIOGHENY EIVEE AT CONFLUENCE, PA.

The Youghiogheny rises in Garrett County, Md., and flows in a 

northwesterly direction into Pennsylvania, emptying into Monongahela Eiver about 15 miles above Pittsburg. Its source is on the 

western slope of the Allegheny Mountains at an elevation of about 

2,900 feet. For 19 miles above its mouth the average fall of the 

stream is about 2 feet per mile, but above that point it soon increases 

to an average fall of nearly .5 feet per mile. The average width of 

the river from its mouth to West Newton, Pa., is about 546 feet.
OHIO RIVER BASIN. 63

The gaging station which was established by the United States 

Geological Survey September 15, 1904, to obtain comparative and 

statistical data regarding the discharge of the Youghiogheny for use 

in the determination of methods of flood prevention and for storage, 

navigation, and power problems, is located at a highway bridge 

about one-half mile from the railroad station at Confluence, Pa. 

It is now maintained by the Water Supply Commission of Pennsylvania, by which the records of gage heights and discharge measurements are furnished.

No important tributaries enter above the station. Casselman 

River, having approximately the same drainage area as Youghiogheny River, enters from the right about one-half mile below the 

station, and a short distance below Casselman River Laurel Hill 

Creek enters also from the right. This creek has about one-fourth 

the drainage area of the Youghiogheny above Confluence. The 

joining of these three tributaries to the main Youghiogheny River, 

together with the inadequate flood channel capacity of the main 

stream, causes gorging and backwater .at high stages to a greater or 

less extent in all of them. No measurements have yet been obtained 

which show backwater at the Youghiogheny station, but from general conditions it is believed to occur occasionally, particularly at 

very high stages, although much less than at the Casselman and 

Laurel Hill stations. A tangent has been adopted for the rating 

curve at high stages and applied directly without correction throughout 1907, 1908, and 1909. It may give excessive discharge occasionally, but in general and from daily comparisons with other stations the results are believed to be essentially correct.0

Conditions of flow are probably permanent, although somewhat 

disturbed by a low rock dam under the bridge. The low-water 

rating curve is fairly well denned. The discharge is occasionally 

affected by ice conditions. The datum of the chain gage attached 

to the bridge has remained constant since the establishment of the 

station.

The following discharge measurement was made by F. W. Scheidenhelm:

June 12, 1909: Width, 232 feet; area, 679 square feet; gage height, 4.34 feet; discharge, 2,250 second-feet.

a See also Casselman River and Laurel Hill Creek at Confluence, Pa.
64 SURFACE WATER SUPL PART III.

Daily gage height, in feet, of Youghiogheny River at Confluence, Pa., 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.

1.75

2 fl

2.05

1. O

1.8

1 9

1 Q

1.85

1.8

2.0

1.9

9 n

2 1

2.3

4.85

4.0

3.35

2.85

2.5

9 7

2.6

2.8

3.6

4 7

3 9

3.7

2.9

2.8

2.7

2.25

1 75

Feb.

2.25

9 ^

2.5

2.4 

2.5

2

n

2.8

3.0

3.9

3 7H

3.6

4.0

3 Q

6.0

4.5

3.9

3.6

3.85

3.5

3.25

3.65

8.1

6.5

5.0

4.45

4.15

Mar.

3.6

3 Q

4.6

4.4

3.4

4 2

4.2 4 «;

3.9

s 4

3.15

q O

9 Q

2

0

2.8

2.75

3 1

9 Q

2.8

2.65

2.75

3.1

3.3

3.5

3.4

3.3

3

-t

Apr.

3.0

3 n

3.2

3.9 

3.85

s 71;

3.45

3 9

3 n

2.9

2.85

9 R

9 7^

6.05

4.85

i n

3.5

3.15

3.1

O ("K

5.85

7.2

5.95 K HE

4.2

4.05

3.6

% A

3.2

3.3

May.

3.8

3 7

3.5

3.6 

3.4

3 n

2

0

9 7

2.6

2.5

2 4

2.3

2.25

2 9

2.15

2.2

2.1

2.0

2.0

2.05

2.3

2.2

2.0

2.0

2.3

3.15

2.9

2.6

2

C

June.

2.7 3 n

3.35

O. £i

5.0

5.35

4.1

4.05

3.75

3.9

5.3

4.3

3.6

3.7

3.6

3.6

3.95

3.25

3.05

2.9

2.8

2.7

2.65

2.6

2.4

2.25

2.15

2.0

2.0

2.0

July.

2.2

2.1

2.05

£i. U

2.0

1.9

1.8

1.75

1.7

1.65

1.65

1.65

1.65

1.65

1.65

1.6

1.6

1.6

1.6

1.6

1.55

1.5

1.5

1.65

1.7

1.7

1.65

1.65

1.65

1.65

Aug.

1.6

1.6

1.6

1.6

1.6

1.55

1.55

1.5

1.45

1.45

1.4

1.4

1.4

1.45

3.05

3.5

2.9

2.6

2.35

3.2

2.4

2.1

1 9

1.8

1.7

1.7

1.85

1.85

1.85

Sept.

1.75

1.7

r.7

1.8

1.9

1.8

1.75

1.7

1.65

1.7

2.15

2.05

1.9

1.8

1.7

2.5

2.1

2.0

1.9

1.8

1.8

1.75

1.75

1.75

1.75

1.7

1.65

1.65

1.6

Oct.

1.55

1.55

1.5

1.5

1.5

1.45

1.45

1.45

1.4

1.55

2.25

2.15

1.9

1.9

1.85

1.8

1.75

1.75

1.75

1 7«;

1.9

2.1

5.0

3.5

2.9

2.4

2.4

2.3

2.2

2.1

Nov.

2.0

2.0

1.95

1.9

1.85

1.8

1.8

2.0

2.1

2.0

2.0

2.0

1.95

1.95

1.95

1.95

1.95

1.95

1.95

1.95

1.95

1.95

1.9

1.9

1.9

1.9

1.85

1.9

1.9

Dec.

1.9

1.85

1.85

1.85

1.8

1.9

2.4

2.4

2.2

2.1

2.1

2.4

3.4

2.6

2.5

2.35

2.25

2.15

2.05

2.0

2.0

1.9

1.9

2.0

2.1

2.1

2.1

2.1

2.1

2.1

NOTE. No information available regarding ice conditions, 1909; discharge probably not affected during 

the year.

Daily discharge, in second-feet, of Youghiogheny River at Confluence, Pa., 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.

148

271

302

168

168

217

217

192

168

271

217

271

334

465

2,890

1,910

1,270

858

603

746

674

1,500

2,700

1,800

1,600

896

820

432

148

Feb.

432

603

603

533

603

1,500

1,270

896

820

974

1,800

1,650

1,500

1,910

1,800

1,800

1,500

1,750

1,410

1,550

7,610

5,210

3,080

2,410

Mar.

1,500

1,800

2,580

2,580

2,350

1,700

1,320

2,120

2,470

1 800

1^320

1,180

1,100

974

896

820

820

783

1,060

896

820

638

783

1,060

1,230

1,410

1,320

1,230

1,060

Apr.

974

974

1,140

1 800

1,750

1,650

1,360

1,140

974

896

820

7OO

2,890

1,910

1,410

1,100

1 060

1^550

4 940

6,260

i van

3,140

2,120

1 Qfifl

1,500

1 39fl

1,140

1,230

May.

1,700

1,600

1,410

1,500

1,320

974

820

710

674

603

533

465

432

399

366

399

334

971

971

302

465

399

302

271

271

465

1,100

896

674

603

June.

974

1,270

1,140

3,080

3,540

2,020

1,650

1,800

3,470

2,240

1,500

1,600

1,500

1,500

1 860

1^180

1,010

896

820

710

674

533

432

366

271

271

271

July.

399

334

302

271

271

217

168

148

127

110

110

110

110

110

110

93

93

93

93

93

80

67

67

110

127

127

110

110

110

110

110

Aug.

93

93

93

93

93

93

80

80

67

57

57

47

47

47

57

1,010

1,410

896

674

499

1,140

533

334

217

168

127

127

197

192

192

192

Sept.

148

127

127

127

168

217

168

148

127

110

127

366

217

168

603

334

971

917

168

168

148

148

148

148

127

110

110

93

Oct.

80

80

67

67

67

67

57

<V7

57

47

80

432

366

217

217

192

168

148

148

148

148

917

334

3,080

1,410

896

533

COO

465

399

334

Nov.

271

271

244

244

217

192

168

271

334

271

271

971

244

911

244

°11

°11

911

244

217

217

917

217

192

217

217

Dec.

217

192

192

192

192

168

217

533

533

399

334

334

533

1,320

674

603

499

432

366

302

271

271

217

217

271

334

334

334

334

334

334

NOTE. These discharges are based on a rating curve that is well defined below 10,500 second-feet. Above 

4,460 second-feet the rating curve is a tangent, the difference being 150 per tenth.
OHIO RIVER BASIN.

Monthly discharge of Youghiogheny River at Confluence, Pa., for 1909. 

[Drainage area, 435 square miles.]

65

Month.

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

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

Discharge in second-feet.

Maximum.

2,890 

7,610 

2,580 

6,260 

1,700 

3,540 

399 

1,410 

603 

3,080 

334 

1,320

7,610

Minimum.

148 

432 

638 

783 

271 

271 

67 

47 

93 

47 

168 

168

47

Mean.

768 

1,910 

1,370 

1,860 

686 

1,330 

146 

288 

186 

358 

238 

370

792

Per

square 

mile.

1.77 

4.39 

3.15 

4.28 

1.58 

3.06 

.333 

.662 

.428 

.823 

.547 

.851

1.82

Run-ofl 

(depth 

in inches 

on

drainage 

area).

2.04 

4.57 

3.63 

4.78 

1.82 

3.41 

.38 

.76 

.48 

.95 

.61 

.98

24.41

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

CASSELMAN EIVEE AT CONFLUENCE, PA.

This station, which is located at Confluence, Pa., at a highway 

bridge about 500 yards from the railroad station, was established by 

the United States Geological Survey September 15, 1904, to obtain 

data for the determination of methods of flood prevention, and for 

studies of storage, navigation, and power problems. It is now maintained by the Water Supply Commission of Pennsylvania, by which 

the records of gage heights and discharge measurements are furnished.

No important tributary enters near the station, but it is located 

only a few hundred yards above the junction of Casselman and 

Youghiogheny rivers, and as a result backwater usually occurs at 

high stages. The measurements indicate that as a rule backwater 

does not occur below gage height 4 feet, and below this stage a good 

rating curve has been developed under permanent channel conditions. Above 4 feet a double reversed rating curve has been used 

which shows about 1 to 2 feet backwater. From daily comparisons 

of discharge of the three streams at Confluence, this seems to be a 

fair average of backwater conditions which, of course, vary with each 

flood."

The discharge is more or less affected by ice during the winter 

periods. The datum of the chain gage attached to the bridge has 

remained the same since the installation of the station. The bridge 

was moved a little by the flood of March 14, 1907, but gage heights 

were not materially affected thereby nor by the repairs to the bridge 

later.

a See also Youghiogheny River and Laurel Hill Creek at Confluence, Pa. 

67443° WSP 263 11 5
66 SUBFAGE WATER SUPPLY, 1909, PAET III.

The following discharge measurement was made by F. W. Scheidenhelm:

June 12, 1909: Width, 232 feet; area, 508 square feet; gage height, 3.39 feet; discharge, 1,290 second-feet.

Daily gage height, in feet, of Casselman River at Confluence, Pa., for 1909.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

IS

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

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

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

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

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

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

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

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

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

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

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

qn

q-i

Jan.

1.83

1.73

1 0°.

1.83

1.88

1.78

1.98

1.88

1.98

2.1

2.05

3.5

3.25

2.35

2

qc

2.15

9 4

2.4

2.6

3.5

4.6

3.5

2.55

2.4

2.2

1.95

Feb.

2.0

2.4

2.3

2.4

2.6

2.85

2.65

2.4

2.4

2.65

3.6

3.6

3.5

3.35

3.3

5.4

4.1

3

qc

3.25

3.0

2.85

3.25

7 Q

5.7

4.1

3.9

3.8

Mar.

3.3

4.1

4.5

4.55

4 1

3.5

3

C

4.0

 ? 7^

3.9

 j A

°. 1

2.9

2.95

2.85

2.75

2.65

9 fi^

2.65

3

n

2.8

2.8

2.5

2

C

2.6

2 0

3.0

3 fi

3 fi

9 Q

Apr.

2.85

2.8

3.0

3.5

3.45

3.35

3.05

3.0

2.8

2.8

2.75

2.65

2.8

6.3

4.5

1 Q

3.25

3

fiC

3.0

3 7

5.3

6.8

5.45

4.5

3.75

1 7

3.1

3

0

3.3

3 A

May.

3.5

3.3

3.1

3.1

3.0

2.75

2.55

2.55

2.55

2.6

2.5

2.3

2.35

2.3

2.25

2.2

2.1

2.1

2.05

2.05

2.2

2.2

2.2

2.15

2.1

2.05

2.1

2.4

2.2

2.1

2.1

June.

2.15

2.35

2.5

2.35

3.25

4.1

3.1

3.05

3.05

3.05

4.15

3.25

2.9

2.85

2.65

2.55

2.6

2.35

2.35

2.3

2.2

2.3

2.25

2.25

2.25

2.2

2.6

9 4Z

2.3

2.2

July.

2.0

2.05

2.05

1.98

1.98

1.88

1.83

1.78

1.73

1.68

1.68

1.68

1.68

1.73

1.73

1.68

1.68

1.68

1.68

1.63

1.63

1.68

2.15

2.05

1.98

1.88

1.78

1.68

1 68

1.63

Aug.

1.63

1.58

1.53

1.48

1.48

1.43

1.43

1.43

1.43

1.38

1.38

1.38

1.38

1.38

1.48

3.65

3.05

2.8

2.6

2.3

3.55

2.55

2.3

2.0

1.98

1.88

1.88

1.83

1.93

1.93

1.88

Sept.

1.78

1.73

1.73

1.73

1.88

1.83

1.73

1.68

1.68

1.63

1.63

1.68

1.68

1.68

1.63

1.58

1.58

1.53

1.53

1.53

1.53

1.53

1.58

1.68

1.68

1.68

1.68

1.63

1.63

1.58

Oct.

1.53

1.53

1.48

1.48

1.48

1.48

1.43

1.43

1.43

1.38

1.58

2.35

2.15

1.83

1.83

1.78

1.73

1.68

1.83

1.83

1.78

1.78

2.0

3.5

3.0

2.3

2.1

2.1

2.1

2.05

1.98

Nov.

1.93

1.93

1.88

1.88

1.88

1.83

1.73

1.83

1.78

1.78

1.78

1.78

1.78

1.78

1.88

1.88

1.88

1.88

1.88

1.83

1.83

1.83

1.83

1.83

1.83

1.78

1.78

1.78

1.83

1.83

Dec.

1.83

1.78

1.78

1.78

1.78

1.78

1.93

2.45

2.3

2.15

2.1

2.0

2.2

3.5

2.65

2.55

2.3

2.3

2.2

2.0

2.05

1.98

1.88

1.88

2.05

2.15

2.2

2.2

2.15

2.25

2.25

NOTE. No information is available regarding ice conditions during the year; it is probable, however, 

that there was little or no effect due to ice.

Daily discharge, in second-feet, of Casselman River at Confluence, Pa., for 1909.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

158

109

215

158

132

185

158

- 132

247

247

185

247 qq-i

296

1,720

1,440

535

370

579

Feb.

260

579

491

579

767

1,020

816

579

579

816

1,840

1,840

1,720

1,550

1,500

3,220

2,320

1 ^fi

1 440

L550

Mar.

1,500

2,600

2,630

1,720

1,840

2,000

2 14O

1,610

1 280

1,070

1,020

01 fi

71 Q

1.180

Apr.

1,020

967

1,180

1,720

1,660

1 ^^ifi

1,230

1,180

967

QfV7

916

967

4,010

2,600

2,140

1 440

1 91ft

1 IRA

1.940

May.

1,720

1,500

1,280

1,280

1,180

916

719

71 Q

719

767

671

491

CqC

4Q1

450

408 qq-|

oq -i

9QA

296

June.

370

cqc

671

535

1 44O

2,320

1,280

1 9°.fi

1,230

i 9°.n

9 Qfifi

1 440

1,070

1,020

816

710

767

535

535

491

July.

260

296

296

247

247

185

158 -iqO

109

88

88

88

OQ

109

109

QQ

QQ

88

88

Aug.

71

56

44

33

 «

24

24

24

24

17

17

17

17

17 43

i son

1,230

967

767

491

Sept.

1°.9

-|AQ

-inn

109

185

1 PiS

88

88

71

71

QQ

QQ

QQ

71

56

cc

14

44

44

Oct.

44

14

33

33

00

00

24

24

24

17

56

EOE

°.7ft

i PIS

1 P»S

-iqo

mo.

DO

1 PIQ

158

Nov.

91 pi

215

IQC

185

185

1 PIS

mo.

1 PIS

-iqo

132

-iqo

-iqo

-iqo

132

185

1 QPI

1 QPI

-ice

 tOC

158

Dec.

158 -IQO

132

132

iqo

91 Pi

COK

AQI

Q.7fl

OQ-l

ocn

408

1,720

816

710

491

491

Af\Q

260
OHIO RIVER BASIN. 67

Daily discharge, in second-feet, of Casselman River at Confluence, Pa., for 1909 Cont'd.

Day.

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

22. ...........:..

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

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

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

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

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

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

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

30

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

Jan.

579

767

1,720

2,660

1,720

1,500

71 Q

579

408

228

Feb.

1,180

1,020

1,440

5,760

3,460

2,320

2,140

2,050

Mar.

967

967

671

671

767

1,070

1,180

1,180

1,230

1,180

1,070

Apr.

3,140

4,510

3,260

2,600

2,000

1,940

1,280

1,390

1,500

1,610

May.

408

408

408

370

331

296

331

579

408

331

331

June.

408*

491

450

450

450

408

767

625

491

408

July.

71

71

88

370

296

247

185

132

88

88

71

Aug.

1,780

719

491

260

247

185

185

158

215

215 185

Sept.

44

44

56

88

88

88

88

71

71

56

Oct.

132

132

260

1,720

1,180

491

331

331

331

296

247

Nov.

158

158

158

158

158

132

132

132

158

158

Dec.

296

247

185

185

296

370

408

408

370

450

450

NOTE. These discharges are based on a rating curve that is well defined below 2,200 second-feet. There 

is a double reversal in the rating curve between discharges 1,800 and 8,600 second-feet on account of backwater efleet. See description.

Monthly discharge of Casselman River at Confluence, Pa., for 1909. 

[Drainage area, 450 square miles.]

Month.

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

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

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

Discharge in second-feet.

Maximum.

2,660 

5,760 

2,630 

4,510 

1,720 

2,350 

370 

1,890 

185 

1,720 

215 

1,720

5,760

Minimum.

109 

260 

671 

816 

296 

370 

71 

17 

44 

17 

109 

132

17

Mean.

618 

1,580 

1,380 

1,760 

623 

851 

150 

337 

83.4 

248 

160 

390

682

Per 

square 

mile.

1.37 

3.51 

3.07 

3.91 

1.38 

1.89 

.333 

.749 

.185 

.551 

.356 

.867

1.51

Run-off 

(depth in 

inches on 

drainage 

area).

1.58 

3.66 

3.54 

4.36 

1.59 

2.11 

.38 

.86 

21 

.64 

.40 

1.00

20.33

Accuracy.

A. 

B. 

B. 

B. 

B. 

C. 

A. 

A. 

B. 

A. 

A. 

A.

LAUREL HILL CKEEK AT CONFLUENCE, PA.

This station, which is located at Confluence, Pa., at a highway 

bridge about one-fourth mile from the railroad station, was established by the United States Geological Survey September 15, 1904, 

to obtain data for-use in determining methods of preventing floods 

and water pollution and for studies of storage and power problems. 

It is now maintained by the Water Supply Commission of Pennsylvania, by whom the records of gage heights and discharge measurements are furnished.

No important tributary enters near the station. It is located, 

however, only a few hundred yards above the junction of the creek 

with Youghiogheny River, and as a result backwater almost invariably occurs at high stages. The measurements indicate that as a 

rule backwater does not occur below gage height 3 feet. At low. 

stages, however, conditions of flow are changeable owing to the fact
68 SURFACE WATER SUPPLY, 1909, PART III.

that refuse dumped into the creek from a tannery a few feet above 

the station settles under one end of the bridge. As a result, the 

records of flow at this station are not so good as those at the other 

two Confluence stations. For high stages a reversed curve followed 

by a tangent has been used, the backwater effect increasing with 

the stage. This curve seems to give fair average results for flood 

stages and the records of daily discharges compare favorably with 

those of Casselman and Youghiogheny rivers. Backwater conditions vary with each flood.®

The discharge is affected by ice during the winter periods. The 

datum of the chain gage attached to the bridge has remained constant during the period of maintenance of the station.

The following discharge measurement was made by F. W. Scheidenhelm:

June 12,1909: Width, 102 feet; area, 249 square feet; gage height, 3.40 feet; discharge, 

733 second-feet.

Daily gage height,'in feet, of Laurel Hill Creek at Confluence, Pa., far 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.

1.95

1.95

2.1

2.1

2.0

2.5

2.3

2.1

2.3

2.2

2.2

2.2

2.15

2.1

3.5

3.05

2.65

2.55

2.25

2.5

9 45

2.6

3.8

3.2

2.8

2.65

2.6

2.5

2.3

2.2

Feb.

2.3

2.4

2.3

2.5

2.8

3.1

2.8

2.65

2.4

2.6

3.8

3.65

3.55

3.15

3.15

4.5

3.5

3.05

2.95

3.05

2.85

2.75

3.3

6.1

4.1

3.35

3.3

3.2

Mar.

2.9

3.6

4.4

4.0

3.65

3.3

3.5

3.8

3.7

3.75

3.15

2.9

2.8

2.7

2.55

2.5

2.4

2.4

2.5

2.85

2.65

2.6

2

C

2.5

2.7

9 75

2.9

3.0

2.95

2.9

2.8

Apr.

2.7

2.7

2.75

2.95

2.9

2.8

2.9

2.8

2.7

2.6

2.55

2.55

2.65

4.3

3.5

3.1

2.85

2.7

2.7

3.7

4.1

4.85

4.05

3.55

3.1

3.05

2.8

2.7

2.75

3.1

May.

3.3

3.1

3.0

3.1

2.9

2.7

2.5

2.5

2.5

2.5

2.4

2.35

2.3

2.25

2.2

2.15

2.05

2.05

2.05

2.15

2.15

2.1

2.05

2.0

1.95

2.3

2.45

2.2

2.05

2.1

June.

2.2

2.25

2.1

2.2

2.75

3.4

2.8

2.7

2.6

5.S5

4.0

3.4

2.9

2.9

2.75

2.6

2.5

2.4

2.4

2.35

2.35

2.35

2.3

2.3

2.3

2.25

2.35

2.3

2.25

2.15

July.

2.1

2.05

2.0

1.95

1.9

1.85

1.85

1.8

1.8

1.7

1.7

1.7

1.7

1.65

1.65

1.65

1.65

1.65

1.65

1.65

1.6

1.6

1.6

1.75

1.75

1.7

1.7

1.7

1.65

1.65

1.65

Aug.

1.65

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.55

1.55

1.55

1.55

1.55

1.75

3.7

2.9

2.7

2.45

2.35

2.5

2.25

2.15

2.1

2.0

1.9

1.9

1.85

1.95

1.95

1.9

Sept.

1.85

1.8

1.75

1.75

2.0

1.8

1.7

1.7

1.7

1.7

1.7

1.75

1.75

1.7

1.7

1.7

1.65

1.65

1.6

1.6

1.6

1.6

1.6

1.75

1.75

1.75

1.7

1.65

1.65

1.6

Oct.

1.55

1.55

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.75

2.15

1.9

1.8

1.8

1.8

1.75

1.7

1.85

1.85

1.85

1.9

2.25

2.25

2.4

2.1

2.1

2.0

2.0

1.95

1.9

Nov.

1.9

1.85

1.85

1.85

1.8

1.8

1.8

1.8

1.85

1.85

1.85

1.85

1.8

1.9

1.9

1.85

1.85

1.85

1.8

1.8

1.8

1.8

1.8

1.8

1.85

1.85

1.85

1.85

1.8

1.8

Dec.

1.8

1.8

1.8

1 75

1 75

1 75

1 9

2.25

2.2

2.1

2.05

2.05

2.8

4.0

2.8

2.6

2.4

2.3

2.2

2.1

2.0

1.95

1 9

1 9

2,1

2.2

2.2

2.2

2.2

2.2

2.2

a See Casselman River and Youghiogheny River at Confluence, Pa.

NOTE. No information available regarding ice conditions during 1909. It is probable that there was 

no great effect from ice.
OHIO RIVER BASIKT 69 

Daily discharge, in second-feet, of Laurel Hill Creek at Confluence, Pa., 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.

64

64

106

106

76

284

185

106

185

142

142

142

124

106

848

608

366-

311

164

284

258

338

715

975

690

456

366

338

284

185

142

Feb.

185

233

185

284

456

636

456

366

233

338

975

908

862

663

663

1,240

840

608

552

608

489

426

742

1,750

1,100

766

742

690

Mar.

522

885

1,210

1,060

908

742

840

975

930

952

663

522

456

395

311

284

233

233

284

489

366

338

284

284

395

426

522

581

552

522

456

Apr.

395

395

426

552

522

456

522

456

395

338

311

311

366

1,170

840

636

489

395

395

930

1,100

1,360

1 080

862

636

608

456

395

426

636

May.

742

636

581

636

522

395

338

284

284

284

284

233

209

185

164

142

124

91

91

91

124

124

106

91

76

64

185

258

142

91

106

June.

142

164

106

142

426

790

456

395

338

1,680

1,060

790

522

522

426

338

284

233

233

209

209

209

185

185

185

164

209

185

164

124

July.

106

91

76

64

52

44

44

35

35

23

23

23

23

20

20

20

20

20

20

20

16

16

16

29

29

23

23

23

20

20

20

Aug.

20

16

16

16

16

16

16

16

16

14

14

14

14

14

29

930

522

395

258

209

284

164

124

106

76

52

52

44

64

64

52

Sept.

44

35

29

29

76

35

23

23

23

23

23

29

29

23

23

23

20

20

16

16

16

16

16

29

29

29

23

20

20

16

Oct.

14

14

11

11

11

11

11

11

11

11

29

124

52

35

35

35

29

23

44

44

44

52

164

164

233

106

106

76

76

64

52

Nov.

52

44

44

44

35

35

35

35

44

44

44

44

35

52

52

44

44

44

35

35

35

35

35

35

44

44

44

44

35

35

Dec.

35

35

35

29

29

29

52

164

142

106

91

91

456

1,060

456

338

233

185

142

106

76

64

52

52

106

142

142

142

142

142

142

NOTE. These discharges are based on a rating curve that is fairly well defined between 16 and 580 secondfeet.

Monthly discharge of Laurel Hill Creek at Confluence, Pa., for 1909. 

[Drainage area, 118 square miles.]

Month.

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

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

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

Discharge in second-feet.

Maximum.

975 

1,750 

1,210 

1,360 

742 

1,680 

106 

930 

76 

233 

52 

1,060

1,750

Minimum.

64 

185 

233 

311 

64 

106 

16 

14 

16 

11 

35 

29

11

Mean,

295 

643 

568 

595 

248 

369 

32.7 

118 

25.9 

54.9 

40.9 

162

263

Per 

square 

mile.

2.50 

5.45 

4.81 

5.04 

2.10 

3.13 

.277 

1.00 

.219 

.465 

.347 

1.37

2.23

Run-off 

(depth in 

inches on 

drainage 

area).

2.88 

5.68 

5.54 

5.62 

2.42 

3.49 

.32 

1.15 

.24 

.54 

.39 

1.58

29.85

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

C. 

B. 

C. 

C. 

C. 

B.
70 SURFACE WATER SUPPLY, 1909, PART III.

MTJSKINGTJM RIVER DRAINAGE BASIN.

DESCRIPTION.

The drainage basin of Muskingum River lies in the eastern part of 

the State of Ohio.

The river is formed by the junction of Mohican and Tuscarawas 

rivers at Coshocton, near the central part of Coshocton County, from 

which it flows in a slightly southwesterly direction to Zanesville, 

thence southeastward to its junction with Ohio River at Marietta, 

Ohio. In the southeastern part of Morgan County the river forms a 

large bend and flows due north for several miles. The length of the 

river below the junction of the Mohican and Tuscarawas is about 

100 miles (map measurement), and its drainage area comprises about 

8,000 square miles.

Mohican River rises in the northwestern part of Richland County, 

flows in a general southerly direction to the northeastern part of 

Tuscarawas County and thence southwestward to its junction with 

the Mohican. The important tributaries of the Mohican are Walhonding and Killbuck creeks; of the Tuscarawas, Chippewa and 

Sugar creeks on the west bank and Sandy and Big Stillw'ater creeks 

on the east bank.

Muskingum River has only two important tributaries Licking 

River from the west near Zanesville and Wills Creek from the east 

near the southern line of Coshocton County.

The drainage basin is regular in shape, being about 100 miles wide 

and 125 miles long. Only the headwaters of Licking, Mohican, and 

Tuscarawas rivers lie within the glaciated area, the remainder of the 

basin being unglaciated. In the central and southern part of the 

basin the soil has resulted from the disintegration of native rocks and 

the country is poorly watered. Its surface is extremely rough and 

irregular, cut in every direction by valleys between which rise high 

hills. To the north the surface becomes less broken though it is still 

undulating; the soil has been derived from drift materials and is sandy 

and gravelly. At the headwaters of Mohican and Tuscarawas rivers 

it is naturally marshy. This characteristic has been much modified 

by cultivation and drainage, but swampy areas still exist. Springs 

are common in the glaciated region.

The elevation of the sources of the Mohican and Tuscarawas rivers 

is about 1,100 feet; the elevation at Coshocton is about 730 feet; at 

Zanesville about 688 feet; at the mouth of the river at Marietta the 

elevation is 570 feet.

There are no large forested areas in this drainage basin. This 

region has been long settled and the timber left standing is in groves 

or wood lots, generally of small size.
OHIO RIVEE BASIN. 71

The mean annual rainfall is about 40 inches, being less at the 

headwaters and greater at the mouth of the river. The winters in 

the northern part are comparatively severe. Ice forms about 1 foot 

thick on the streams. In the lower part of the basin the winters are 

milder, but ice generally forms on the river.

The basin affords sites for storage reservoirs at the headwaters of 

the tributaries, and reservoirs constructed in 1830 to store water for 

feeding the Ohio Canal are in existence at the present time. The cost 

of overflowed land would undoubtedly now prohibit reservoir construction.

Both the main stream and tributaries present favorable sites for 

the development of water power.

The Muskingum is navigable from Zanesville down. In this 

stretch of the river there are 10 locks and dams with a total fall of 

118 feet. The surplus water is available for water power, but only 

at one or two places is all the power at these dams utilized.

The Ohio Canal, which runs from Cleveland to Portsmouth, Ohio, 

crosses this drainage basin. At the headwaters of Tuscarawas and 

Licking rivers are the reservoirs for feeding ,the canal both ways 

from the summits; thus some water is diverted from the Muskingum 

basin. The surplus water from the canal between the two summits 

is discharged into Muskingum River near Dresden. About the only 

use made of the canal at the present time is to furnish water for the 

power plants situated along its banks.

MUSKINGUM RIVER AT ZANESVILLE, OHIO.

This station is located at the Sixth Street Bridge at Zanesville, 

about 1,000 feet above Lock No. 10. The gage, which belongs to 

the United States Engineer Corps, is located at the lock. The 

United States Weather Bureau furnishes the daily gage heights. The 

gage was established June 4, 1887. On March 11, 1905, discharge 

measurements were begun at this station to obtain data for the study 

of water power, water supply, pollution, and navigation problems.

Licking River enters from the west about one-half mile above the 

station. The drainage area above the section is about 5,830 square 

miles.

The winter'conditions are comparatively severe, and ice generally 

causes some trouble. Several power plants located above the station 

may modify the flow in low water to some extent.

The datum of the gage has remained unchanged.

The station has not been visited since June, 1906, and nothing is 

known about the present conditions. The low-water gage heights 

for 1908 and probably also for 1907 and 1909, when based on the 

1906 rating curve, give results which are far too great.
72 SURFACE WATER SUPPLY, 1909, PART III.

Daily gage height, in feet, of Muslcingum, River at Zanesville, Ohio, for 1909.

Day.

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

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

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

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.

8.0

8.0

8.0

8.0

8.0

8.0

8.2

8.5

8.4

8.4

8.4

8.2

8.0

7.9

8

0

8.3

8.3

9.0

9.0

9.2

8.8

8.8

9.5

13.9

14.6

14.4

13.9

12.0

10.2

9.8

9.8

Feb.

9.7

9.4

9.5

9.5

9.5

10.2

11.8

11.8

10.9

11.5

12.1

12.1

11.7

12.9

15.4

17.7

16.8

15.5

15.2

16.8

17.8

17.0

15.8

22.9

26.0

25.1

24.0

22.2

Mar.

17.0

16.6

16.3

16.6

16.0

15.1

14.1

13.0

12.4

17.9

18.0

17.0

15.7

13.6

12.3

11.5

11.0

10.7

10.3

10.3

10.6

10.6

10.2

9.8

9.9

10.5

12.8

12.9

12.3

11.4

11.0

Apr.

10.6

10.2

10.0

9.9

9.9

9.8

17.5

18.7

17.0

15.2

13.0

11.9

11.1

10.7

10.5

10.5

10.1

9.8

9.6

9.4

9.4

10.3

11.7

12.1

11.1

11.0

10.4

10.6

10.3

10.2

May.

16.7

17.3

17.6

17.2

16.6

15.1

13.6

12.0

11.0

11.0

14.0

13.8

12.3

12.1

11.4

11.3

11.3

10.5

9.9

9.5

13.8

19.1

15.1

13.4

12.4

11.6

10.3

10.2

10.1

10.0

9.9

June.

9.5

10.0

11.3

13.3

14.0

13.1

12.3

11.9

12.7

12.0

13.0

12.6

11.9

11.1

10.3

9.5

9.4

9.2

9.0

9.0

8.9

9.0

9.2

9.1

10.6

14.7

11.0

12.2

14.0

12.0

July.

10.8

9.9

9.3

9.0

8.9

8.7

8.6

8.5

8.3

8.3

8.3

8.3

8.4

8.8

8.9

9.1

9.5

9.2

8.9

8.6

8.4

8.3

8

0

8

0

8

0

8.2

8.2

8.1

8.1

8.8

8.8

Aug.

9.1

8.8

8.4

8.2

8.2

8.8

8.2

8.2

8.1

8.0

8.0

8.0

7.8

7.9

9.5

-15.7

13.6

11.6

10.1

9.3

. 8.7

8.6

8.4

8

0

8.2

8.1

8.1

8.1

8.4

8.8

8.6

Sept.

8.3

8.1

8.0

8.3

8.2

8.2

8.1

8;0

8.0

8.0

7.9

7.9

7.9

7.8

8.0

8.0

8.0

7.9

7.9

7.9

7.9

7.9

7.8

7.8

7.8

7.8

7.9

7.9

7.9

7.9

Oct.

7.9

7.9

7.9

7.8

7.8

7.7

7.8

7.6

7.8

7.8

7.8

7.8

7.8

7.8

7.8

7.8

7.8

7.8

7.8

7.7

7.8

7.7

7.9

8.0

8.1

8.0

8.0

8.0

7.9

7.9

7.9

Nov.

7.9

7.9

7.9

7.9

7 Q

7.9

7.9

7.9

7.9

7.9

7.9

7.9

8.0

7.9

7.9

7 Q

7.9

8.0

8.1

8.2

8.2

8.2

8.0

8.8

9.0

8 Q

8.7

8.5

8.3

8.2

Dec.

8.1

8.1

8.1

8.0

8.0

8.0

8.0

8.0

8.0

7.9

7.9

8.0

8.1

11.5

11.9

11.0

9.8

9.3

8.8

8.5

8.4

8.4

8.2

8.1

8.0

8.0

8.0

8.0

8.0

8.0

8.0

NOTE. No information available concerning ice conditions or probable backwater effects therefrom 

during 1909.

KANAWHA RIVER DRAINAGE BASIN.

DESCRIPTION.

The drainage basin of the Kanawha comprises about one-third of 

the State of West Virginia, part of western Virginia, and the counties 

of Alleghany, Ashe, and part of Watauga County in the extreme 

northwestern part of North Carolina. The lower part of the river, 

below the mouth of the Gauley, is called the Kanawha; above this 

point it is called the New.

New River is formed by the union of the North Fork and South 

Fork a few miles south of the northern boundary of North Carolina. 

Considering the South Fork as the main stream, as it is the larger, 

the river rises in the central part of Watauga County near Boone, 

N. C., whence it flows northeastward across the State line into Virginia. At Radford, Va., the river turns abruptly and flows northwestward across West Virginia, and empties into Ohio River at Point 

Pleasant, W. Va. The total length of the river is 427 miles. The 

lower 90 miles have been made navigable by means of locks and dams. 

The total drainage area as determined and adjusted from topographic 

maps, comprises 12,197 square miles.
U. S. GEOLOGICAL SURVEY

NEW RIVER NEAR GAULEY, W. VA.
OHIO RIVER BASIN.

Beginning at the headwaters and following down the right or 

eastern bank the important tributaries are Big Reed Island Creek 

and Little River in Virginia; Greenbrier River, Gauley River, Elk 

River, and Pocotaligo River in West Virginia; those on the left or 

western bank are Cripple Creek, Reed Creek, Walker Creek, and 

Wolf Creek in Virginia; East River, Bluestone River, and Coal River, 

in West Virginia.

The drainage area is irregular in outline. Its length, following the 

general course of the river, is about 240 miles; its width at the widest 

point is about 140 miles. The sources of the New lie in the Appalachian Mountains among the high ridges that separate this basin from 

the basins of Great Pedee and Santee rivers, which drain into the 

Atlantic Ocean; and from the basin of Tennessee River, which drains 

into the Ohio. The basins of the tributaries in North Carolina and 

in the southern part of Virginia are more or less regular in outline 

and circular in shape. The main river crosses the Allegheny Front 

just, below Pearisburg, Va., near the Virginia and West Virginia line. 

Along this section the basins of the tributaries are long and narrow. 

Below the state line to the mouth of the river the valley of the 

Kanawha proper is very narrow.

As all the tributaries except those in the lower part of the basin 

drain the steep slopes and precipitous sides of mountainous country, 

the beds of the streams are rough and rocky and there are many falls 

and rapids. Along the section traversed by the Chesapeake & Ohio 

Railway, from the West Virginia line to Charleston, W. Va., and especially from Hinton to the mouth of Gauley River the scenery is exceptionally fine, for through this section the river is confined to a narrow 

canyon with mountains on both sides. (See PI. IV.)

The sources of the river are about 3,660 feet above sea level; at its 

mouth the elevation is 510 feet. The total fall is therefore about 

3,100 feet, or an average fall of over 7 feet to the mile. The following 

table gives some idea of the slope of the river:

Slope of Kanawha River.

Locality.

Radlord, Va. ........................................

Virginia- West Virginia State line.. . .................

Hinton, W. Va. .....................................

Mouth...............................................

Elevation.

Feet.

2,500

1,760

1,500

1,340

650

600

510

Distance.

Miles. 

0

86

192

246

270

331

343

427

Fall between 

points.

Feet.

1,100

740

260

160

690

50

90

Distance 

between 

points.

Miles.

86

106

54

24

61

12

84

Average 

fall per 

mile.

Feet.

12.8

7.0

4.8

6.7

11.3

4.2

1.1

Probably from 10 to 20 per cent of the drainage area is forested. 

Lumbering is being carried on extensively along many of the tributaries, especially at the headquarters of the Gauley and Greenbrier
74 SURFACE WATER SUPPLY, 1909, PART III.

where there are large areas of virgin timber. The mean annual rainfall at the sources of the river in North Carolina is about 55 inches; 

on that part of the drainage basin in Virginia the rainfall is from 45 

to 50 inches; in West Virginia the rainfall is 45 inches.

In general, the winters throughout the basin are mild. Ice does 

not form very thick, and the snowfall is light and does not last long. 

During the winter of 1908 and 1909 ice formed about 2 inches thick 

at a few of the stations in the basin and lasted only a few days.

The basin affords many opportunities for storage reservoirs, there 

being Suitable foundation sites for large dams and readily accessible 

material for their construction. Reservoirs would be of use for flood 

control, as an aid to navigation, and for waterpower development. 

At the present time the basin affords abundant supplies of coal, oil, 

and gas, but as these supplies diminish and the cost of fuel increases 

the numerous opportunities for power development afforded by the 

river and its tributaries will be very extensively utilized. The lower 

part of the river has been made navigable by means of 10 locks and 

dams, the lift ranging from about 6 feet to 14 feet. The lock farthest 

upstream is located at Montgomery, W. Va., about 84 miles above 

the mouth; the lowest lock is near Point Pleasant, about 1 mile 

above the mouth of the river. The river is used principally for 

transporting the coal mined from the extensive coal fields along the 

river above Charleston.

At ordinary stages the water of the tributaries is clear, and some 

of the larger streams afford excellent trout and bass fishing. The 

water of the main stream is rarely, if ever, clear, being of a reddishbrown color due to the hydraulic mining of iron ore carried on in 

Virginia.

SOUTH FORK OF NEW RIVER NEAR CRUMPLER, N. C.

This station, which was established August 12, 1908, to obtain data 

for use in studying water power, pollution, flood control, and storage 

problems, is located about 1J miles above the confluence of the 

North and South Forks of New River, about 4 miles from Grumpier, N. C.

The drainage area above the section is about 325 square miles.

Discharge measurements are made by means of a boat or by wading.

The chain gage is attached to a tree on the left bank about one-half 

mile above the measuring section. The datum of the gage has 

remained unchanged; the records are reliable and accurate.

Sufficient data have not been obtained to enable estimates of the 

flow to be made.

The following discharge measurement was made by H. J. Jackson:

June 18, 1909: Width, 178 feet; area, 541 square feet; gage height, 2.02 feet; discharge, 1,060 second-feet.
OHIO RIVER BASIN. 75

Daily gage height, in feet, of South Fork of New River near Grumpier, N. C.,for 1909.

[John J. Garvey, 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.

2.12

1.93

1.83

1.82

2.42

2.49

2.05

1.95

1.87

1.83

1.78

1.76

1.72

1.71

1.77

1.97

2.25

2.01

1.89

1.81

1.77

1.73

1.69

1.67

1.67

1.72

1.77

1.65

1.67

1.65

1.65

Feb.

1.55

2.02

1.91

1.80

1.73

1.80

1.67

1.60

1.65

2.29

2.17

1.87

1.77

1.71

1.78

2.43

2.31

2.01

2.01

2.83

2.19

2.09

2.05

2.19

2.38

2.17

2.03

1.94

Mar.

1.89

1.84

1.85

1.88

1.80

1.87

2.05

1.95

1.87

2.06

2.07

1.91

1.87

1.87

1.86

1.77

1.72

1.72

1.69

1.67

1.78

1.90

1.73

1.70

2.11

2.16

1.94

2.14

2.26

1.96

i on

Apr.

1.82

1.74

1.81

1.74

1.72

1.66

1.68

1.70

1.74

1.67

1.60

1.55

2.57

3.34

2.42

2.12

1.96

1.88

1.86

1.79

1.76

1.75

1.76

1.74

1.69

1.68

1.66

1.66

1.70

1.81

May.

2.50

2.12

1.82

1.76

1.73

1.70

1.66

1.66

1.64

3.61

2.87

2.36

2.04

1.95

1.82

1.76

1.80

1.77

1.68

2.40

6.54

3.88

2.94

2.62

2.48

2.44

2.78

2.34

2.22

2.15

2.08

June.

2.08

2.00

2.22

3.92

2.92

2.64

2.28

2.15

2.38

2.15

2.04

2.42

2.04

2.02

1.96

1.92

2.35

2.06

1.92

1.87

1.86

1.84

1.88

1.88

1.89

1.94

1.97

1.84

2.10

2.00

July.

2.12

2.12

1.86

1.82

1.78

1.75

2.06

1.96

1.86

1.84

1.77

1.72

1.70

1.69

1.67

1.60

1.56

1.52

1.52

1.50

1.48

1.50

1.51

1.54

1.47

1.47

1.68

1.90

1.84

1.56

1.64

Aug.

1.80

1.92

1.97

1.78

1.72

1.69

1.61

1.59

1.52

1.50

1.50

1.58.

1.52

1.48

1.65

2.08

1.86

1.68

1.60

1.49

1.46

1.43

1.41

1.38

1.36

1.34

1.36

1.34

1.32

1.33

1.32

Sept.

1.31

1.29

1.26

1.32

1.40

1.39

1.32

1.30

1.34

1.45

1.40

1.34

1.30

1.26

1.25

1.47

1.60

1.62

1.46

1.43

1.42

1.72

1.96

1.72

1.66

1.47

1.44

1.34

1.33

1.33

Oct.

1.30

1.30

1.30

1.32

1.32

1.34

1.30

1.30

1.30

1.28

2.33.

2.57

1.76

1.60

1.66

1.68

1.51

1.48

1.42

1.38

1.38

1.37

1.37

1.38

1.40

1.33

1.32

1.30

1.32

1.32

1.30

Nov.

1.29

1.28

1.28

1.27

1.27

1.27

1.27

1.27

1.27

1.50

1.45

1.35

1.30

1.28

1.27

1.27

1.29

1.28

1.26

1.23

1.23

1.22

1.34

1.28

1.25

1.24

1.20

1.18

1.18

1.18

Dec.

1.18

1.18

1.21

1.21

1.21

1.20

1.53

1.74

1.56

1.39

1.32

1.46

2.02

2.42

1.75

1.66

1.68

1.44

1.39

1.38

1.36

1.41

1.30

1.31

1.51

1.51

1.28

1.54

2.26

2.10

1.96

NOTE. Ice conditions December 10 to 31. Ice about 0.75 foot thick on December 31. 

NEW RIVER NEAR GRAYSON, VA.

This station, which is located at the Norfolk & Western Railway 

bridge at Fries Junction, about 1 mile from Grayson, Va., was established August 7, 1908, to obtain data for use in studying water power, 

pollution, flood control, and storage problems.

Chestnut Creek enters immediately below the section. The drainage area above the station is about 1,160 square miles.

The datum of the chain gage attached to the railroad bridge has 

remained unchanged; the records are reliable and accurate. Sufficient .data have not yet been obtained to enable estimates of the flow 

to be made.

Discharge measurements of New River near Grayson, Va., in 1909.

Date. Hydrographer.

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

Width.

Feet. 

639

631

Area of 

section.

Sq.ft. 

1,710

1,500

Gage 

height.

Feet. 

4.74

4.45

Discharge.

Sec.-ft. 

3,110

2,390
76 SURFACE WATER SUPPLY, 1909, PART III.

Daily gage height, in feet, of New River near Gray son, Va., for 1909. 

[Wm. J. Matkins and Oscar Williams, observers.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

1 ft

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

5.32

4.81

4.65

5.32

6.15

5.37

4 99

4.87

4.69

4.63

4

CC

4.42

4 43

4.55

5.15

4.95

4.75

4.61

A KK

4.45

4.42

4.41

4.37

4.36

4.33

4.05

Feb.

4.07

4.35

4.51

4.37

4.47

4.39

4.32

4.27

5.29

5.61

4.65

4.54

4.82

4.78

4.70

4.98

4.86

5-11

5.34

4.94

4.74

.......

Mar.

4.64

4

KA

4.52

4.52

4.54

4.84

4 80

4.76

4.72

4.70

4.66

4.58

4.50

4.46

4.37

4.34

4.40

4.42

4.58

4 Q1

4 80

4.98

5.58

5.08

4.84

Apr.

4.64

4.58

4.48

4.42

4.34

4.26

4.26

4 31

4.23

4.20

6.47

4.95

4

7C

4 40

4 37

4.31

4.26

A OK

A. 9t;

4.25

4.23

4 on

May.

5.27

5

oc

4.80

4/55

4.49

4.41

4 95

5.00

5.65

4 93

4.60

4.36

4 31

4.25

4.23

4.30

9.10

7.63

5.87

4.40

5.15

5.23

5.05

4.83

4.73

4.70

June.

4.67

4.55

4 R3

6.43

5.47

5.11

4.85

4.80

5.00

4.73

4.67

4.85

4.65

4.56

4.40

4.38

4.59

4.51

4.44

4.32

4.42

4.49

4.48

4.54

4.48

4.52

4.62

July.

4.74

4.40

4.30

4.30

4.39

4.98

4.69

4.52

4.42

4.30

4.30

4.30

4.26

4.17

4.12

4.10

4.06

4.02

3.98

3.96

4.01

4.03

4.02

4.48

4.30

4.22

4.18

4.16

Aug.

4.40

4 66

4.62

4.46

4.35

4.26

5.30

4.10

4.06

4.00

3.98

4.01

4.00

4.05

4 3ft

4.68

4.69

4.36

4.14

4.05

3.99

3.89

3.88

3.87

3.85

3.85

3.82

3.80

3.78

3.81

Sept.

3.80

3.76

3.76

3.78

3.82

3.88

3.88

3.85

3.86

3.85

3.85

3.80

3.78

3.78

3.76

3.75

4.04

4.04

4.01

3.85

3.86

4.18

4.28

4.12

3.95

3-84

3.80

3.80

Oct.

3.75

3 74

3 7ft

3.74

3.80

3.76

3.79

3.78

3.75

3.72

4.24

5.55

4.55

4.09

4.08

4.26

4.18

4.06

3.96

3.92

3.95

3.92

3.96

3.98

3.95

3.89

3.88

3.83

3.83

3.89

3.90

Nov.

3.45

3.80

3 7Q

3.79

3. 79

3.79

3.78

3. 79

3.45

3.85

3.90

3.80

3.79

3.78

3.79

3.81

3.73

3.70

3.74

3.72

3.73

3.75

3.78

3.82

3.79

3.78

3.76

3.71

3.72

Dec.

3.79

3.79

3 74

'3.68

 '3.67

3.75

 A 10

A 1 K

"'3. 88

-3.68

3 7Q

4.91

4 60

4.18

3.98

3.90

3.93

3.74

3.68

3.68

3.75

3.88

3.94

3.76

3.84

3.89

3.84

3.92

NOTE. Ice conditions December 9 to 31. Gage is at swift water, and river does not freeze over. On 

December 31 ice extended one-third of the distance across from both sides of the river. Gage heights probably affected during this period.

NEW RIVER AT RADFORD, VA.

This station, which is located at the toll highway bridge about 

1| miles below the Norfolk & Western Kailway bridge, near the 

Norfolk & Western Railway station at Radford, Va., was established August 1, 1898, discontinued July 15, 1906, and reestablished 

May 6, 1907. It is maintained to obtain data for use in studying 

water supply, pollution, water power, flood control, and storage 

problems.

No important tributaries enter in the immediate vicinity of this 

station. Little River enters from the right about 6 miles above the 

station.

The United States Weather Bureau gage was originally used at 

this point, but owing to its inaccessibility it was replaced by a wire 

gage referred to the same datum February 23, 1900'. On December 1, 

1903, the wire gage was replaced by a chain gage and the datum 

lowered 3.41 feet to avoid negative readings. Many errors entered 

into the gage readings prior to the installation of" the chain gage, 

and estimates of discharge based on them are not very reliable. All
OHIO RIVER BASIN. 77

estimates at this station were revised in 1905, but it was impossible 

to eliminate all the gage errors.

Conditions of flow are constant and the discharge is only occasionally affected by backwater from ice conditions. A good low-water 

rating curve has been developed from recent measurements and two 

recomputed measurements made in 1900 and 1901. At high stages 

the rating curve is only approximate. The tubular piers of the bridge 

interfere somewhat with the discharge measurements, and errors have 

occurred in some measurements due to not considering the area and 

velocity immediately above them.

Revised data for this station prior to 1906 have been published in 

Bulletin 3 of the Geological Survey of Virginia.

Discharge measurements of New River at Radford, Va., in 1909.

Date. Hydrographer.

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

A. H. Horton. ......................................

Width.

Feet. 

548

547

540

Area of 

section.

Sq.ft. 

2,580

2,030

1,620

Gage 

height.

Feet. 

5.15

4.36

3.50

Discharge.

Sec.-ft. 

7,300

4,050

1,830

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

[C. L. Gillespie, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

11........:......

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

6.0

5.6

5.1

4.8

5.0

7.5

6.2

K ft

4.9

4.7

4.5

4.6

4.5

4.5

4.9

5.4

6.0

5.4

K K

K q

4.8

4.7

4.6

4.4

4.3

4.2

4.2 

40

4.6

Feb.

4.5

3.8

3.9

3 8

3-6

3.7

4.0

3.8

3.8

5 A

6.3

<; 9

4.0

4.6

4.5

4.6

5.3 t^ n

4.7

A Q

4 7

4 7

4.8

5.5

5.7

5.5

5.4

5.2

Mar.

4.8

4.6

4.6

4.3

4.3

4.3

4.2

5.1

5.2

5.0

4.8

4 9

4.8

4.6

4 4

4.2

4 4

4 4

4.2

4.2

A Q

4.3

4.6

4.5

4.3

5.2

5.2

5.0

5.6 

5.4

K *3

Apr.

4.9

4.6

4.4

4.2

4.2

4.1

4.1

4.1

4.0

4.2

4.1

4.0

4.0

8.2

6.8

5.4

5.2

5.0

4.7

A e

4.4

4.3

4.3

4.3

4.1

4.1

4.0

4.0 

4.0

May.

5.9

5.5

5.4

4.9

4.5

4.4

4.4

4.3

4.2

4.2

6.1

5.8

5.0

4.6

4.4

4.3

4.2

4.2

4.1

4.0

8 9

11.8

7.4

6.1

5.5

5.4"

6.1

5.6

5-1 

4.9

4.8

June.

4.7

4.6

4.5

4.9

7.9

6.1

5.6

5.0

5.7

5.2

5.0

4.7

4.6

5.2

4.9

4.7

4.5

4.3

4.8

4.4

4.3

4.3

4.3

4.6

4.5

4.4

4.3

4.3

4.8 

4.6

July.

4.7

4.6

4.5

4.4

4.1

4.0

4.3

4.5

4.9

4.2

4.2

4.0

4.1

4.0

4.0

3.9

3.9

3.7

3.7

3.6

3.6

3.7

3.6

3.8

3.8

3.7

3.7

4.3 

4.1

4.0

Aug.

4.1

5.2

4.9

4.4

4.0

4.1

4.1

4.1

3.9

3.7

3.5

3.6

3.4

3.4

3.4

3.9

4.3

4.1

3.8

3.6

3.6

3.5

3.4

3.1

3.9

3.8

3.8

3.7

3.5 

3.4

3.4

Sept.

3.4

3.4

3.3

3.3

3.3

3.2

3.2

3.2

3.5

4.2

4.0

3.8

3.5

3.6

3.5

3.5

4.0

3.9

3.8

3.8

3.6

3.5

3.6

3.7

4.0

3.8

3.7

3.6 a5

3.4

Oct.

3.4

3.5

3.5

3.4

3.3

3.3

3.3

3.3

3.3

3.5

3.5

6.0

5.1

4.6 '3.8

3.7

3.6

3.8

3.6

3.6

3.7

3.6

3.6

3.6

3.6

3.6

3.6

3.6

3.5

3.5

3.5

Nov.

3.4

3.4

3.4

3.4

3.4

3.4

3.4

3.5

3.4

3 A

ae

3.6

3.6

ae

3.5

3.4

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.3 

3.3

Dec.

3.3

3.3

3.3

3.3

3.3

3.3

3.5

3.7

3.8

H 7

3.4 i <;

3.7

5.4

4.5

4.1

3.7

1 7

3.7

3 7

3.6

3.6

3.5

3.2

3.4

3.8

3.5

3.4

3.3 

3.3

3.3
78 SURFACE WATER SUPPLY, 1909, PART III.

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

Day.

1. ........

2.........

3. ........

4.........

5.........

6.........

7.........

8.........

9.........

10.........

11.........

12.........

13.........

14.........

16.........

17.........

18.........

19.........

20. ........

21.........

22.........

23.........

24. ........

25.........

26.........

27.........

28.........

29.........

30.........

31.........

Jan.

10,800

9,140

7,160

6,000

6,770

17,400

11 600

9,140

6,380

5,630

4,900

5,630

5,260

4,900

4,900

6,380

8,340

10,800

8,340

8,740

7,940

6,000

5,630

5,260

5,260

4,550

4,220

3,900

3,900

3,290

5,260

Feb.

4,900

2,710

3,000

2,710

2,160

2,430

3,290

2,710

2,710

8,340

12,000

7,550

3,290

5,260

A Qftft

5,260

7,940

6,770

6,380

5,630

5,630

6,000

8,740

9,540

8,740

8,340

7,550

Mar.

6,000

5,260

5,260

4,220

4,220

4,220

S Qflfl

7,550

6,000

6,380

6,000

5,260

4,550

3,900

4,550

4,550

3,900

3,900

4,220

4,220

5,260

4,900

4,220

7,550

7 5^0

6; 770

9,140

8,340

7,940

Apr.

6,380

5,260

4,550

3,900

3,900

3,590

3 eon

3,590

3,290

3,590

3,290

21,000

14,200

8,340

7,550

6,770

4,900

4,550

4,220

4,220

4,220

3,590

3,290

3,290

3,290

May.

10,400

8,740

8,340

6,380

4,900

4,550

4,550

4,220

3,900

11,200

9,950

6,770

5,260

4,550

4,220

3,900

3,900

3,590

3,290

25,000

43,500

17,000

11,200

8,740

8,340

11,200

9,140

7,160

6,380

6,000

June.

5.630

5,260

4,900

6,380

19,400

11,200

9,140

6,770

9,540

7,550

6,770

5,630

5,260

7,550

6,380

5,630

4, 900

4,220

6,000

4,550

4,220

4,220

4,220

5,260

4,900

4,550

4,220

4,220

6,000

5,260

July.

5,630

5,260

4,900

4,550

3,590

3,290

4,220

4,900

6,380

4,900

3,900

3,900

3,290

3,590

3,290

3,290

3,000

3,000

2,430

2,430

2,160

2,160

2,430

2,160

2,710

2,710

2,430

2,430

4,220

3,590

3,290

Aug.

3,590

7,550

6,380

4,550

3,290

3,590

3,590

3,590

3,000

2,430

1,900

1,900

1,640

1,640

1,640

3,000

4.220

3,590

2,710

2,160

2,160

1,900

1,640

920

3,000

2,710

2,710

2,430

1,900

1,640

1,640

Sept.

1,640

1,640

1,390

1,390

1,390

1,150

1,150

1,150

1,900

3,900

3,290

2,710

1,900

2,160

1,900

1,900

3,290

3,000

2,710

2,710

2,160

1,900

2,160

2,430

3,290

2,710

2,430

2,160

1,900

1,640

Oct.

1,640

1,900

1,900

1,640

1,390

1,390

1,390

1,390

1,390

1,900

1,900

10,800

7,160

5,260

2,710

2,430

2,160

2,710

2,160

2,160

2.430

2,160

2,160

2,160

2,160

2,160

2,160

2,160

1,900

1,900

1,900

Nov.

1,640

1,640

1,640

1,640

1,640

1,640

1,640

1,900

1,640

1,640

2,160

2,160

2,160

2,160

1,900

1,640

1,390

1,390

1,390

1,390

1,390

1,390

1,390

1,390

1,390

1,390

1,390

1,390

1,390

1,390

Dec.

1,390

1,390

1,390

1,390

1,390

1,390

1,900

2,430

2,710

2,430

1,640

1,900

2,430

8,340

4,900

3,590

2,430

2,430

2,430

2,430

2,160

2,160

1,900

1,150

1,640

2,710

1,900

1,640

1,390

1,390

1,390

NOTE. These discharges are based on a rating curve that is well defined between 700 and 17,400 secondfeet. Above this the curve is based on the extension of the area and velocity curves and is only approximate.

Monthly discharge of New River at Radford, Va.,for 1909. 

[Drainage area, 2,720 square miles.]

Month.

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

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

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

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

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

The vear. ...........................

Discharge in second-feet.

Maxim urn.

17,400 

12,000 

9,140 

21,000 

43,500 

19,400 

6,380 

7,550 

3,900 

10,800 

2,160 

8,340

43,500

Minimum.

3,290 

2,160 

3,900 

3,290 

3,290 

4,220 

2,160 

920 

1,150 

1,390 

1,390 

1,150

920

Mean.

6,880 

5,720 

5,600 

5,310 

8,720 

6,320 

3,550 

2,860 

2,170 

2,540 

1,610 

2, 250

4,460

Per

square 

mile.

2.53 

2.10 

2.06 

1.95 

3.21 

2.32 

1.31 

1.05 

.798 

.934 

.592 

.827

1.64

Run-off 

(depth in 

inches on 

drainage 

area).

2.92 

2.19 

2.38 

2.18 

3.70 

2.59 

1.51 

1.21 

.89 

1.08 

.66 

.95

22.26

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.

NEW RIVER AT FAYETTE, W. VA.

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

Fayette with South Fayette, W. Va., was established July 29, 1895; 

discontinued May 22, 1901; reestablished August 11, 1902; discontinued December 31, 1904; and reestablished July 16, 1908. Its 

records furnish data for water power, flood control, and storage 

problems.

Wolf Creek enters on the left bank about 850 feet below the station; 

the drainage area above the section is about 6,800 square miles.
OHIO EIVEE BASIN. 79

The bed of the river here is rock, with large bowlders on the bottom 

which cause eddies and boils at high stages. The bottom has been 

carefully sounded, and by using standard soundings and care in 

making measurements the discharge can be determined with accuracy.

The datum of the gage has remained constant during the maintenance of the station, but errors have entered into many of the gage 

readings prior to 1908, particularly before the chain gage was installed, 

November 20, 1903, the original wire gage being frequently many 

tenths in error. Owing to this cause and to the difficulty of making 

accurate measurements at Fayette, all estimates of discharge heretofore published are only fair.

Estimates of the discharge are withheld until sufficient recent 

measurements have been made to develop a complete curve.

Discharge measurements of New River at Fayette, W. Va., in 1909.

Date.

Apr. 2..........

Apr. 14.........

Nov. 20........

Do.........

Dec. 1.. ........

Hydrographer.

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

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

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

G. L. Parker. ......................................

Width.

Feet. 

239

268

207

173

173

172

Area of 

section.

Sq.ft. 

3,750

4,070

3,110

2,540

2,540

2,500

Gage 

height.

Feet. 

6.94

a 8. 11

4.24

1.30

1.30

1.10

Discharge.

Sec.-ft. 

13.000

17,100

6,820

2,660

2,680

2,390

a Gage height rose 0.72 foot during measurement.

Daily gage height, in feet, of New River at Fayette, W. Va.,for 1909. 

[John R. Durrett and A. E. Pierson, observers.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

12.32

9.86

8.18

7.14

6.94

12.81

12.85

9.75

8.19

6.76

6.05

5.16

5.07

5.88

6.10

6.74

12.19

10.94

10.19

9.28

 8.54 

8.02

7.75

7.36 

7.22

7.10

6.12

5.68

5.20

4.90

Feb.

4.28

3.15

2.98

3.52

4.50

4.60

4.59

4.20

4.69

6.52

11.55

11.60

8.65

7.49

7.16

7.00

8.08

9.26

8.85

7.74

8.10 

8.20

9.20

9.20 

10.70

9.20

8.32

Mar.

7.36

6.76

7.32

8.25

8.46

8.38

10.30

11.05

12.20

11.24

10.38

8

CC

7.92

7.60

7.09

6.58

6.10

5.50 

5.19

5.58 

6.36

6.59

7.02 

8.28

12.22

11.20

10.75

10.90

10.85

9 20

Apr.

7.62

7.04

7.54

6.12

5.76

5.64

5.78

5.25

4.50

4.68

4.39

4.20

4.12

6.78

16.62

11.72

8.76

7.58

6.70 

6.12

5.91 

6.55

7.48

8.54 

8.91

7.68

6.36

6.10

7.70

6.25

May.

13.32

13.62

10.98

9.16

7.28

6.63

6.08

5.66

5.42

7.01

10.02

10.38

8 7fi

7.16

5.45

4.57

4.14 

3.95

4.12 

10.45

12.14

8.54 

7.98

7 89

11.66

8.86

7.20

6.66

June.

6.40

6.24

5.42

4.99

8.72

9.61

7 40

6.18

6.55

7.65

7.55

7.26

6.06

5.89

5.88

5.48

5.10

5.26

5.22 

5.20

4.78 

4.22

3.85

3. 58 

4.56

4 34

4.84

5.26

July.

5.42

5.96

5.92

5.45

4.12

10.62

12.95

8.20

6.40

5.70

4.95

4.25

3.92

3.60

3.50

3.26

3.09

2.79 

2.69

2.38 

2.1-4

2.02

2.08 

2.19

2.09

2.05

2.18

2.19

2.79

3.32

Aug.

3.66

3.68

5.21

5.32

4.10

3.93

3.52

3.08

3.43

3.16

2.31

2.03

1.90

1.83

2

OJ.

3.06

3.53

4.02

4.02 

3.30

2.40 

1.92

1.80

1.73 

1.58

1.53

1 on

1.28

1.-08

1.08

97

Sept.

0.58

.68

.84

1.03

1.10

1.10

1.12

1.17

1.45

3.01

3.33

2.91

2.35

2.06

1.27

1.47

1.79

3.15

5.25 

5.76

5.29 

4.99

3.13

2.05 

3.03

2.88

2.18

1.86

1.47

Oct.

1.39

1.17

1.11

1.06

.89

.93

.95

.87

.96

.97

1.95

4.27

7.82

5.65

4.12

3.91

3.10

3.08

2.82 

2.52

2.18 

2.12

2.10

2.30 

2.24

2.05

1.88

1.74

1.66

1.58

1.47

Nov.

1.38

1.29

1.22

1.17

1.14

1.12

1.12

1.00

1.00

.90

.90

.90

2.20

1.83

1.78

1.74

1.69

1.58

1.54 

1.16

1.21 

1.20

1.40

1.35 

1.50

1.30

1.45

1.40

1.60

1.20

Dec.

1.10

1.12

1.02

1.02

.98

.95

1.15

1.10

1.35

1.80

2.30

1.95

2.05

3.65

9.68

7.25

5.50

4.25

3.25 

2.65

2.00 

1.80

1.15

.75 

1.10

1.85

1.30

1.35

1.35

1.30

.70
80 SUEFACE WATER SUPPLY, 1909, PART III.

NORTH FORK OF NEW RIVER NEAR CRUMPLER, N. C.

This station is located at a ford about 1 mile above the confluence 

of the North and South Forks of New River, about 1\ miles north of 

Grumpier, N. C. It was established August 13, 1908, to obtain data 

for use in studying water power, pollution, flood control, and storage 

problems.

The drainage area above the section is about 279 square miles.

Discharge measurements are made by means of a boat at the ford, 

or by wading. The chain gage is attached to posts on the right bank 

about one-fourth mile below the ford. The datum of the gage has 

remained unchanged. The records are accurate and reliable. Sufficient data have not been obtained to enable estimates of the discharge 

to be made.

The following discharge measurement was made by H. J. Jackson:

June 18, 1909: Width, 207 feet;'area, 428 square feet; gage height, 2.88 feet; discharge, 786 second-feet.

Daily gage height, in feet, of North Fork of Neut River near Grumpier, N. C., for 1909.

[John J. Garvey, 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.

3.66

3.21

2.90

4.84

4.27

3.63

3.23

2.86

2.74 

2.68-

2.60

2.50 

2.52

3

f\A

o 07

9 no

2.96 

2.80

2.68

2.60

2

KC

2.60 

2.58

2.44

2.44 

2.40

1.88

Feb.

2.25

2.56

2.55

2.52

2.49

2.62

2.41

2.32

4.78

3.61 

3.15

2.76

2 7ft

3

CJ

2.88

o f)f\

3.06 

2.83

3

- 9Q

3.32

3 JO

3 CO

3.35

2 QQ

Mar.

2.80

2.70

2.77

2.86

2.64

2.90

3.40

3.31 

3 11

3.42

3.20 

3.06

2 QA

3.00 

3.88

3.76

2

7*?

O CQ

2 EC

2.63 

2.68

2 7O

2.52

2 48

3.26

3.14 

2.96

4.56

4.06 

3.50

3 in

Apr.

2.92

2.76

9 75

2.68

2.55

9 4fi

2.46

2.50

2

KQ

2.38 

2.33

3 9ft

3.47 

3 04

2 78

2.69

O'CQ

0 AQ

2.44 

2.40

2

QQ

2.41

2.46

2

50

2.29

2 Oft2.22 

2.61

May.

3 94

2 Oft

2 77

2.62

2 54

2.43

2.39 

2.32

3.52

2.86 

2.60

9 A.A.

2.40

2

VA

0 ^9

2.23

9 1 ft

9 9ft

2.82 

5.63 A on

$ ^1

3.07

2.96

2.88 

2.98

2.85

2.79 

2.56

2.83

June.

2.56

2.48

3

OT

5.86

4.30

3.56

3.16

2.89 

3.18

2.88

2.66 

2.86

2.90

2.68 

2.65

2.52

2.90

2.88

2.62

2.54 

2.44

2.37

2.48

2.44

2.30 

2.34

2.69

2.52 

2.69

July.

2.57

2.68

2.35

154

2.18

2.16

3. 28

3.04 

2.8ff

2.64

2.52 

2.40

2.40

2.46 

2.31

2.22

2.19

2.08

2,00

1.96 

1.94

1.92

2.05

, 2.08

1.88

1.84 

2.10

2.39

2.00 

1.92

1.88

Aug.

2.26

2.64

2.19

2.23

2.10

2.04

1.92 

1.87

1.90

2.00 

1.92

1 82

1.86 

2,85

2.56

2.46

2.17

2.07

1.94 

1.88

1.82

1.79

1.76

1.72

1.70 

1.67

1.66

1.64 

1.66

1.62

Sept.

1.63

1.59

1.55

1.63

1.96

1.71

1.64

1.69 

1.68

2.10

1.86 

1.71

1.65

1.56 

1.56

1.68

2.26

1 Q9

1.67

1.66 

1.68

1.97

1.96

2.04

1.86

1.73 

1.67

1.62

1.60 

1.56

Oct.

1.52

1.50

1.50

1.50

1.55

1.62

1.62

1.54 

1.50

1.50

3.58 

2.70

2.06

1.94

2.36

2.10

2.00

1.92

1.88 

1.82

1.79

1.78

2.18

1.89

1.82 

1.78

1.74

1.71 

1.70

1.70

Nov.

1.70

1.69

1.66

1.62

1.62

1.62

1.62

1.63 

1.64

1.88

1.75 

1.66

1.63

J.61 

1.61

1.60

1.57

1.60

1.57

1.54 

1.53

1.52

1.64

1.86

1.66

1.58 

1.54

1.53

1.53 

1.53

Dec.

1.53

1.53

1 n

1.56

1.53

1.52

1.72

2.27 

1.67

1.84

2.04 

1.84

2.57

2.58 

2.08

1.87

1.70

1.96

1.64

1.66 

1.46

2.00

1.76

2.10

2.06

2.11 

2.22

2.42

2.46 

2.57

2.56

NOTE. Ice conditions December 10 to 31. Ice 0.75 foot thick on December 31.
OHIO RIVER BASIN. 81

REED CREEK AT GRAHAMS FORGE, VA.

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

Forge, Va., was established July 29, 1908, to obtain data for solving 

water power, flood control, and storage problems.

The drainage area above the station is about 247 square miles.

There is a dam and grist mill just above the station. The storage 

is small, and the miller states that water flows over the dam at all 

times, so that the flow is modified little, if any, by the dam. The 

datum of the chain gage attached to the bridge has remained 

unchanged, and the records are reliable and accurate. Sufficient 

data have not been obtained to enable estimates of the discharge to 

be made.

Discharge measurements of Reed Creek at Grahams Forge, Va., in 1909.

Date. Hydrographer.

A. H . Horton. ......................................

Width.

Feet. 

124

125

Area of 

section.

Sq.ft. 

266

208

Gage 

height.

Feet. 

2.80

2.34

Discharge.

Sec.-ft. 

383

1 CO

Daily gage height, in feet, of Reed Creek at Grahams Forge, Va.,for 1909. 

[Robert R union, 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.

3.62

3.27

3.31

3.47

4.59

4.09

3.43 

3.22

3.09 

2.99

2.93

2.87

2.81 

2.76

2.77

3.17

3.92

3.67

3.40

3.29

3.15 

3.05 

2.97 

2.91

2.87

2.85

2.82

2.77

2.75

2.70

2.57

Feb.

2.59

2.61

2.66

2.57

2.56

3.55

2.57 

2.57

2.61 

3.28

3.35

3.08

2.85 

2.79 

2.72

2.84

2.90

2.78

2.78

2.86

2.84 

2.94 

3.34

3.16

3.10

2

QQ

2.88

Mar.

2.80

2.76

2.76

2.86

2.78

2.78

3.26 

3.40

3.28 

3.27

3.22

3.04

2.98 

3.01 

2.90

2.84

2.77

2.72

2.66

2.66

2.76 

3.21 

3.00

2.88

3.36

3.37

q in

3.91

3.68

3.16

3.04

Apr.

2.90

2.82

2.76

2.71

2.68

2.65

2.60 

2.59

2.58 

2.54

2.50

2.52

2.76 

3.38 

2.94

2.85

2.79

2.65

2.64

2.67 

2.67 

2.69

2.64

2.62

2.57

2.54

2.52

3.51

May.

4.46

3.57

3.19

2.95

2.83

2.77

2.63 

2.55

2.57 

3.33

3.27

3.00

2.85 

2.73 

2.65

2.59

2.56

2.54

2.51

2.57

3.53 

3.70 

3.13 

2.91

2.84

2.85

2.85

2.74

2.65

2.59

2.52

June.

2.45

2.52

2.61

3.28

2.85

2.74 

2.63

3.10 

2.89

2.74

2.67

3.74 

3.17 

2.91

2.82

3.02

2.86

2.72

2.63

2.60 

2.67 

2.58 

2.53

2.55

2.55

2.58

2.72

2.66

July.

2.68

2.62

2.72

2.68

2.49

2.70 

2.96

2.76 

2.62

2.53

2.45 

2.50 

2.39

2.36

2.32

2.32

2.32

. 2.30

2.28 

2.26 

2.26 

2.25

2.21

2.24

2.25

2.29

2.34

2.25

2.28

Aug.

2.28

2.68

2.54

2.42

2.41

2.38

2.28 

2.28

2.26 

2.21

2.22

2.24

2.23 

2.28 

2.34

2.59

2.64

2.52

2.37

2.30

2.26 

2.25 

2.16 

2.15

2 20

2.20

2.18

2.16

2.19

2.16

2.18

Sept.

2.19

2.13

2.16

2.15

2.18

2.16

2.18 

2.19

2.31 

2.38

2.25

2.20

2.16 

2.19 

2.20

3.02

2.61

2.66

2.49

2.36

2.36 

2.30 

2.26 

2.55

2.40

2.32

2.26

2.20

2.20

2.16

Oct.

2.17

2.20

2.11

2.14

2.19

2.17

2.14 

2.14

2.18 

2.15

2.82

3.10

2.56 

2.48 

2.54

2.59

2.46

2.40

2.44

2.36

2.31 

2.32 

2.36 

2.34

2.32

2.28

2.26

2.25

2.20

2.20

2.25

Nov.

2.18

2.19

2.19

2.20

2.20

2.20

2.21 

2.12

2.20 

2.21

2.23

2.14

2.20 

2.24 

2.11

2.12

2.20

2.18

2.17

2.16

2.19 

1.90 

2.11 

2.15

2.15

2.00

2.12

2.11

2.06

2.06

Dec.

2.10

2.06

2.08

2.11

2.15

2.09

2.20 

2.40

2.35 

2.00

2.20

2.26

2.40 

2.58 

2.42

2.35

2.34

2.28

. 2.26

2.19

2.15 

1.71 

1.70 

2.16

2.14

2.17

2.16

2.17

2.18

2.14

2.15

NOTE. December 10 to 31, slush ice and ice along shore. The stream did not freeze aero 

67443° WSP 263 11 6
82 STTBFACE WATER SUPPLY, 1909, PAET III.

BIG REED ISLAND CREEK NEAR ALLISONIA, VA.

This station, which is located at J. P. Thomas's farm about 1| miles 

from Allisonia, Va., was established July 31, 1908, to obtain data for 

use in studying water power, flood control, and storage problems.

The drainage area above the section is about 291 square miles. 

Little Reed Island Creek is tributary on the left bank a short distance 

below the station.

Discharge measurements are made from a suspension footbridge 

at Thomas's farm. A vertical staff gage is fastened to a tree on the 

left bank about 1,200 feet above the bridge. The datum of the gage 

has remained unchanged.

The records are reliable and accurate. Sufficient data have not 

been obtained to enable estimates of the flow to be made.

The following discharge measurement was made by H. J. Jackson:

June 12, 1909: Width, 205 feet; area, 358 square feet; gage height, 1.05 feet; discharge, 588 second-feet.

Daily gage height, in feet, of Big Reed Island Creek near Allisonia, Va.,for 1909. 

[J. P. Thomas, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

22...... ...

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

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

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

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

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

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

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

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

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

Jan.

0.8

.8

1.5

1.4

1.05

'.995

.85

.8

.8

.8

.8

.8

.8

1.1

1.2

1.0

.9

9

.9

.85

.8

.8

.8

.8

.8

.7

.7

.7

Feb.

0.8

1.15

1.2

9

.8

.8

.7

1.05

1.15

.8

.85

.85

1.1

1.0

.9

1 9*

QE

1.1

1 2

1.75

1.25

1.05

1.0

Mar.

0 9

.9

9

.85

QE

1.05

1.0

1.0

1.0

QC

Q

9

.8

.8

.8

9

1 9*.

QE

Apr.

0

0

.8

.8

.7

.75

QE

.8

.7

.7

.8

1.7

1.15

.95

9

g

9

QE

.8

.8

.8

.8

9

May.

1,45

1.1

.95

9

9

.8

1.65

1.2

1.0

9

.8

.8

.8

.8

.8

.8

2.65

1.8

1 9K,

1.1 1.1

1.5

1.2

1.0

..9

June.

1.0

.95

.95

2.15

1 OE

1 AE

1.0

9

1 4K

1.2

1.1

1 55

1.4

1.5

1.15

1.85

1.75

1.15

1.0

1.0

1.0

1.0

1.3

1.05

1.0

1 OE

1.0

1.15

i SK.

July.

1.15

1.1

.9

.9

.8

.9

1.1

1.15

.9

.9

.8

.8

.9

.9

.8

.8

.8

.8

.7

95

.8

.7

.7

9

1.06

.9

.8

.8

Aug.

1.15

2.05

1.15

].0

.9

1.0.'9

.8

.8

.8

.7

.8

.9

.85

9

.85

.7

.6

.6

.6

.6

.6

.6

.6

Sept.

0.6

.5

.5

.7

.65

.65

.65

.6

.8

1.0

.8

.7

.6

.6

.6

.9

9

.6

.65

.8

.7

.6

.65

.6

.6

.6

.5

.5

Oct.

0.5

.5

.6

.6

.6

.6

.6

.5

.5

.6

1.9

1.6

.9

.8

.7

.7

.6

.6

.6

.6

.6

.7

.6

.6

.6

.6

.6

Nov.

0.6

.6

.6

.6

.5

.5

.5

.5

.5

.6

.6

.6

.5

.5

.55

.5

.5

.5

.5

.6

.5

.5

.5 

.5

.5

.5

Dec.

0.5

.5

.5

.5

.5

.55

1.0

.6

.6

.55

1.3

1.4

.85

.65

.7

.7

.7

.6

.9

.6

.6

.8

.65

.75

.75

.7

.6

.65

NOTE. Slight ice conditions December 10 to 31; slush, ice and frozen along shore. Stream did not 

freeze across.
OHIO RIVER BASIN. 83

LITTLE RIVER NEAE COFFEE VALLEY, VA.

This station, which is located at the highway bridge about 5 miles 

south of Childress and 1 mile north of Copper Valley, Va., was 

established July 28, 1908, to obtain data for use in studying watersupply, water-power, flood-control, and storage problems.

Indian Creek enters about 600 feet below the station. The drainage 

area above the section is about 195 square miles.

The datum of the chain gage, attached to the bridge, has remained 

unchanged. The records are reliable and accurate. Sufficient data 

have not been obtained to enable estimates of the flow to be made.

Discharge measurements of Little River near Copper Valley, Va., in 1909.

Date. Hydrographer. Width.

Feet. 

157 i^

Area of 

section.

Sqjt.

415

351

Gage 

height.

Feet. 

4.17

3.82

Discharge.

Sec.-ft. 

538

337

Daily gage height, in feet, of Little River near Copper Valley, Va.,for 1909. 

[Thos. A. De Hart, 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.

4.26

4.25

3.94

3.98 

4.64

4.57

4.16

4.00

3.96

3.91

3.87

3.81

3.70

3.75

3.85

3.95

4.30

4.35

4.25 

4.20

4.05

4.00

3.95

3.95 

3.90

3.88

3.85 

3.78

3.75 

3.75

3.50

Feb.

3.72

3.85

3.80

3.90 

3.80

3.85

3.75

3.68

3.75

4.30

3.95

3.78

3.78

3.75

3.72

3.92

3.85

3.75

3.72 

4.08

3.82

3.92

4.05

4.15 

4.38

4.10

3.95 

3.88

Mar.

3.82

3.83

3.82

3.92 

3.76

3.82

4.00

3.93

3.92

3.86

3.82

3.75

3.74

3.80

3.66

3.66

3.65

3.63

3.62 

3.63

3.63

3.60

3.60 

3.94

3.82

3.69 

3.88

3.80

3.66

Apr.

3.63

3.61

3.61

3.61 

3.58

3.58

3.57

3.55

3.58

3.55

3.53

3.53

3.71

7.03

4.83

4.35

4.11

4.01

3.91 

3.91

3.85

3.83

3.85

3.95 

3.75

3.78

3.77 

3.75

3.74 

3.77

May.

4.63

4.22

3.93

3.81 

3.78

3.73

3.72

3.71

3.68

4.14

3.90

3.74

3.72

3.70

3.67

3.64

3.63

3.62

3.58 

3.74

7.13

5.38

4.56

4.26 

4.22

4.64

4.82 

4.31

4.13 

4.02

4.00

June.

3.94

3.97

3.97

4.93 

4.31

3.98

3.94

4.08

4.03

4.03

3.98

4.04

3. 95

3.91

3.90

4.01

4.18

3.91 

3.86

3.80

3.79

3.82

3.88 

3.84

. 3.79

3.81 

3.75

3.90 

4.02

July.

4.01

3 7R

3.65 

3.68

3.85

4.12

4.05

3.78

3.76

3.72

3.68

3.70

3.78

3.68

3.64

3.66

3.60

3.59 

3.52

3.51

3.52

3.58 

3.52

3.49

3.64 

3.73

3.68 

3.80

3.66

Aug.

5.52

4.32

3.98 

3.80

4.12

3.95

3.66

3.60

3.55

3.54

3.58

3.55

3.56

3.9?

3.68

3.55

3.55 

3.49

3.45

3.45

3.41

3.44 

3.40

3.45

3.46 

3.44

3.41 

3.46

3.42

Sept.

3.42

3.38

3.30

3.42 

3.49

3.41

3.41

3.51

3.62

4.22

3.70

3.56

3.46

3.46

3.49

3.70

3.55

3.55 

3.49

3.45

3.60

3.58

3.50 

3.45

3.40

3.39 

3.36

3.36 

3.35

Oct.

3.34

3.31

3

QO

3.29 

3.31

3.35

3.32

3.32

3.30

4.56

4.44

3.58

3.45

3.52

3.49

3.48

3.44

3.44 

3.42

3.40

3.42

3.40

3.45 

3.41

3.40

3.40 

3.36

3.35 

3.40

3.41

Nov.

3.35

3.38 

3.35

3.32

3.39

3.39

3.40

3.41

3.44

3.41

3.39

3.36

3.38

3.40

3.39

3.35

3.35 

3.32

3.32

3.35

3.42

3.40 

3.35

3.35

3.35 

3.35

3.36 

3.35

Dec.

3.35

3.35

3.38

3.35 

3.34

3.30

3.38

3.60

3.42

3.40

3.40

3.51

3.58

4.48

3.68

3.50

3.36

3.48

3.38 

3.50

3.55

3.38

3.35

3.45 

3.52

3.48

3.49 

3.53

3.45 

3.45

3.45

NOTE. Ice conditions December 10 to 31; frozen over December 23. December 26, thickness of ice 0.25 

foot.
84 SURFACE WATER SUPPLY, 1909, PART III.

WALKER CREEK AT STAFFORDSVILLE, VA.

This station, which is located at the highway bridge at Staffordsville, Va., was established July 24, 1908, to obtain data for use in 

studying water-power, flood-control, and storage problems.

Whitley Creek enters a short distance above the station. The 

drainage area above the section is about 277 square miles. A dam 

and power plant about 250 feet above the station may modify the 

flow in extreme low water.

The datum of the chain gage attached to the bridge has remained 

unchanged. The records are reliable and accurate. Sufficient data 

have not been obtained to enable estimates of the flow to be made.

Discharge measurements of Walker Creek at Staff or dsville, Va., in 1909.

Date. Hydrographer.

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

Width.

Feet. 

135

102

68

Area of 

section.

Sq.ft. 

398

154

79

Gage 

height

Feet. 

5.75

3.66

2.94

Discharge.

Sec.-ft. 

1,480

256

72

Daily gage height, in feet, of Walker Creek at Staff or dsville, Va.,for 1909. 

[J, D; Worley and W. E. Durham, observers.]

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.

6.10

5.35

5.00

4.75

6.82

6.45

6.55

5.05

4.80

4.58

4.40

4.30

4.12

4.05

4.08

4.68

5.58

5.38

5.22

5.10

5.05

4.90

4.75

4.62

4.45

4.38

4.25

4.12

4.05

4 05

3.72

Feb.

3.75

3.78

3.80

3.78

3.75

3.75

3.65

3.72

6.12

5.68

4.98

4.72

4.50

4.30

4.38

4.52

4.38

4.38

4.90

. .4. 70

4.60

4.38

4.45

4.75

4 65

4 50

4.35

Mar.

4.30

4.10

4.00

4.20

4.15

4.28

4.85

5.50

5.5?

5.45

5.22

4.90

4.66

4.55

4.32

4.20

4.08

3.98

3.90

3.70

3.70

4.10

4.35

4.25

5.48

c 79

5.60

5.65

4.78

Apr.

4.50

4.35

4.28

4.08

3.98

3.88

3.78

3.68

3.64

3.60

3.55

3.45

3.45

6.70

5.72

5.02

4.70

4.42

4.28

4.15

A. 1 f\

4.18

4.25

4.18

4.02

3.98

3 Q9

3.90

3.78

4.90

May.

6.90

5.92

5.22

4.85

4.55

4.32

4.10

4.00

3.90

5.32

5.72

4.92

4.52

4.30

4.12

4.02

3.75

3.70

3.65

3.70

5.18

6.02

5.16

4.70

4.42

7 95

5.70

5.10

4

7&

4.45

June.

4.20

3.98

4.05

4.92

5.00

4.65

4.28

4.12

5.00

5.15

4.52

4.20

4.25

4.50

4.48

4.15

4.80

4.40

4.05

3.88

3.75

3.65

3.58

3.55

3.55

3.55

3.45

3.68

3.75

July.

3.68

4.02

3.70

3.42

3.36

3.45

4.05

4.70

4.27

3.94

3.72

3.62

3.58

3.56

3.49

3.40

3.40

3.33

3.27

3.22

3.20

3.14

3.19

3.32

3.24

3 1fi

3.14

3.26

3 99

3.15

Aug.

3.44

3.78

3.48

3.36

3.30

3.28

3.31

3.32

3.28

3.22

3.14

3.03

3.05

3.16

3.26

3.46

3.46

3.34

3.23

3.16

3.04

3.04

2.96

2.93

2.94

3.06

2.92

3.10

2.89

Sept.

2.88

2.87

2.88

2.83

3.04

3.00

2.97

2.91

3.14

4.06

3.75

3.42-

3.20

3.14

3.10

4.57

5.44

7.03

4.99

4.32

3.83

3.70

5.15

4 50

4.12

3.87

3.72

3.60

3

KO

Oct.

3.42

3.38

3.34

3.34

3.30

3.30

3.28

3.24

3.20

3.20

5.00

5.92

4.72

4.26

4.21

4.05

3.89

3 79

3.73

3.63

3.63

3.57

3.55

3.56

3.47

3 41

3.32

3.33

3

01

3.31

Nov.

3.31

3.28

3.25

3.23

3.20

3.21

3.25

3.23

3.23

3.29

3.25

3.21

3.23

3.20

3.21

3.17

3.16

3.13

3.11

3.11

3

1 1

3.12

3.18

3.15

3.11

3

/V7

3 1 9

3.09

3.07

q A7

Dec.

3.02

3.02

3.09

3.09

3.06

3.00

3.14

3.37

3.36

3.22

3.22

3.21

3.45

3.26

4.05

3.82

3.64

3.56

3 49

3.30

3 19

3.16

3.16

3.21

3.38

3.24

3 17

3.14

2.96

3.07
OHIO EIVEE BASIN. 85

WOLF CREEK NEAR NARROWS, VA.

This station is located at a highway bridge about 3 miles above 

Narrows, Va. It was established July 22, 1908, to obtain data for 

use in studying water-supply, water-power, flood-control, and storage 

problems.

The drainage area above the station is about 223 square miles.

The datum of the chain gage attached to the highway bridge has 

remained unchanged. The records are reliable and accurate. Sufficient data have not been obtained to enable estimates of the flow 

to be made.

Discharge measurements of Wolf Creek near Narrows, Va., in 1909.

Date.

June 24.. ......

Hydrographer.

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

 Width.

Feet.

78

79

Area of 

section.

Sq.ft. 

168

144

Gage 

-height.

Feet. 

3.33

3.12

Discharge..

Sec.-ft. 

230

160

Daily gage height, in feet, of Wolf Creek near Narrows, Va.,for 1909. 

[J. A. Hale, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

5.38

4.69

4.34

.4.11

4.66

4.88

4.41

3.94

3.82

3.69

3.62

3.50

3.42

3.52

4.25

5.08

4.66

4.54

4.44

4.32

4.18

4.05

3.98 

3.86

3.76

3.72

3.66

3.59

3.54

3.28

Feb.

3.28

3.34

3.28

3.25

3.28

3.42

3.48

3.44

3.46

5.14

4.88

4.35

4.11

3.94

3.78

4.19

4.38

4.14

4.02

4.20

4.08

4.03

4.02

4.10 

4.46

4.38

4.26

' 4.08

Mar.

3.88

3.84

3.80

4.10

4 00

4.04

4.76

4 QQ

5.05

5.33

5.10

4.68

4.40

4.29

4.10

4.00

3.89

3.74

3.66

3.58

3.80

4.26

4.10

3.99 

5.02

5.24

4.75

5.34

4 84

Apr.

4.14

3.98

3.88

3.78

3.65

3.54

3.50

3.44

3.37

3.34

3.29

3.24

3.44

4.44

4.08

3.84

3.71

3.60

3.52

3.50

3.58

3.65

3.88

3.82 

3.72.

3.68

3.60

3.59

3.48

4.46

May.

7.32

5.82

4.99

4.52

4.25

4.03

3.84

3.70

3.65

4.90

5.00

4.49

4.19

3.96

3.82

3.68

3.57

3.46

3.39

3.36

3.70

4.09

3.88

3.69 

3.58

3.83

4.94

4.47

4.13

3.88

3.71

June.

3.55

3.42

3.39

3.71

3.76

3.67

3.51

3.38

4.20

3.81

3.64

3.51

3.61

4.10

3.64

3.74

4.08

3.72

3.48

3.34

3.24

3.18

3.14

3.12 

3.16

3.08

3.04

3.08

3.22

3.24

July.

3.22

3.14

3.07

2.98

2.92

3.00

4.04

4.32

3.85

3.62

3.39

3.26

3.21

3.40

3.20

3.10

3.15

3.04

.2.96

2.92

2.87

2.84

2.84

3.12

9 Q9

2.84

2.83

2.86

2.92

2.84

2.89

Aug.

3.18

3.28

3.18

3.08

3.01

2.94

3.42

3 44

3.16

3.02

2.94

2.88

2.86

2.93

3.26

3.35

3.58

3.60

3.32

3.16

3.06

2.95

2.88

2.79 

2.76

2.76

2.72

2.72

2.72

2.70

2.66

Sept.

2.64

2.62

2.60

2.65

2.82

2.72

2.70

2.72

2.80

3.59

3.15

2.95

2.82

2.76

2.70

3.40

3.80

3.50

3.25

3.08

3.00

2.94

2.84

3.05 

3.01

2.88

2.82

2.78

2.76

9 73

Oct.

2.72

2.69

2.69

2.66

2.64

2.64

2.59

2.62

2.62

2.60

3.17

3.60

3.16

2.98

2.98

3.05

3.00

2.90

2.88

2.86

9 S4

2.80

9 79

2.82

2 pi

2 7ft

2.76

2.76

2.74

2

70

2.71

Nov.

2.70

2.70

2.70

2.68

2.68

2.66

2.66

2.66

2.72

2.66

2.66

2.65

2.66

2.64

2.60

2.64

2.62

2.62

2.61

2.61

2.61

o pro

2.68 

2.64

2.60

2.60

2

KQ

Dec.

2 Aft

2.68

2.58

2.57

2.56

2.56

2 O9

2

QC

2.70

2.84

2.78

2.85

3.54

3.32

3 on

2.96

2.84

2 Oft

2 CO

2.76

2.73

2 Oft

9 sn*

2 7A

2 82

2.74

2.70

2.76
86 SURFACE WATER SUPPLY,, 1909, PART III.

BLUESTONE RIVER AT LILLY, W. VA.

This station, which is located about 2,000 feet below the mouth of 

Little Bluestone River at Lilly, W. Va., was established August 22, 

1908, to obtain data for use in studying water-power, flood-control, 

and storage problems.

The drainage area above the station is about 454 square miles.

Discharge measurements are made by means of a boat or by 

wading. A staff gage in two sections is fastened to trees on the 

left bank below the measuiing section.

The gage datum has remained unchanged. The records are reliable 

and accurate. Sufficient data have not been obtained to enable estimates of the flow to be made.

The following discharge measurement was made by H. J. Jackson:

April 16, 1909: Width, 160 feet; area, 442 square feet; gage height, 2.12 feet; discharge, 340 second-feet.

Daily gage height, in/eet, of Bluestone River at Lilly, W. Va., for 1909. 

[E. M. Lilly, observer.]

Day.

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

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.

4.70

3:54

3.16

3.08

3.18

3.78

3.10 

2.70

2.45

2.48

2.28 

2.08

2.08

2.00 

2.35

5.00

3.58

3.18

3.25

2.88 

2.67

2.46

2.43

1.90

Feb.

l.SO

2.20

2.08

2.05

2.15

2.16

2.30 

2.27

2.30

2.17

3.94 

3.32

2.85

2.60 

2.50

3.37

3.80

3 19

3.42 

3.12

3 49

3.65

3.70 

3.72

4.52

4.11

3

40

Mar.

2.72

2.56

2.43

4.00

4.26

3.44

4.95 

4.80

4.42

4.48 

3.C2

3.20

-3.25 

3.22

2.90

2.58

2.48

2.70

3.36

3.27 

2.92

4.75

3

Qt:

4.32 

3.C7

3.30

Apr.

2.80

2.73

2.60

2.50

2.39

2.19

2.14

2.08

1.98

1.95 

1.86

2.35 

2.34

2.03

1 97

1.90 

1 90

2.42

2.74 

2.72

2.32

2.14 

3.20

May.

5.78

4.80

3.65

3.17

2.88

2.65

2.44 

3.34

2.26

3.00

3.70 

3.58

2.78

2.52 

2.36

2.12

2.08

1 QR

1.91 

1.85

1 94

1.91 

1.77

1.82

3 on

3

QC

2

QC

2.55

2.13

June.

1.99

1.89

1.84

2.05

2.30

2.15

2.39 

1.94

2.12

2.28

2.34

2.27

2.60

2.32 

2.45

1 96

1.94

2.12

1.88 

1.75

1.62

1.58

1.46 

1.56

1 60

3.30 

2.78

July.

2.90

3.30

2.52

2.15

1.80

4.80

5.50 

5.05

3.39

2.70

2.30 

2.16

2.07

2.05 

1.93

1.88

1.84

1.78

1.68 

].58

1.42

1.36

1.40 

1.38

1.42

1.32

1.30

1.30 

1.76

2.12

Aug.

2.07

1.94

2.22

1.96

1.64

1.48

1.40 

1.68

1.54

1.39

1.29 

1.22

1.20

1.22 

1.34

1.64

2.10

2.62

1.98 

1.70

1.55

1.39

1.32 

1.18

1.22

1 19

1.08 

1.04

1.04

Sept.

1.03

1.02

.98

1.00

1.05

1.28

1.29 

1.20

2.10

3.80

2.70 

2.20

1.76

1.55 

1.35

1.58

2.68

1.93 

1.65

1.48

1.32

1.40 

1.93

2.25

1.50

1.36

Oct.

1.28

1.22

1.19

1.14

1.13

1.18

1.18 

1.14

1.09

1.25

1.40 

1.72

1.92

1.62 

1.75

2.15

1.78

1.66

1.58 

1.47

1.43

1.39

1.62 

1.98

1.82

1.88

1.48 

1 39

1.31

Nov.

1.30

1.25

1.25

1.32

1.26

1.22

1.20 

, 1.28

1.29

1.30

1.30 

1.27

1.26

1.28 

1.21

1.18

1.20

1.19

1.21

1.18

1.17

1.14

1.18 

1.19

1.22

1.24

1.12

1.13 

1.10

Dec.

1.12

1.10

1.14

1.11

1.12

1.12

1.14 

1.17

1.16

1.00

1.11 

1.21

1.68

2.32 

2.18

2.02

1.74

1.60

1.55 

1.40

1.35

1.25

1.20 

1.20

1.15

1.20

1.25

1.15 

1.18

.76

NOTE. Ice conditions the latter part of December. On December 31 ice- 0.4 foot thick, river entire 

frozen across. Up to this date the ice conditions were probably slight.
OHIO RIVER BASIN. 87

GREENBRIER RIVER NEAR MARLINTON, W. VA.

This station, which is located at the Chesapeake & Ohio Railway 

bridge on the switch that runs to Campbell's lumber mill near Marlinton, W. Va., was established July 9, 1908, to obtain data for use in 

studying water-supply, pollution, water-power, flood-control, and 

storage problems.

Stoney Creek enters immediately above the station. The drainage 

area above the section is about 408 square miles.

The datum of the chain gage attached to the railroad bridge has 

remained unchanged. The records are reliable and accurate. Sufficient data have not been obtained to enable estimates of the flow 

to be made.

Discharge measurements of Greenbrier River near Marlinton, W. Va., in 1909.

Date.

April 17........

April 19. .......

Hydrographer.

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

G. L. Parker........................................

Width.

Feet. 

230

228

175

168

Area of 

section.

Sq.ft. 

618

516

294

261

Gage 

height.

Feet. 

5.02

4.54

3.73

3.55

Discharge.

Sec.-ft. 

1,300

788

291

136

Daily gage height, in feet, of Greenbrier River near Marlinton, W. Va.,for 1909. 

[Paris G. Johnson, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

19

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

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

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

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

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

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

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

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

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

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

on

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

Jan.

3.92

3.98

4.12

4.62

5.68

5.44

5.02

4.69

4.38 

4.28

4.26

4.22

4.24

4.59

5.66

5.90

5.83

5.74 

5.66

5.58

5.50

5.40

5.27

5.19

5.09

5.00 

4.91

4.83 

4.69

4

KA

3.41

Feb.

3.36

3.31

3.27

3.21

3.15

3.10

3.07

3.89

6.20 

6.29

5:95

5.68

5.56

5.81

6.41

6.55

6.38 

6.05

5.71

5.54

5.44

5.32

5.22

5.10

4.98 

4.86

4.78

Mar.

4.64

4.51

4.37

4.72

4 66

4.60

4.54

4.47

4. ,50 

4.92

5.47

5.70

6.07

5.86

5.50

5.15

4.80

4.55 

4.43

4.29

4.15

4.04

3.91

3.81

3.70

3.61 

3.49

5.86 

6.29

4.77

Apr.

4.46

4.79

4.71

4.63

4

CQ

4.63

4.67

4.40

4.54 

4.37

4.19

4.13

5.71

8.27

6.53

5.49

4 99

4.74

4.36

4.63

5.22

6.12

6.14

5.50

5.10

4.86

4.67 

4.91

May.

5.18

5.04

4.90

4.73

4.44

4.32

4.21

4.14 

4.92

4.97

4.78

4.62

4.28

4.17

4 08

3.97 

3.88

3.88

4.45

5.78

5.14

4.70

4.52 

4.56

4.34 

4.18

3.96

June.

3.91

3.90

4.00

4.06

4.33

4.24

4 10

4.02

4.10 

4.05

3

QQ

3.87

3.81

3.78

3.87

4.33

4.10

4.58 

4 50

4.28

4.12

3.94

3.89

3.88

3.78

3.72 

3.70

3.67 

3.66

July.

4.52

4.35

4.16

3.82

3.63

3.72

3.77

3.70

3.60 

3.51

3.46

3.56

3.54

3.55

3.50

3.44

3.38 

3.40

3.36

3.34

3.33

3.34

3.32

3.29

3.38 

3.40

3.38 

3.32 

3.50

5.36

Aug.

4.74

4.29

4.00

3.82

3.68

3.59

3.55

3.52

3.49 

3.45

3.42

3.39

3.36

3.34

3.43

3.98

3.98

3.76 

3.66

3.60

3.56

3(53

3.49

3.45

3.40

3.38 

3.36

3.34 

3.31 

3.38

3.36

Sept.

3.34

3.32

3.28

3.26

3.36

3.48

3.40

3.33

3.32 

3.35

3.33

3.33

3.36

3.32

3.28

3.29

3.37

3.35 

3.33

3.31

3.31

3.29

3.28

3.27

3.27

3.25 

3.29

3.32 

3.29 

3.27

Oct.

3.27

3.26

3.25

3.23

3.23

3.21

3.21

3.20

3.19 

3.18

3.59

4.53

4.09

3.85

3.75

3.69

3.65

3.63 

3.60

3.56

3.53

3.52

3.51

3.87

3.92

3.77 

3.72

3.66 

3.60 

3.53

3.51

Nov.

3.49

3.47

3.47

3.42

3.37

3.42

3.39 3*40

3.95 

4.89

4.72

4.38

4.22

4.11

3.87

3.77

3.75

3.73 

3.67

3.62

3.62

3.63

3.65

3.78

3.78

3.70 

3.67

3.65 

3.62 

3.59

Dec.

3.58

3.62

3.61

3.60

3.58

3.57

3.56

3.55 

3.53

3.49

3.45

4.93

6.79

5.34

4.39

4.40

4.30 

4.21

4.11

4.00

3.94

3.89

3.82

3.75

......

3.89

NOTE. Ire conditions December 22 to 31. December 31, thickness of ice 0.3 foot.
SURFACE WATER SUPPLY, 1909, PART III.

GREENBRIER RIVER AT ALDERSON, W. VA.

This station is located at the highway bridge at Alderson, W. Va. 

It was established August 1, 1895, was discontinued July 15, 1906, and 

was reestablished May 10, 1907. It is maintained to obtain data for 

use in studying water power, water supply, pollution, flood control, 

and storage problems.

Muddy Creek, the only important tributary in the immediate 

vicinity of this station, enters from the right about one-half mile 

below the bridge.

The records are little affected by ice. The datum of the chain 

gage attached to the bridge has remained the same since the installation of the station. Conditions of flow are nearly permanent and a 

good rating curve has been developed.

Discharge measurements of Greenbrier River at Alderson, W. Va., in 1909.

Date. Hydrographer.

G. L. Parker........................................

Width.

Feet, 

282

313

Area of 

section.

Sq.ft. 

384

375

Gage 

height.

Feet. 

2.12

2.00

Discharge.

Sec.-ft. 

413

334

Daily gage height, in feet, of Greenbrier River at Alderson, W. Va.,for 1909. 

[W. J. Hancock, observer.]

Day.

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

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

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

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

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

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

8. .......'.......

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

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

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

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

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

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

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

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

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

IS...............

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

4.4

3.6

3.2 * n

3.5

6.5

5.25

4.2

3.5

3.2

3.0

2.9

2.8

2.75

2 9

5.6

6.2

4.9

3.8

3.8

4.0

4.0

4.2

4.3

4.0

3.6

3.3

3.1

3.1 

2.9

Feb.

2.7

2.45

2.45

2.7

2.7

2.7

2.7

2.7

2.6

4.95

5.1

4.1

4.65

5 A

4.6

4.0

3.8

4.2

4

0

4

0

4.8

4.7

4.2

3.9

Mar.

3.6

3.4

3.25

4.3

4.2

3.8

3.8

4.8

5.1

5.0

5.5

4.6

4.0

4.t)

3.75

3.5

3

0

3 fl

2.9

2.9

^ n

3.15

3

K

1 Q

fi 3

4 9

3.7

4.25 

3.9

Apr.

3.5

3.3

3.2

3.2

3.15

3.6

3.6

3.4

3.2

3.0

2.9

2.8

2.7

5 95

7.6

5.1

4.2

3.7

3 A

3.2

3 i

3 9

4.3

5.65

4 9

A 9

3.5

3.5

3.58

May.

4.95

5.0

4.4

3 Q

3.6

3.35

3.1

3.05

3.0

3.35

4.6

4.2

3.3

3

1

3.0

2.85

2.7

2.65

2.55

2.5

4

00

4.5

3 7

3

0

4 0

5

f)Q

4.5

3.8

3.3

3.0

June.

2.85

2.75

2.7

2.7

2.9

3.0

2.8

2.65

2.75

2.9

3.2

2.9

2.7

2.6

9 5

2.4

2.6

2.7

2.8

2.6

2

C

2.35

2 OK

2.45

2.4

2 3

2.2

2.4

2.6

July.

2.6

2.8

3.6

2 9

2.6

2.5

3.8

3.2

2.8

2.5

2.4

2.3

2.2

2.1

2.1

2.1

2

f\K

2.0

2.0

1.9

1 9

1 ft£

1 9

1 9

1.8

1.8

1 ft

1 ft

1.8

1.9 

1.9

Aug.

3.3

2.7

2.45

2.3

2.2

2.1

2.1

2.0

2.0

1.8

1 9

1.9

1.85

1 9

2.1

2

0

2.4

2

0C

2.1

1 9

1 9

1 S

1.85

1.8

1 ft

1 ft

1.75

1.7 

1.7

Sept.

1.7

1.6

1.6

1.8

1.75

1.7

1.7

1.8

1.8

1.85

1.8

1.8

i ft

1.9

2

0C

2.0

1 9

1 9

1.8

1 B

1 7P*

1 ft

1 7^

1 7^

1 ft

1.75

1.7

1.7

Oct.

1.7

1.7

1.7

1.65

1.6

1.6

1.6

1.6

1.55

1.55

2.0

2.5

2 9

9 35

2.2

2.1

2.1

2.1

2.0

1 9

1 9

1 SZA

9 3

9 Q

9 Q

2.1

2.1

2.0

Nov.

2.0

1.95

1.9

1.9

1.85

1.8

1.8

1.8

1.85

1.9

2.4

3.0 9 ?<;

2.5

2.4

2.3

2.15

2.1

2.1

2.1

2.0

2.0

2.0

2 1

2.1

2.1

9 f\%

2.0

2.0

Dec.

2.0

1.95

1.9

1.9

1.9

1.9

1.9

2.0

2.1

2.2

1 9

2.1

2.1

6.0

4.8

3.8

9 Q

2.7

9 Q

2.6 2.6-

2.4

9 3

2.25

2.2

2 1 ^

2.1

2.1 

2.3
OHIO RIVER BASIK. 89

Daily discharge, in second-feet, ofGreenbrier River at Alderson, W. Fa., 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.

5,030

3,030

2,150

1,760

11,400

4,500

2,150

1,760

1,570

1,390

1,570

8,410

10,300

4,250

3,500

3,500

4,000

4,000

4,760

4,000

3,030

2,360

1 950

1,950

Feb.

1,210

818

818

1,210

1,210

1,210

1,210

1,210

6,540

12,400

6,960

4,250

4,250

5,030

5,710

7,820

5,570

4,000

3,500

4,000

4,500

4,760

4,760

6,120

5,840

4,500

3,^0

Mar.

3,030

2,580

2,260

4,760

4,500

3,500

3,500

6,120

6,680

8,110

5,570

4,000

4,000

3,380

2,800

2,360

2,050

1,760

1,570

1,570

1,760

2,050

2,800

3,750

10,700

6,400

5,030

3,260

4,640

3,750

Apr.

2,800

2,150

2,150

2,050

3,030

3,030

2,580

2,150

1,760

1,570

1,390

1,210

9,510

15,400

6,960

4,500

3,260

2,580

2,150

1,950

2,150

4,760

8,560

6,400

4,500

3,380

2,800

2,800

2,980

May.

6.540

5,030

3,750

3,030

2,470

1,860

1,760

2,470

5,570

4,500

3,150

2,360

1,950

1,760

1,480

1,130

966

888

4,980

5,300

3,260

2,360

4,000

6,900

5,300

3,500

2,360

1,760

June.

1,480

1,210

1,210

1,570

1,760

1,390

1,130

1,570

2,150

1,570

1,210

1,040

888

748

748

1,210

1,390

1,040

888

685

685

818

748

623

511

748

1,040

July.

1,040

1,390

3,030

1,570

1,040

888

3,500

2,150

1,390

888

748

623

511

414

414

414

372

330

330

258

258

226

258

258

195

195

195

195

195

258

258

Aug.

2,360

1,210

818

623

511

414

414

330

330

195

258

258

226

195

258

414

623

748

567

414

372 258-

258

195

226

195

195

195

169

143

143

Sept.

143

103

103

195

169

143

14»

195

195

195

226

195

195

195

195

258

567

330

258

258

195

195

169

195

169

169

195

169

143

143

Oct.

143

1<M

143

123

103

103

103

103

89

89

330

888

1,570

1, 130

685

511

414

414

414

330

258

258

226

623

623

511

623

511

414

414

330

Nov.

330

OQA

258

258

226

195

195

195

226

258

748

1,760

1,300

888

748

623

511

462

414

414

414

330

330

330

414

414

414

372

330

330

Dec.

330

9Q4

258

258

258

258

258

330

414

511

258

414

414

9 680

6,120

3,500

2,260

1,570

1,210

1,570

1,040

1,040

748

623

567

511

511

462

414

414

623

NOTE. These discharges are based on a well-defined rating curve.

Monthly discharge of Greenbrier River at Alderson, W. Va., for 1909. 

[Drainage area, 1,340 square miles.]

Month.

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

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

Discharge in second-feet.

Maximum.

11,400 

12,400 

10,700 

15,400 

6,900 

2,150 

3,500 

2., 360 

567 

1,570 

1,760 

9,680

15,400

Minimum.

1,300 

818 

1,570 

1,210 

888 

511 

195 

143 

103 

89 

195 

258

89

Mean.

3,840 

4,080 

4,040 

3,760 

3,230 

1,120 

767 

436 

200 

407 

466 

1,200

1,960

Per

square 

mile.

2.87 

3.04 

3.01 

2.81 

2.41 

.836 

.572 

.325 

.149 

.304 

.348 

.896

1.46

Run-ofl 

(depth in 

inches on 

drainage 

area).

3.31 

3.17 

3.47 

3.14 

2.78 

.93 

.66 

.37 

.17 

.35 

.39 

1.03

19.77

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.
SURFACE WATER SUPPLY, 1909, PART m.

GAULEY RIVER AT ALLINGDALE, W. VA.

This station, which is located at the Baltimore & Ohio Railroad 

bridge about one-fourth mile south of the depot at Allingdale, W. Va., 

was established July 3, 1908, to obtain data for use in studying 

water supply, water power, flood control, and storage problems.

Rock Creek enters immediately above the station. The drainage 

area above the section is about 248 square miles.

The section at this station is located at a bridge on a curve. The 

bottom of the stream is rough, but with care accurate measurements 

can be made. Sufficient data have not been obtained to enable 

estimates of the flow to be made.

The datum of the chain gage, attached to the railroad bridge, has 

remained unchanged. The records are reliable and accurate.

Discharge measurements o/Gauley River at Allingdale, W. Va., in 1909.

Date.

March 27.......

Hydrographer.

A. H. Horton. ......................................

Width.

Feet. 

169

166

Area of 

section.

Sq.ft. 

914

728

Gage 

height.

Feet. 

6.75

5.96

Discharge.

Sec.-ft. 

1,220

663

Daily gage height, in feet, o/Gauley River at Allingdale, W. Va.,for 1909. 

[J. L. Cogar, observer.]

Day.

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

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

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

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

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

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

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

B... .......... .

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

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

IK..............

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

6.19

5.85 

5.65

5.47

5.51

6.99 

6.61

6.05

5.82

5

AO

c An

5.65

5.45 8 fin

7.90

6.64 

6.22

6.08

5.96

c an

5.91

6.11

5.80

5.58

5.50

5.49

5.48

Feb.

5.25

5.35 

5.33

5.34

5.49

6.10 

6 42

6.08

5.93

7.14

7.18

6.27

6.92 

7.14

8.47

7.56

6.90 

6.45

7 9O

6.80

7.35

6.90

6.65

7.27

6.65

6.45

6.44

Mar.

5.98

5.90

6.40

6.18

6.10 

6.11

7.32

6 79

8.62

7.58

6.70

6.35

6.80 

6.55

6.26

5.80

C AO

6.26

6.24

6.28

7.12

6.94

7.36

7.05

6.61

6.26

Apr.

6.05

6.10 

6.11

6.23

6.49

7.20 

6.89

6.34

6.01

5.83

f. V)

10.72

6.87

6.38

6.05

5.85

5.81

6.75

7.70

7.75

6.85

6.47

6.25

7.01

6.69

6.40

May.

7.20

7.10 

6.63

6.44

6.20

5.98 

5.75

7.03

6.18

6. 15

7.20

6.55

6.20

5.90

5.50

5.51

5.50 

5.20

5 19

5. JO

5.45

5.27

5.12

5.15

5.47

5.50

5.48

5.28

5.08

June.

4.99

4.93 

5.05

5,01

5.47

5.37 

5.38

5.43

5.56

S

en

5.88

5.68

5.65

5.39 

5 40

6.46

5.83

5.99

5.88

5.38

5.23

5.14

5.15

5.88

5.07

5.04

5.00

5.03

5.15

July.

5.96

5.47 

5.28

5.03

5.00

4.96 

5.47

5.18

5.00

4.83

4.78

4.68

4.78

5.05 

5.25

5.04

4.90

4.85 

4.73

4.74

4.68

4.53

4.77

4.82

5.07

4.89

4.69

4.65

4.67

4.69

4.62

Aug.

4.95

4.79 

4.76

4.59

4.49

4.44 

4.37

4..33

4.44

4.32

4.25

4.17

4 49

5.59

5.21

5.07 

4.87

4.72

4.59

4.48

4.46

4.37

4.32

4.27

4.25

4.22

4.19

4.17

4.09

Sept.

4.12

4.07 

4.07

4.06

4.24

4,31 

4.52

4.37

4.28

4.36

4.92

4.90

4.62

4.48 

4.39

7.77

5.92

5.26 

5.0J

4.86

4.66

4.64

4.56

5.51

5.44

5.48

4.94

4.81

4.71

4.68

Oct.

4.56

4.50 

4.47

4.41

4.36

4.35 

4.28

4.26

4.21

4.18

4.28

6.61

5.28

6.31 

5.17

5.16

5.08

5.01 

5. OS

5.45

5.25

5.21

5.16

6.61

6.11

5.87

5.72

5.56

5.41

5.31

5.26

Nov.

5.11

5.07 

5.08

5.11

5.01

4.97 

4.96

4.96

5.71

7.07

6.55

6.06

5.75

5.30 

5.36

5.30

5.26

5.20 

5.00

4.90

4.85

4.80

5.05

5.49

5.35

5.25

5. 15

5.13

5.17

5.15

Dec.

5.05

5.05 

5.04

5.05

5.03

5.00 

4.96

5.05

5.15

5.05

4.90

5.10

5.15

7.55 

6.40

5.95

5.85

6.20 

5.20

4.98

4.92

4.90

5.01

4.95

4.90

4.80

4.84

4.86

4.80

4.82

4.80
OHIO RXVEB, BASIN.

GAULEY RIVER NEAR SUMMERSVILLE, W. VA.

This station, which is located at the highway bridge, known as 

Brock's bridge, about 2^ miles southeast of Summersville, W. Va., 

was established July 6, 1908, to obtain data for use in studying 

water power, water supply, pollution, flood control, and storage 

problems.

Muddlety Creek enters about one-eighth mile above the station. 

The drainage area above the section is about 686 square miles.

The datum of the chain gage attached to the bridge has remained 

unchanged. The records are reliable and accurate. Sufficient data 

have not been obtained to enable estimates of the flow to be made.

Discharge measurements of Gauley River near Summersville, W- Va., in 1909.

Date.

April 6.........

April?.........

Aprils.........

April 10........

April 11 ........

April 12........

Hydrographer.

.....do................................*..............

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

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

.,... do............... ...............................

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

.....do....................----------..--..-.-.......

Width.

Feet. 

231

225

205

203

202

200

200

Area of 

section.

Sq.ft. 

1,470

1,360

1,120

1,020

v)3S

860

809

Gage 

height.

Feet. 

9.04

8.55

7.63

7.06

6.71

6.27

6.11

Discharge.

Sec.-ft. 

4,120

3,380

2,260

1,730

1,440

1,120

990

Daily gage height, in feet, of Gauley River near Summersville, W. Va., for 1909. 

[Adam Chapman and Mrs. Icie Hypes, observers.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

19

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

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

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

2?.. .............

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

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

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

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

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

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

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

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

Jan.

7.63

6.34 

6.17

7.10

9.18

7.43

6.84 

6.48

6.26

6.40

6.38

6.22

10.82

10.68

Q 7K

8.61

7.65

7.21

7 60

6.88

7 1Q

6.45

6.10

6.48

5.94

Feb.

5.96

6.01

5.99 

5.86

6.02

7.10

7.35

7.02 

9.62

9.25

8.24

7.70

8.38

9.15

8.95

8.88

8.75

9.22

8.73

8.45

8.52

8.18

.......

Mar.

7.24

6.96

7.00 

7.70

7.54

8.03

9.66

10.03 

10.72

9.12

8.14

8.45

8.78

8.42

7.74

7.28

7.22

6.52

6.33

6.65

8.55

7.85

7.28

8.28

8.82

9 78

9.65

8.52

7.74

Apr.

7.23

7.50

7.22 

7.52

8.26

8.80

8.40

7.60

7.03 

6.69

6.30

6.18

6.04

13.18

10.14

8.66

7.14

6.79

7.96

10.06

10.90

10.20

8.80

8.00

7.46

8.24

8.14

7.97

May.

9.58

Q 79

8.68 

7.92'

7.42

7.00

6.60

7.19

7.28 

8.22

9 31

8.28

7.48

6.53

6.18

5.62

5.40

5.30

5.28

6.30

5.82

5.26

6.91

6.48

6.22

5.86

5.54

June.

5.28

5.12

5.12 

5.21

5.60

5.86

5.28

5. 58 

6.58

6.26

6.32

7.55

6.69

7.55

6.40

5.95

5.80

5.76

6.28

6.46

5.52

6.02

5.80

7.16

July.

7.80

8.60

6.98 

6.15

5.63

6.06

6.58

5.96

5.22

4.96

5.09

5.46

5.32

5 1 A,

4.82

4.64

4.51

4.40

4.26

4.48

5.45

4.64

4.62

4.60

4.6S

Aug.

4.77

4.80

4.63 

4.36

4.20

3 Q7

3.84

3.75

3 QQ

3.86

3.77

5.55

5.30

4 98

4.71

4.22

4.01

3

QO

3 7Q

3.72

3 77

3 7ft

3.68

3.66

Sept.

3.65

3.60

3.57 

3.61

4.42

4.67

A qc

4.16

3.99 

4 33

4.62

4.36

4.12

4.70

4.28

4.13

5.82

5.19

4.80

4 58

4.37

4.29

Oct.

4.20

4.12

4.00 

3.94

3.84

3.83

3.82

3 79

3.66

8.02

5 98

5.16

5

1 A

5.62

5.38

5.26

5.22

7.08

7.10

6.59

6.30

6.06

5.77

5.48

5.34

Nov.

5.18

5.05

5.23 

5.14

4.96

4.89

4.82

4.85

6.00 

8.46

6.56

6.20

5.91

5.64

5.43

5.65

5.46

5.28

5.19

5.24

Dec.

5.23

5.12

5.10 

5.10

5.02

4.88

4 89

5.15

5.26 

5.10

5.00

5.22

5.32

9 58

7.72

6.80

6.33

6.09

6.26

5.87

5.64

5.71

5.62

5.68

5.64

5.53

5.57

5.60

5.34

5.30

NOTE. Ice conditions December 19 to 3!.
WATEft SUPPLY, 1909, PART 111.

GAULEY KIVEK AT BELVA, W. VA.

This station is located about one-half mile below Belva, W. Va. 

It was established August 25, 1908, to obtain data for use in studying 

water power, water supply, pollution, flood control, and storage 

problems.

Twentymile Creek enters on the right bank about one-eighth mile 

above the station. The drainage area above the section is about 

1,420 square miles.

Discharge measurements are made by means of a boat and cable, 

or by wading. A staff gage is fastened to a tree on the right bank 

about 1,000 feet below the gaging section. The gage datum has 

remained unchanged. The records are reliable and accurate. Sufficient data have not been obtained to enable estimates of the flow 

to be made.

The following discharge measurement was made by H. J. Jackson :

April 1, 1909: Width, 258 feet; area, 1,620 square feet; gage height, 4.98 feet; discharge, 3,990 second-feet.

Daily gage height, in feet, ofOauley River at Belva, W. Va., for 1909. 

[L. L. Davis and C. L. Davis, observers.]

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.

5.50

4.63

4.06

3.78

3.58

6.34

6.20

5.30

5.06

4.04

3.76

3.60

3.70

3.48

6.49

8.50

7.64

6.45

5.45

4.82

4.52

4.34

4.46

4.17

4.12

3.92

3.77

3.90

3.75

Feb.

3.50

q 7f\

3.52

3.43

3.48

3.89

4.99

4.84

6.48

7.22

5.97

5.30

5.38

7.55

8.38

6.75

6.36

5.83

6.15

6.42

6.02

6.29

5.76

.......

Mar.

4.87

4.34

5.32

5.49

5.18

6.15

7.58

7.05

8.30

7.96

5.60

5.90

6.00

5.44

4 94

4.25

4.05

3.92

3.68

K Jf)

5.45

4.92

7.58

7.01

6.52

5.70

Apr.

5.08

4.72

4.90

5.32

5.74

5.54

4.94

4 10

3.82

7.00

8

f\Q

6.40

5.05

7.30

8.05

6.70

5.73

5.14

5.48

5.46

May.

7.60

8.00

6.75

5.82

5.21

4.76

4.30

4.12

4.fe

4.54

6.85

5.98

5.22

4.62

4.12

3.77

3.48

3.22

2.88

2.81

3.45

3.08

2.88

4 00

4.17

4.05

3.70

3.35

June.

3.06

2.71

2.72

2.78

3.22

3.28

3.00

2.80

4.25

4.71

4 00

3.72

4.41

4.21

4.22

3.40

3

10

3.45

3

70

3.58

3.30

3.51

July.

4.32

5.55

4.65

3.80

3.30

3.34

5.11

4.70

4.00

3.50

3.08

2'. 74

3.30

3.41

3.11

2.86

2.66

2.65

2.55

2.43

2.52

2.68

2.85

2.80

2.56

2.42

2.35

2.40

2.35

Aug.

2.29

2.34

2.30

2.25

2.14

2.02

1.89

1.80

1.71

1.65

1.69

1.74

1.69

1.64

1.62

1.63

2.58

3.08

2.75

2.46

2.27

1.96

1.86

1.76

1.68

1 59

1.52

1.45

1.38

1.31

Sept.

1.26

1.21

1.19

1.15

1.50

1.35

2.08

1.92

1.88

2.02

2.28

2.81

2.61

2.32

2.10

1.94

3.70

2.90

2.51

2.30

2.12

1.98

1.88

1.80

2.42

2.71

2.38

2.18

2.06

1.95

Oct.

1.84

1.78

1.69

1.62

1.56

1.50

1.44

1.39

1.32

1.29

1.38

1.36

3.55

2.86

2.52

2.36

2.38

2.46

2.32

2.26

2.55

2.40

2.36

2.46

3.57

3.25

3.05

2.86

2.70

Nov.

2.58

2.48

2.45

2.46

2.39

2.30

2.24

2.21

2.34

4.24

4.82

4.26

3.74

3.38

3.14

2.94

2.82

2.72

2.62

2.52

2.44

 2.40

2.55

2.82

2.68

2.58

2.51

2.50

Dee.

2.56

2.52

2.50

2.47

2.45

2.42

2.39

2.40

2.60

2.68

2.45

2.48

2.68

4.54

5.30

4.52

3.96

3.58

3.25

2.90

3.01

3.12

3.55

3.35

3.32

3.30

3.15

3.00

2.88

2.72

2.62

NOTE. lee conditions the latter part of December. December 28, thickness of ice 0.25 foot.
OHIO RIVER BASIN. 93

CHERRY RIVER AT RICHWOOD, W. VA.

This station is located at the highway bridge in the town of Richwood, W. Va. It was established July 3, 1908, to obtain data for 

use in studying water supply, water power, flood control, and storage 

problems.

The datum of the chain gage attached to the bridge has not been 

changed; the records are reliable and accurate. Sufficient data have 

not yet been obtained to enable estimates of the flow to be made.

Discharge measurements of Cherry River at Richwood, W. Va., in 1909.

Date.

March 28. ......

March 29.......

Hydrographer.

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

Width.

Feet. 

118

118

112

Area of 

section.

Sq.ft. 

342

296

222

Gage 

height.

Feet. 

4.04

3.69

3.00

Discharge.

Sec.-ft. 

744

509

225

Daily gage height, in feet, of Cherry River at Richwood, W. Va.,for 1909. 

[D. S. Connelly and Floyd Artrip, observers.]

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.

3.30

3.10 

3.00 

2.90 

4.50

4.30

4.21

4 20

3.21

3.13

3.25

3.10 

3.00

3.81

4.20

3.80

3.72

3.71

3.50

3.39

3.39

3.24

3.00

Feb.

------

3.44

4.14

4.58

3.80

3.53

3.66

4.04 

3.66

3.58

3.48 

3.48

3.48 

3.42

3.34

3.36

Mar.

3.34

3.51 

3.87 

3.84 

3.74

3.70

3.68

0 AA

3.90

4.12

4.57

.......

.......

4.08

3.66

3.48

3.20

Apr.

3.11

3.30 

3.25 

3.17 

3.55

3.72

3.46

3.26

3.16

3.04

2.96

2.92

3.05 

5.16

4.00

3.42

3.25

3.12

3.02

3.00 

3.18

3.78

3.90 

3.68

3.55 

3.26

3.15

3.38

3.21

3.36

May.

3.71

3.58 

3.36 

3.22 

3.12

3.00

2.92

0 Qfl

3.05

3.80

3.75

3.43

3.24 

3.10

2.99

2.90

2.82

2.74

2.66

2.64 

2.90

3.15

2.81 

2.72

2.72 

3.30

3.40

3.21

3.06

2.92

2.82

June.

2.76

2.75 

2.72 

2.84 

2.84

3.08

2.81

2.74

2.82

3.16

3.28

3.08

2.96 

2.90

3.10

3.01

2.96

3.40

3.07

2.91 

2.81

2.73

2.72 

3.22

3.22 

3.10

2.92

2.88

2.92

3.22

July.

3.30

3.82 

3.28 

3.05 

2.86

3.50

3.58

3.05

2.92

2.78

2.70

2.82 

2.82

2.68

2.60

2.58

2.50

2.42 

2.40

2.39

2.40 

2.62

2.58 

2.50

2.65

2.55

2.48

2.55

Aug.

2.40

2.42 

2.35 

2.30 

2.28

2.25

2.35

2.28

2.22

2.20

2.20

2.15

2.15 

2.15

2.75

2.95

2.65

2.52

2.48

2.40 

2.32

2.30

2.28 

2.25

2.20 

2.20

2.15

2.12

2.10

2.10

2.10

Sept.

2.10

2.10 

2.05 

2.05 

2.92

2.45

2.25

2.22

2.72

2.82

2.52

2.38 

2.30

2.28

2.25

2.45

2.35

2.30

2.25 

2.20

2.20

2.25 

3.10

2.68 

2.55

2.40

2.35

2.30

Oct.

2.25

2.22 

2.20 

2.20 

2.18

2.15

2.15

2.15

2.10

2.10

3.08

3.20

2.70 

2.60

2.55

2.60

2.58

2.50

2.60

2.60 

2.52

2.50

2.65 

3.08

2.88 

2.85

2.82

2.78

2.72

2.65

2.60

Nov.

2.52

2.50 

2.48 

2.42 

2.40

2.40

2.40

2.40

3.15

3.70

3.45

3.15

2.98 

2.82

2.78

2.70

2.62

2.58

2.55

2.50 

2.50

2.50

2.55 

2.62

2.52 

2.50

2.50

2.48

2.48

2.55

Dec.

2.50

2.48 

2.45 

2.45 

2.40

2.40

2.42

2.75

2.45

2.45

2.45

2.45

3.32 

3.95

3.20

2.95

2.88

2.78

2.48

NOTE. Ice conditions December 10 to 31. Ice increased to 0.5 foot during this period. Thickness of ice 

December 25 was 0.25 foot. Breaks in records, January to March, were due to poor gage reading.
94 SURFACE WATER SUPPLY, 1909, PART III.

MEADOW RIVER NEAR RUSSELLVILLE, W. VA.

This station is located at Bays Ferry, about 3 miles below Russellville, W. Va. It was established July 17, 1908, to obtain data for 

use in studying water power, flood control, and storage problems.

Youngs Creek enters about one-fourth mile above the section. 

The drainage area, above the section is about 297 square miles.

This is a cable and boat station. Low-water measurements are 

made by wading.

The chain gage is attached to trees on the left bank above the ferry. 

The datum of the gage has remained unchanged. The records are 

reliable and accurate. Sufficient data have not been obtained to 

enable estimates of the flow to be made.

Discharge measurements of Meadow River near Russellville, W. Va., in 1909.'

'Date.

April5.........

April 13. .......

Hydrographer.

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

Width.

Feet. 

117

108

Area of 

section.

Sq.ft. 

545

378

Gage 

height.

Feet.

4.57

Discharge.

Sec.-ft. 

686

260

Daily gage height, in feet, of Meadow River near Russellville, W. Va.,for 1909. 

[Jacob B. Bays, observer.]

Day.

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

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

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

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.

6.79

6.45

5.70

5.33

5 99

8.17

7.59

6.78

6.08

5.48

5.22

5.12

4.96

4.82

6.75

7.15

6.55

6.14 

6.03

6.08

6.14

6.16

5.93

5.74

5.58

5.36

' 5.28

5,22

6.31

Feb.

6.33

5.94

5.65

5.45

5.39

5.59

5.65

5.46

5.37

6.72

7.37

6.82

6.33

6.15

7.49

7 ft0.

6.53

6.55 

6.62

7.20

7.06

6.88

7.10

6 84

6.52

6.20

Mar.

5.80

5.50

5.43

6.36

6.30

6.23

6.90

8.21

8.49

9.29

8.62

7.42

6.92

6.78

6.35

5.93

5.27

5.12 

5.07

c on

5.49

5.65

6.71

8.03

7.96

8.75

8.20

7.31

6.55

Apr.

6.05

5.75

5.70

5.65

5.88

5.94

5.73

5.40

5.16

5.02

4.68

8.72

8.70

7.48

6.58

5.22 

5.11

6.26

7.57

5.96

5.75

5.58

May.

8.08

8.16

7.54

6.76

6.22

5.72

5.42

5.32

5.32

5.84

6.92

6.39

5.82

5.36

5.07

4.84

4 60

4.34 

4.30

4.62

4.81

4.68

4.49

4 98

6.00

6.16

6.05

5.55

5.08

June.

4.76

4.51

4.42

4.40

4 68

4.78

4.78

4.52

4.41

4.64

4.97

5.18

5.07

5.37

5.69

5.42

5.10

5.16

4.94

4.60 

4.36

4.26

4.12

4.25

4.35

4.02

3.92

3.83

3.99

July.

4.33

5.40

5.06

4.72

4.32

4.90

6.48

6.04

5.56

5.11

4.53

4.26

4.18

4.68

4.48

4.18

3.96

3.80

3.90

3.82 

3.74

3.64

3.64

3.80

3.97

3.38

3.64

3.61

3.52

3.54

3.48

Aug.

3.48

3.56

3.90

3.60

3.51

3.38

3.29

3.23

3.20

3.26

3.24

3.18

3.12

3.10

3.20

4.36

5.38

4 86

4.34

3.98 

3.69

3.34

3.28

3.19

3.12

3.10

 3.08

3.05

3.01

2.98

Sept.

2.94

2.90

2.89

2.94

3.16

3.14

3.30

3.26

3.26

3.60

4.52*

4.46

4.12

3.74

3.52

3.40

3.36

3.40

3.62

3.48 

3.32

3.24

3.20

3,26

4.06

3.74

3.56

3.43

3.38

3.13

Oct.

3.16

3.14

3.10

3.06

3.02

3.00

3.00

2.99

3.00

3.03

3.18

3.75

4.40

4.15

3.95

3.76

3.66

3.64

3.67

3.52 

3.47

3.45

3.51

3.82

4.43

4.42

4.40

4.28

4.10

4.01

3.85

Nov.

3.76

3.72

3.66

3.64

3.56

3.50

3.45

3.42

3.52

3.68

5.00

4.88

4.56

4.38

4.21

4.08

Dec.

3.73

3.71

3.70

3.68

3.66

3.60

3.60

3.74

3.88

3.79

3.80

3.96

4.32

6.13

6.12

5.96

5.20

5.32

5.44

5.09 

4.65

4.26

4.08

4.06

4.04

3.95

3.94

3.91

3.88

3.86

NOTE. Ice conditions December 9 to 31. December 21, thickness of ice 0.3 foot. December 26 to 31, 

gage readings are to top of ice.
OHIO RIVER BASIN. 95

ELK RIVER AT WEBSTER SPRINGS, W. VA.

This station is located at the suspension bridge on the grounds of 

the Webster Springs Hotel at Webster Springs, W. Va. It was 

established July 1, 1908, to obtain data for use in studying water 

supply, water power, flood control, and storage problems.

A vertical staff gage is fastened to the right abutment of the bridge. 

The gage datum has remained unchanged. The records are reliable and accurate. Sufficient data have not yet been collected to 

enable estimates of the flow to be made.

Discharge, measurements of Elk River at Webster Springs, W. Va., in 1909.

Date.

Do.........

Do.........

Do.........

Hydrographer.

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

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

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

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

Width.

Feet. 

123

126

125

124

124

124

Area of 

section.

Sq.ft. 

732

766

736

726

734

734

Gage 

height.

Feet. 

3.72

3.82

3.52

3.44

3.52

3.50

Discharge.

Sec.-ft. 

957

1,150

830

743

800

767

Daily gage height, in feet, of Elk River at Webster Springs, W. Va., for 1909. 

[Cherry Woodzell, observer.]

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

27..........

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

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

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

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

Jan.

3.10

2.78

2.60

2.40

3.10

3.68

3.35

2.95

2.82

2.70

2.65

2.65

2.60

2.70

4.70

4.10

3.70

3.35

3.05

2.92

2.95

3.00

2.90

2.90

2.88

2.82

2.72

2.60

2.55

2.60

Feb.

2.70

3.02

3.15

2.95

2.85

3.85

3.80

3.32

3.30

3.75

3.90

4.25

3.90.

3.55

3.30

3.95

3.65

3.85

3.55

3.45

3.70

3.40

3.28

3.20

Mar.

3.12

3.00

3.18

3.38

3.18

3.15

3.35

3.90

' 3.80

4.40

3.80

3.40

3.25

3.55

3.35

3.12

2.95

2.80

2.70

2.68

2.68

2.88

2.80

2.80

3.38

3.52

3.36

3.75

3.52

3.32

q AC

Apr.

2.92

3.05

3.15

3 28

3.78

3.85

3.50

3.20

2.95

2.82

2.70

2.70

2.75

5.60

4.10

3.58

3.22

2.95

2.82

3.45

4.30

4.20

4.05

3.30

3.15

3.70

3.48

3.45

May.

3.78

3.68

3.35

3.25

3.10

2.95

2.79

2.78

2.72

3.12

3.45

3.15

2.92

2.72

2.64

2.54

2.46

2.40

2.30

2.25

2.28

2.90

2.52

2.44

2.32

2.30

2.40

2.34

2.28

2.22

2.12

June.

2.02

2.00

2.30

2.25

2.68

2.49

2.38

2.22

2.20

2.30

2.49

2.35

2.20

2.25

2.85

3.29

2.78

3.05

2.85

2.65

2.45

2.30

2.42

2.70

2.78

2.55

2.42

2.29

2.20

2.85

July.

2.65

2.45

2.25

2.08

2.00

1.99

2.10

2.00

1.89

1.82

1.72

1.72

2.30

2.40

2.29

2.18

2.08

2.00

2.10

2.00

1.88

1.75

1.80

2.72

2.35

2.15

1.98

1.96

2.00

3.05

3.10

1

Aug.

2.85

2.90

2 28

2.14

2.00

1.96

1.88

1.86

1.81

1.74

1.68

1.62

1.61

1.60

1.80

3.14

2.95

2.55

1.88

1.72

1.72

1.62

1.99

1.92

1.84

1.79

1.74

1.70

1.68

1.66

1.64

Sept.

1.61

1.56

1.52

1.58

1.64

1,68

1.64

1.60

1.56

1.58

1.62

1.68

1.66

1.60

1.54

2.25

2.32

2.05

1.92

1.79

1.69

1.63

1.66

2.70

2.30

2.05

1.92

1.84

1.79

1.74

Oct.

1.68

1.63

1.59

1.56

1.54

1.52

1.52

1.50

1.49

1.48

1.58

3.55

2.85

2.35

2.25

2.50

2.39

2.35

2.60

2.59

2.48

2.38

2.40

3.25

3.05

2.88

2.70

2.62

2.52

2.48

2.38

Nov.

2.28

2.28

2.30

2.19

2.15

2.20

2.12

2.95

3.80

3.50

3.15

2.95

2.72

2.62

2.45

2.40

2.39

2.35

2.29

 

2.28

2.25

2.65

2.85

2.72

2.62

2.52

2.42

2.40

2.36

Dec.

2.31

2.30

2.28

2.25

2.20

2.20

2.18

2.20

2.20

2.20

2.20

2.20

2.32

4.20

3.45

3.18

2.95

2.55

2.28

2.25

2.25

2.25

2.25

2.25

2.50

2.52

2.50

2.50

2.50

2.50

2.50

NOTE. Ice conditions January 29 to February 7; ice from 0.16 to 0.4 foot thick. Ice conditions December 

8 to 31. Thickness of ice December 21, 0.4 foot; December 28, 0.5 foot.
96 SURFACE WATER SUPPLY,, 1909, PART III.

ELK RIVEE AT GASSAWAY, W. VA.

This station is located at the Coal & Coke Railroad bridge in the 

northeastern part of Gassaway, W. Va. It was established July 1, 

1908, to obtain data for use in studying water supply, water power, 

flood control, and storage problems.

Little Otter Creek enters immediately above the station.

Discharge measurements are made from a footbridge attached 

to the upper side of the railroad bridge or by wading. The datum 

of the chain gage attached to the railroad bridge has not been changed. 

The records are reliable and accurate. Estimates of the flow are 

withheld until estimates can be made at the other stations on Elk 

River.

Discharge measurements of Elk River at Gassaway, W. Va., in 1909.

Date. Hydrographer.

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

Width.

Feet. 

156

176

169

Area of 

section.

Sq.ft. 

536

974

799

Gage 

height.

Feet. 

3.31

5.58

4 80

Discharge .

Sec.-ft. 

744

2,410

2,130

Daily gage height, in feet, of Elk River at Gassaway, W. Va.,for 1909. 

[H.-A. Hays, observer.]

Day.

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

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

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.

3.69

3.28

2.79

2.52

4.22

4.11

3.18

3.05

3 19

5.33

8.63

7.99

7.30

6.73

3.48

3.52

3.45

q ,19

3.37

3.32

3.26

9 Q9

2.90

2.95

2.95

Feb.

2.87

2.65

2.69

3

nc

4.37

4.27

4.37

7.10

5 Q1

4.52

4.47

7.82

6.92

6.45

5.85

6.15

7.47

6.16

S

prc

4 op;

Mar.

4.40

5.88

5.34

5.84

7.16

7.34

6.72

6.18

6.30

5.34

4.87

4.56

3.90

2.98

2.86

2 go

2.84

3.40

4.29

5.67

6.54

5.94

5.58

5.13

Apr.

4 88

4.78

4.59

4.36

4.04

4.00

3.95

3.72

3 1 3

12.62

8.96

S

ot*

d dd

4.52

5.42

10.86

i n Q9

9 no

5

00

5.14

8.27

May.

10.44

8.96

7.84

6.18

5.29

4.48

3.99

3.70

3.53

3.46

4 80

4.50

4 03

3.82

3.48

3.22

2.94

2.57

2.35

2.28

2.22

2.17

9 ftQ

2.29

2.35

2.60

2.58

2.47

June.

2.18

1.97

2.00

2.06

2.17

2.28

2.30

2.35

2.39

2.44

2.94

3.28

3 on

4 08

3.85

3.76

3 64

3 7Q

4 06

4.25

A 00

4 36

July.

4.30

4.07

4.10

3.96

3.86

2.84

2.76

2.72

2.62

2.50

2.38

2.20

2.26

2.32

2.46

2.41

2.37

2.31

2.30

2 dn

2.65

2.72

2 68

2.51

2.43

5.59

Aug.

5.44

5.07

4.52

3.92

2.88

2.71

2.60

2.43

1.86

1.78

1.70

1.66

1.62

1.58

2.23

2.31

4.06

3.84

3.76

3 49

3.16

9 37

2

OE

1 97

2.75

2.85

Sept.

2.79

2.72

2.65

2.59

2.47

2.39

2.33

2.25

2.03

1.83

1.67

1.77

1.58

1.49

1.49

1.51

2.95

2.49

2.03

1 86

1.83

1 79

1.77

2.33

2.67

9 73

2.67

2.55

2.14

Oct.

1.85

1.75

1.65

1.61

1.59

1.55

1.49

1.45

1.43

1.41

1.44

1 73

2.85

2.71

2.64

2.71

2.66

2.63

2.67

3.17

4.20

4.81

5.31

5.09

4.97

4.83

4 35

3.93

3.59

3.40

Nov.

3.29

3.17

2.89

2.82

2.73

2.62

2.49

2.43

2.97

4.40

4.46

3.94

3.70

2.96

2.72

2.68

2.59

2.53

2.42

2.35

2.28

2.20

2.66

2.69

2.68

2.58

2.52

2.46

2.38

2.29

Dec.

2.23

2.20

2.13

2.26

2.40

2.38

2.34

2.32

2.26

2.31

2.42

2.50

2.84

3.74

3.40

3.24

3.10

3.06

3.01

2.98

2.94

2.89

2.83

2.78

2.74

2.70

2.60

2.74
OHIO KIVEB BASIN. 97

ELK RIVER AT CLENDENIN, W. VA.

This station, which is located at the highway bridge in the town of 

Clendenin, W. Va., was established June 27, 1908, to obtain data for 

use in studying water power, water supply, flood control, and storage 

problems.

Big Sandy River enters Elk River immediately below the station.

Discharge measurements are made from the highway bridge or 

by wading. The datum of the chain gage attached to the bridge 

has not been changed.

The records are reliable and accurate, except that high water 

on the Big Sandy alone may produce backwater at the gage. This 

will not occur often, however, as the Big Sandy is a small stream. 

The gage reader has been instructed to note any backwater effect. 

Sufficient data have not yet been collected to enable estimates of 

discharge to be made.

Discharge measurements of Elk River at Clendenin, W. Va., in 1909.

Date. Hydrographer.

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

Width.

Feet. 

214

246

142

170

Area of 

section.

Sq.ft. 

834

1,250

471

562

Gage 

height.

Feet. 

4.78

6.14

2.77

3.21

Discharge.

Sfc.-n.

1,940

4.170

319

637

Daily gage height, in feet, of Elk River at Clendenin, W. Va.,for 1909. 

[E. C. Riley, observer.]

Day.

i. ..............

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

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

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

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

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

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.

3.20

3.73

3 7Q

3.52

3.33

3.30

4 30

4.60

4.12

3.84

3.65

3.44

3.41

3.80

7.88

4.72

9.50

7.15 

5.83

4.97

4 50

4.16

4 00

3.87

3 79

3

QO

3.82

3.74

3.65 

3.64 

3.74

,Feb.

3.48

3.38

3.52

3.85

4.13

4.62

5.21

7.82

8.41

6.66

5.57

5.35

5 41

11.19

10.40

8.01

6.06

6.76

6.74

6.89

7.12

8.68

7.62

5.89

Mar.

5.32

4 98

4.92

5

01

5.85

6.92

7 9O

5.74

5.66

5.56

5 1 °.

4.86

4

AQ

4.18

4.71

4.78

A no

5 94

7.40

7.84 

7.00 

6.60

Apr.

5

CE

5.17

5 ftA

5.44

6.14

. 5.46

4

QC

4.36

3 no

4.28

10.97

7.62

5.18

E no

12.84

1 9 fift

8 77

6 on

7.22

7.12 

9.35

May.

14.24

S

en

6.72

5 QQ

5.44

4.94

4 30

4 is

4 1^

4 KK

4.60

4

01

4.10

3.85

3.61

3.42

3 97

3

10

3 19

3 16

3.16

3 19

3 22

3 54

3.20

3.02 

2.95 

2.85

June.

9 7~cTl

2.63

2.66

2.67

2.74

9 71

2.87

2

QC

3

QQ

4.13

3

70

3 41

O Q7

3 19

3.23

4 05

4.71 

4 79

4 53

O QQ

3

70

a CO

o 70

4.11

4.17

4 22

o no

4.12 

4.21

July.

 -4.47. 4. or

3 4fi

3

0ft

3

ne

2 95

9 fil

2.74

2.63

9 t\&

9 ^4

2 56

3 1 ft

3 97

3.03 

2 91

2

70

2 Aft

9 71

2 75

3 12

Q 7ft

3 1 Q

2.95 

2.91 

2.82

Aug.

3.88 "" 'T~8i *

3.44

3 OK

3 no

9 fil

2

CK

2 58

2 43

2

00

2

0C

2 9Q

2 29

2 on

2.47

3 ftQ

3.75

3 71

3.41

3 n4

S

on

S oft

9 89

9 fiP,

2 55

2.47

2.41

2.39 

2.32 

2.29

Sept.

2.26

9^t

2 IB

2 23

2 23

2 23

2 22

2 1 s

2 1 s

2

1 Q

2 14

2 23

2

09

2 23

2 1 s

2 13

2 12

2.10

2

00

9 fi7

2

£C

2 52

9 °.fi

2

90

9 3ft

2 52

2 Qf\

2.65 

2.54

Oct.

2.50

2 28

2 99

2 15

2 13

2 12

2.11

2 no

2 05

2 ftp;

2 03

2 fiQ

2 7Q

2

QK

2.55

2

KA

2 69

2

09

3

OQ

3 97

3

00

4.57

3

00

3.61 

3.43 

3.19

Nov.

3.01

7 U?

2

07

2 7Q

2

7C

2 72

2 64

2 62

2 on

3 nn

S on

5 41

4.58

3 70

3 48

3 24

3.09

2

QQ

2

Q7

2.75

2 Of"

2 74

2 79

3

00

3 48

3

09

3.20 

3.04

Dec.

3.95

o m

2

oe

2.84

9 7B

9 7^

2.84

3 no

9 Q4

2.92

5 BA

4 Qfi

3.90

3

K9

3 4B

3

90

3

00

3

4°.

3

00

3 99

3 99

3.22 

3.14 

2.98

67443° WSP 263 11-
98 SURFACE WATER SUPPLY, 1909, PART III. 

COAL EIVER AT BRUSHTON, W. VA.

This station, which is located at the Chesapeake & Ohio Railway 

bridge at Brushton station near Cobbs, W. Va., was established June 

23, 1908, to obtain data for water power, water supply, flood control, 

and storage purposes.

The drainage area above the station is about 379 square miles. 

Brush Creek enters a short distance below the station.

The datum of the chain gage attached to the railroad bridge has 

remained unchanged. The records are reliable and accurate. Sufficient data have not yet been collected to enable estimates of the flow 

to be made.

Discharge measurements of Coal River at Brushton, W. Va., in 1909.

Date.

March 19.......

Hydrographer. Width.

Feet. 

136

Area of 

section.

Sq.ft. 

236

Gage 

height.

Feet. 

2.68

1.20

Discharge.

Sec.-ft. 

423

23

a Made by wading.

,. Daily gage height, in feet, of Coal River at Brushton, W. Va.,for 1909. 

[G. W. Fitzpatriek, observer.]

Day. ,

1............A.

2.............X

3.. ........ ...A

4..............J

5........... . '

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

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

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

g

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

2.75

2.35

2.15

2.0

2.0

2.15"

2.4

2.3

2.2

2.1

2.0

2.0

1.9

2.0

3.85

4.55

4.4

3.95

3.1

2.7

2.45

2.25

2.2

2.05

2.0

2.15

2.2

2.2

2.25

2.3

2.1

Feb.

o i c

2.15

2.1

2.1

2.05

2.2

2.3

2.45

2.6

3.95

4.3

3.45

3.1

2.75

2.55

4.65

5.2

4.15

3.5

3.45

3.6

4.35

4.2

3.9

4.8

4.2

3.7

3.25

Mar.

9 OP;

3.25

9 7^

0 OC

3.65

3.8

5.65

5.15

5.7

6.85

5.6

4.25

3.65

3.6

3.5

3.3

3.15

2.85

3.0

2.55

2.6

2.75

3.1

2.85

3.15

4.85

4.75

5.4

5.45

4.35

3.7

Apr.

3

QK

3

1 c

0 -I C

3

1

&r

2.9

2.8

2.65

2.6

2.5

2.4

2.35

2.35

2.65

2.85

2.8

2.7

2.6

2.5

3.35

3.7

6.05

5.55

5.3

4.4

3.85

3.3

3.2

3.05

3.75

May.

6.8

6.2

4 7

Q QK

3.65

3.4

3.1

3.2

3.1

2.95

2.85

2.8

2.7

2.6

2.45

2.4

2.25

2.1

2.0

2.0

2.0

1.95

1.85

1.75

1.8

2.0

2.0

2.05

1.95

1.9

1.8-

June.

1.7

1.6

1.65

1 >fk

1.8

1.75

1.8

1.7

2.95

3.85

3.75

3.45.

3.1

2.95

3.2

2.9

2.6

2.8

2.7

2.35

2.2

2.15

2.1

2.2

2.2

2.05

1.9

1.8

2.15

2.45

July.

3

OC

9 Q

2.35

2 25

2.05

2.65

9.5

5.4

3.95

3.05

2.6

2.35

2.45

2.7

2.6

2.5

2.25

2.1

2.0

1.9

1.75

1.65

2.0

2.0

1.9

1.8

1.8

2.0

1.95

2.25

2.05

Aug.

2.1

2.2

O f\c

i sy\

1.7

1.6

1.6

1.55

1.45

1.4

1.4

1.3

1.3

1.35

2.0

1.95

1.9

1.65

1.6

1.5

1.45

1.35

1.3

1.3

1.2

1.2

1.15

1.1

1.1

1.05

1.0

Sept.

1.0

1.0

1.0

1.0

1.1

1.15

1.2

1.2

2.0

2.75

3.15

2.6

2.2

1.95

1.75

1.7

1.6

1.6

1.5

1.45

1.4

1.4

1.4

1.4

1.3

1.3

1.3

1.25

1.2

1.2

Oct.

1.2

1.2

1.2

1.1

1.1

1.1

1.1

1.1

1.0

1.0

1.05

1.1

1.1

1.2

1.2

1.3

1.2

1.3

1.3

1.3

1.2

1.2

1.25

1.3

1.5

1.6

1.6

1.5

1.45

1.4

1.35

Nov.

1 q

1.3

1 0

1.25

1.2

1.2

1.2

1.2

1.25

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.25

1.2

1.2

1.2

1.2

1.35

1.4

1.3

1.3

1.35

1.35

1.35

1.3

Dec.

1 Q

1 o

1 ^

1 Q

1.3

1.3

1.35

1.4

1.35

1.4

1.4

1.5

1.5

1.5

2.05

2.05

1.85

1.75

1.65

1.6

1.5

1.5

1.4

1.4

1.4

1.5

1.5

1.6

1.55

1.5

1.5

NOTE. During the latter part of December ice formed in pools above and below the gage; no ice at gage. 

Ice affects the gage heights very slightly, if any.
. Lamb.

OHIO RIVER BASIN.

COAL RIVER AT TORNADO, W. VA.

99

This station is located at the highway bridge near Tornado, W. Va. 

It was established June 24, 1908, to obtain data for water-power, 

water-supply, flood-control, and storage problems.

The datum of the chain gage attached to the bridge has not been 

changed. The records are reliable and accurate. The low-water 

gage heights may be affected by a dam a short distance below the 

station. Sufficient data have not yet been collected to enable 

estimates of the discharge to be made.

Discharge measurements of Coal River at Tornado, W. Va., in 1909.

Date.

March 19. ......

Hydrographer. Width.

Feet. 

168

Area of 

section.

Sq.ft. 

922

Gage 

height.

Feet. 

3.08

2.50

Discharge.

Sec.-ft. 

904

20

o Weir measurement.

Daily gage height, in feet, of Coal River at Tornado, W. Va.,for 1909. 

[J. F. Burdette, 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.

3.00

2.95

2.85

2.90

2.80

2.85

3.05

4.08

4.98

4.40

4.05

4.55

3.30

3.10

2.95

2.75

2.80

3.00

3.00

3.05

9 Oft

Feb.

2.90

2.90

2.95

3.00

2.90

3.00

3.10

3.35

3.65

4 30

4.65

3.90

3.65

3.35

4.25

5.80

5.95

4.35

3.90

3.70

3.70

4.25

4.05

4. 45

4.95

4.25

q QK

3.60

Mar.

3.30

3.15

3.15

3.35

3.75

4.05

6.15

4.75

5.85

8.40

5.'65

4.30

3 90

4.85

4.75

4.65

3.45

3.15

3.08

3.00

3.25

3.08

3.40

4.42

4.40

4.80

5.20

4.25

3.78

Apr.

3.54

3.38

3.31

3.31

3.26

3.18

3.14

3.06

2.98

2.99

2.92

2.86

2.85

3.22

3.70

3.40

3.35

3.18

3.12

3.82

4.48

7.02

7.45

6.86

5.08

3.98

3.70

3.58

3.35

3.80

May.

9.00

7.95

5.20

4.18

3.82

3.64

3.36

3.30

3.29

3.30

3.28

3.10

3.08

3.02

3.12

2.72

2.68

2.60

2.72

2.70

2.71

2.65

2.60

2.52

2.54

2.68

2.70

2.70

2.60

June.

2.42

2.40

2.50

2.68

3.06

2.80

2.56

2.66

3.20

3 94

3.86

3.88

3.60

3.48

3.56

3.50

3.40

3.43

3.38

3.28

3.18

3

1 A

3.06

3 1 3

3.08

2.50

2.86

2.76

2.70

2.88

July.

3.46

3.30

3.38

3.03

2.83

3.32

13.02

7 no

4.26

3.58

3.02

2.88

2.83

2.80

3.00

2.87

2 Cft

2.67

2.46

3 46

3 fin

3.73

3.26

2 Cft

2.62

2.60

2.60

2 84

Aug.

2.72

2.69

2.69

2.57

2.46

2.39

2.30

2.48

2.30

2.30

2.29

2.37

2.83

2.67

2.79

2.76

2.68

2.76

2.77

2.64

9 41

2.39

2.34

2.55

2.57

2.51

2.55

2.56

Sept.

2.37

2.41

2.39

2.42

2.82

2.78

2.71

2.68

2.92

3.72

3

0Q

2.61

2.75

2.59

2.42

2.35

2.30

2.38

2.39

2 28

2.38

2.36

2.31

2.41

2.31

2.30

2.29

2.22

Oct.

2.22

2.35

2.42

2.39

2.45

2.43

2.49

2.47

2.46

2.52

2.52

2.47

2.41

2.41

2.28

2.35

2.45

2.46

2.39

2.45

2.48-

2.45

2.38

2.38

2.41

2.42

2.38

2.46

2.53

2.59

2.58

Nov.

2.61

2.51

.2.47

2.45

2.45

2.52

2.58

2.50

2.75

2.60

2.45

2.50

2.54

2.58

2.58

2.59

2.58

2.54

2.51

2.51

2.51

2.52

2.52

2.54

2.54

2.56

2.58

2.60

2.58

2.56

Dec.

2.50

2.54

2.51

2.52

2.58

2.56

2.59

2.58

2.58

2.58

2.58

2.60

2.64

2.90

2.86

2.85

2.82

2.74

2.65

2.65

2.65

2.65

2.64

2.62

2.52

2.68

2.65

2.65

2.62

2.61

2.59

NOTE. No ice conditions January to April. Ice conditions December 10 to 31. Gage read to top of ice 

except on December 19. December 27, thickness of ice 0.3 foot; gage height to water surface, 2.30 feet. 

December 31, thickness of ice 0.5 foot.
100 SURFACE WATER SUPPLY, 1909, PART III.

POCOTALIGO RIVER AT SISSONVILLE, W. VA.

This station is located at the highway bridge near the post-office 

at Sissonville, W. Va. It was established June 26, 1908, to obtain 

data for use in studying water-power, water-supply, flood-control, 

and storage problems.

A dam and small power plant above the station may modify the 

flow in low water. The datum of the chain gage attached to the 

bridge has not been changed. The records are reliable and accurate. 

Sufficient data have not been collected to enable estimates of the 

flow to be made.

Discharge measurements of Pocotaligo River at Sissonville, W. Va., in 1909.

Date.

March 21.......

March 22. ......

Hydrographer.

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

Width.

Feet. 

81

81

Area of 

section.

Sq.ft. 

133

148

Gage 

height.

Feet. 

2.55

2.72

1.76

Discharge.

Sec.-ft. 

99

117

3.5

a Made by wading.

Daily gage height, infect, of Pocotaligo River at Sissonville, W. Va., for 1909. 

[W. N. Sisson and B. N. Sisson, observers.]

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.

2.00

2.07

2.20

2.30

2 Oft

2.11

2.03

2.10

2.00

2.01

1.70

1.72

1 7Q

1.83

2.71

6.90

7.65

3.53

2.03

2.07

2.11

2.20

2.30

2.05

2.00

2.01

2.15

2.41

2.37

2.29

2.33

Feb.

2 4Q

2.37

2 Oft,

2.59

3 on

2

AQ

2.75

2.80

3.65

3.41

9 t;4

2.89

3.35

3

00

3.20

3.77

19 sn

5.89

4.32

3

ec

3.01

3 1 9

3.01

10.44

6.44

4 Q9

3.21

3

0ft

Mar.

3 OK

2.84

3 19

3

r\A

2

70

2 on

2 on

2

ec

2 on

4.85

4.62

4 84

3 1 PI

2 on

2 71

2.42

2

ftO

2.76

2 CO

2.54

2

7Q

2 OK

2.45

2.68

2 fifi

A CQ

5.84

4.72

3.24

2.48

Apr.

2.58

2 (¥)

2 en

2 66

2.51

9 30.

2 /in

2.36

2.06

2 OK

2.05

2 50

2

AK

2.40

2 On

2.41

9

Af\

7.60

7 QK.

8.75

6 OK

5

4Q

4 no

4 84

4.22

4.49

12.26

May.

20.00

7 19

4.13

3

00

3

00

3.24

2

KO

2.40

2 en

2.42

2

FLA

2

OQ

2.32

1.98

1 98

2.20

2.29

2.26

2 OR

3 in

2 QQ

2 fifi

2.39

2 99

2.15

2.15

2.14

June.

1 QQ

1 99

2

00

2 on

3 94

3 OK

9 fiQ

3.63

3 49

4.02

5.61

5 no

2 Q7

3 19

3.03

9 QK.

9 K.K.

2 77

3 on

3

4K

3 no.

2 39

2 no

2 H9

1 Q7

1 Q7

2.02

1 99

2.02

2.28

July.

2.52

2.02

i p»n

1.80

1.80

1 Qfl

1 65

1.65

1 9r;

2 on

2

A(\

2.45

2 on

2 on

2.05

2.12

i on

1 90

2.20

2.00

1 7P1

2

KK

2.50

2.70

2.45

Aug.

2.55

2.30

1 90

1 90

1 79

1 4Pi

1.34

1 °.K.

1.28

1.18

1.21

1.22

1.05

2.55

3.65

3 1 PI

2 in

1.70

1 7C

1.74

1.35

1 4Pi

1.47

1.18

1.25

1.35

Sept.

1.05

1.10

1.05

i i f;

1.12

1.10

1.18

1.15

1.16

1.25

1.25

1.32

1 39

1.20

1 9K.

1.16

1.15

1.16

1 OR

1 Ofi

1.05

1.08

1.08

1.05

1.06

1.05

1 05

Oct.

1.05

.99

QQ

99

98

98

.98

1.03

1.05

1.05

1.05

.98

1 04

1.05

1.05

1 04

1.04

1 04

1 69

1.65

1.64

1.55

1 54

1.55

1.61

1.67

Nov.

1 64

1.67

1.67

1 64

1 64

1.65

1.58

1.66

2.18

2 fii

2 4n

2 4R

2

09

2.26

2.03

2 m

i sa

1 Q9

i PJI

1.82

1.70

1.70

1 QP1

1.82

1 84

1.86

1.82

1.82

1 84

Dec.

1.90

1.66

1.73

1 69

1.73

1.72

1.68

2.28

2.15

2.27

1.99

1.95

2

04

2.76

3.14

2.95

2

ftC

2.50

2.28

2 on

2.06

9 no

1 90

1.68

1.75

1.92

2.55

1 Qft

2.50

2.25

2.21

NOTE, Ice conditions December 20 to 31. Thickness of ice December 24,0.2 foot; December 31,0.25 foot.
OHIO KIVER BASIN. 101 

MIAMI RIVER DRAINAGE BASIN.

DESCRIPTION.

The drainage basin of Miami River lies in southwestern Ohio and 

southeastern Indiana, one-third of the area being in the latter State. 

The river is formed in Logan County by small streams rising in 

Auglaize and Hardin counties, Ohio, flows in a slight southwesterly 

direction and joins Ohio River at the Indiana State line. Stillwater 

River from the west and Mad River from the east, both tributary 

near Dayton, are the only important tributaries in the upper part of 

the basin. Whitewater River is tributary from the west a few miles 

above the mouth of the river. Nearly all of the drainage area of the 

Whitewater is in Indiana. The length of the Miami is about 140 

miles (map measurement), and its drainage area comprises about 

5,400 square miles.

The drainage basin is fairly regular in shape. The valleys of the 

headwaters as far down as Dayton are narrow and comparatively 

shallow. Below Dayton the valley is broad and open and is flanked 

by low hills. Along this section the river occupies the preglacial 

drainage lines which are only partially filled with glacial deposits. 

The contrast between the southern and northern portion of the 

drainage basin is due not to the work of the present streams, but to 

the less complete concealment of preglacial drainage lines. The 

surface of the surrounding country is level or rolling.

The elevation of the sources of tho river is about 1,000 feet; at Dayton the elevation is about 725 feet; at Hamilton it is about 565 feet; 

at the mouth of the river the elevation is 428 feet. The average fall 

of the river is 3 to 4 feet per mile.

There are no forested areas in this drainage basin, what timber 

there is being in small groves or wood lots. The mean annual rainfall is about 42 inches. The winters are comparatively mild in the 

northern part of the basin. The snowfall is not heavy and ice does 

not form very thick. In the southern part the winters are mild and 

snowfall is light, but ice forms to some extent where the current is 

sluggish.

The basin affords a few opportunities for storage. Lewistown and 

Loramie reservoirs, near the headwaters of the Miami, are used to 

supply water for the Miami & Erie Canal. These reservoirs were 

constructed about 1830; construction of reservoirs at the present 

time would be prohibited by the cost of the overflowed land. It is 

probable that other sites might be found at the headwaters of the 

tributaries.

The high average slope is favorable to the development of water 

power, but the bj|ii and banks of the stream are not as a rule suitable 

for the foundation of dams, as they are generally composed of gravel
102 SURFACE WATER SUPPLY,, 1909, PART III.

and alluvial soil, and the banks are low. These conditions are met 

by building low dams to divert the water into canals. The gravelly 

and sandy soil is favorable for the formation of springs, of which 

there are a great many in the basin. These springs tend to keep up 

the flow during dry spells and increase the value of the stream for 

water power. At different places water,is diverted from the nver 

to feed the Miami & Erie Canal, which parallels the river from 

Hamilton to Piqua and thence along Loramie River, crossing the 

divide at its sources. Numerous power plants situated along this 

canal have leased water rights from the State.

MIAMI RIVER AT DAYTON, OHIO.

This station is located at the Main Street Bridge at Dayton, Ohio. 

The gage, which belongs to the United States Weather Bureau, was 

established October 1, 1892; it was repaired in 1903, and also in 1904. 

It is a vertical staff spiked to the downstream end of the first pier 

from the left bank. On March 18, 1905, the United States Geological 

Survey began taking discharge measurements to obtain data for waterpower, water-supply, and pollution problems. The United States 

Weather Bureau supplies the United States Geological Survey with 

daily gage heights. The station is one-half mile below the mouth of 

Mad River and 1 mile above Wolf Creek, which is tributary from the 

west. The drainage area above the station is about 2,450 square miles.

A power plant about a mile above the station may divert water 

around the section, and a dam on Mad River about 2 miles above 

the section diverts water into the Miami & Erie Canal.

The winters are comparatively mild, and ice generally causes little 

trouble as it rarely lasts for a month at a time.

The datum of the gage has probably remained unchanged since 

the date of establishment in 1892.

This station has not been inspected since June, 1906, and nothing 

is known about the existing conditions; hence no monthly discharge 

is published for 1909.

Daily gage height, in feet, of Miami River at Dayton, Ohio, for 1909.

Day.

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

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

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

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

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

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

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

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

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

Jan.

1.9

1.9

1.9

1.9

2.0

2.0

 "iT

Feb.

2.1

2.1

2.1

2.1

2.1 

2.2

Mar.

4.5

4.1

4.2

4.0

3.6

3.3

3.2

3.0

3.5 

7.3

Apr.

2.5

2.5

2.4

2.4

2.3

3.2

5.6

6.0

5.0 

4.4

May.

5.5

4.7

3.7

3.5

4.0

3.7

3.4

3.2

3.7 

10.1

'June.

3.2

3.0

3.0

2.9

3.1

2.9

2.6

2.5

2.7 

3.2

July.

2.7

2.2

1 9

1.8

1.7

1.6

1.5

1.4 

1.3

Aug.

2.1

1.7

1.5

1.4

1 3

1.2

1.3

1.1 

1.0

Sept.

1.2

1.1

1.1

1.2

1.5

1.2

1.1

1.1

1.1

Oct.

0.8

.8

.7

.7 

,7

Nov.

1.8

1.8

2 0

i ft

i fl

1.7

1.7

1.6

1.5 

1.7

Dec.

2.2

9 1

2.1

2.1

9 1

9 n

2.1

2.2
OHIO RIVER BASIN. 103 

Daily gage height, in feet, of Miami River at Dayton, Ohio, for 1909 Continued.

Day.

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

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

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

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

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

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

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

19

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

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

22............... 23. ....;.........

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

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

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

97

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

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

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

Jan.

9 fi

2.0

2.1

2.2

2.1

2.1

2.0

2.0

2.0

2.0

Feb.

9 9

2.2

2.2

2.3

3.5

4.2

3.3

2.9

3.1

4.0

5.6

5.3

5.3

12.0

12.1

8.5

6.5

Mar.

6.0

4.9

4.0

3.7

3.4

3.2

3.0

3.0

2.7

2.6

2.5

2.4

2.6

2.9

3

O

3.0

2.9

2.7 

2.6

Apr.

3.8

3.3

3.1

3.4

3.3

3.3

3.0

2.9

2.9

4.4

3.0

3.1

3.0

2.8

2.5

2.5

2.8

May.

9 6

8.0

6.3

5.3

4.3

5.2

4 9

3.9

3.3

2.9

3.0

3.4

2.9

2.5

2.2

2.6

7.3

5.9

4.8 

4.0

June.

3

1

2.5

2.4

2.3

2.2

1.9'

1.8

1.7

1.6

1 \

1.5

1.5

1.5

3.5

2.8

4.4

A C

3.8

3.6

3.1

July.

1.3

1.3

3.9

3.9

2.8

4.5

3.5

3.0

2.5

2.1

1.8

1.6

5.1

3.2

2.7

2.2

1 9

1.8

1.6

2.5 

2.7

Aug.

1.0

1.0

1.1

1.5

3.4

4.6

3.5

2.8

2.3

1.8

1.7

1.4

1.2

1.2

1.1

1.2

1.3

1.6

2.1

1.4

1.4

Sept.

1.3

1.2

1.2

1.1

1.0

1.0

1.0

1.0 1.1

.8

.8

.8

.8

1.0

.9

.8

.8

.8

.8

.8

Oct.

1.0

1.0

1.0

1.0

1.0

.9

1.0

1.2

1.4

1.1

1.1

1.1

3.0

4.1

3.7

3.0

2.6

2.4

2.2

1.9 

1.9

Nov.

1.6

1.6

1.5

1.8

1.5

1.4

1.9

2.1

2.2

2.2

2.0

1.9

4.1

4.9

3.8

3.2

2.8

2.6

2.4

2.3

Dec.

5.8

7.7

5.9

4.3

3.5

3.0

------

NOTE. Ice conditions prevailed on days having no gage record.

WABASH RIVER DRAINAGE BASIN. 

DESCRIPTION.

The drainage area of Wabash River lies in Ohio, Illinois, and 

Indiana, slightly more than two-thirds of the area being in the lastnamed State.

The Wabash rises in the southwestern part of Mercer County, Ohio, 

flows northwestward across the Indiana state line to Huntington in 

Huntington County, and thence slightly southwestward* to Logansport in Cass County. At Logansport the river turns more to the 

southwest until it reaches Covington in Fountain County, where it 

finally turns south, continuing in this direction to Terre Haute, below 

which its course is slightly southwestward to its junction with Ohio 

River about 30 miles below Mount Vernon, Ind. From a point about 

15 miles below Terre Haute to the mouth it forms the boundary line 

between Indiana and Illinois. '

The important tributaries, beginning at the sources and following 

down the left bank, are Salamonie and Mississinewa rivers, Wild Cat 

Sugar, and Raccoon creeks, and White and Patoka rivers; on the 

right bank are Little, Eel, Tippecanoe, Vermilion, Embarrass, Little 

Wabash, and Saline rivers. White River is much the largest tributary. 

The length of the Wabash is about 410 miles (map measurement), 

and its drainage area comprises approximately 33,000 square miles.

The basin is regular in shape. Only a small part of the entire 

drainage area lies outside the glaciated region. The Wabash and the 

West Branch of the White lie within that area for their entire length. 

The East Branch of the White leaves the glaciated area in the lower 

part of its course, and enters it again about 20 miles above its mouth.
104 SURFACE WATER SUPPLY, 1909,, PART III.

All the rock formations are more or less covered with glacial drift in 

the form of sand and gravel ridges and till plains. In general the 

surface of the country is flat, with a general slope toward the southwest. In the unglaciated section in southern Indiana the country 

is more uneven. Rock outcrops at many places in the bed of the 

main stream and its tributaries.

Along Little Wabash River, which enters, the Wabash about 15 

miles above its mouth, drainage and flood control are subjects of 

considerable interest. The Department of Agriculture is making a 

study of conditions with a view to developing a plan for reclaiming 

and protecting areas that are overflowed during floods. Portions of 

the river have already been mapped for use in this study.

The elevation of the sources of Wabash River is about 1,000 feet; 

at Huntington the elevation is 699 feet; at Logansport it is 583 feet; 

at Terre Haute, 478 feet; at the mouth of White River, 376 feet; at 

the mouth, 311 feet.

The basin is thickly settled and highly cultivated, and the timber 

standing comprises only groves and woodlots, generally of small 

extent.

The mean annual rainfall is about 40 inches. The winters in the 

northern part of the basin are comparatively severe. The snowfall 

is not heavy, but ice forms on the streams about 1 foot in thickness; 

in the lower part of the basin the winters are mild and ice does not 

form very thick.

The high value of farm land in this section would undoubtedly 

prohibit the construction of reservoirs for storage.

The main stream and its tributaries afford good opportunities for 

water power, especially the East and West branches of the White, 

where the fall is much more than on the Wabash. In general, the 

water power is not being developed.

At the headwaters of Wabash River, in Mercer County, Ohio, is a 

large reservoir, called Grand Reservoir, that is used to store water 

which is supplied to the Miami and Erie Canal. This reservoir 

receives the drainage from about 200 square miles, and its capacity 

is about 4,000,000,000 cubic feet. The water that is thus fed to the 

 canal is diverted from the basin of the Wabash River.

The Wabash is navigable for part of its length.

STATIONS ON MAIN WABASH RIVER. 

WABASH RIVER AT MOUNT CARMEL, ILL.

This station, which is located at the Southern Railway bridge at 

Mount Carmel, 111., was established June 16, 1884. The original 

gage belonged to ths United States Engineer Corps, but it was rebuilt 

in November, 1904, by the United States Weather Bureau, which
. A. Lamb.

OHIO RIVER BASIN. 105

furnishes the gage readings. It is a staff gage attached to the first 

round pier from the west side of the railway bridge* On October 10, 

1908, the United States Geological Survey began taking discharge 

measurements to obtain data for water power, flood control, storage, 

and navigation problems.

Patoka River enters immediately above the station. Measurements of extreme floods may be difficult to obtain on account of the 

many overflow channels east of the station."

Winters in this locality are mild. Ice does not form very thick and 

rarely lasts a month at a time.

The datum of the gage has probably remained unchanged since it 

was established in 1884. Sufficient data have not yet been collected 

to enable estimates of discharge to be made.

Discharge measurements of Wabash River at Mount Carmel, III., in 1909.

Date.

April 30. .......

Hydrographer.

W. M. O'Neill. . ....................................

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

Width.

Feet. 

1,370

973

981

Area of 

section.

Sq.ft. 

19, 800

13, 400

10, 400

Gage 

height.

Feet. 

13.92

9.18

6.33

Discharge.

Sec.-ft. 

58,600

37,600

22,400

Daily gage height, in feet, of Wabash River at Mount Carmel, III., for 1909.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

1Q

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

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

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

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

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

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

26............... 9*7

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

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

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

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

Jan.

1.4

1.4

1.4

1.4 

1.4

1.4

1.4

1.4

1.4

1.4

1.4 

1.4

1.4 

1.4 

1.4

1.4

1.5 

1.5

1.5

1.6

Feb.

1.7

2.3

2.5

2.8

2.9

3.0 

3.0 

4.0

5.0

5.7

7.8

9.5

9.8

9 7

10.6

11.8

12.7 

13.6 

15.4

16.5

17.2 

17.8

Mar.

18.6

19.1

19.4

19.7 

19.5

18.3

16.8

14.7

13.2

15.9

17.4 

18.1 

18.3

18.3

18.4 

18.6

18.4

17.6

11.3

9 3

8.3 

7.5 

6.9

6.5

6.1

5.8

6.0 

6.3 

7.0

Apr.

6.7

6.4

6.0

5.7 

5.7

5.5

5.2

7.0

10.1

11.9

12.9 

13.4 

14.1

14.2

13.9 

13.7

13.6

13.3

12.4

12.6 

12.8 

13.2

13.0

12.3 

11 9

10.0

9.1 

9.0

May.

10.6

12.0

12.8

13.0 

13.1

13.1

13.2

13.0

12.6

12.1

12.1 

12.3 

13.0

13.6

13.8 

13.4

12.8

11.6 

10.2

9.9

9.2

8.1 

7.3 

6*. 8

6.5 

6.0

7.8

9.2 

11.3 

12.2

June.

12.5

12.3

12.2

11.9 

12.0

12.4

12.9

13.4

13.7

13.5

13. 'l 

13.1 

13.3

13.1

13.3 

13.2

13.4

13.0 

12.1

11.3

10.2

9.0

7.8 

7.3

6.5

6.0 

6 9

Q 1

10.7 

11.6

July.

11.2

10.2

9.3

8.1 

6.9

5.9

6.3

9.1

11.8

11.3

10.2 

9.3 

10.2

12,7

15.0 

15.9

16.0

15.2 

14.4

13.1

12.0

11.0 

10.9 

9.0

7.6

6.5 

5.4

4.5

4.0 

4.0 

4.0

Aug.

3.8

3.7

4.0

4.2 

4.5

4.6

4.4

4.0

3.8

3.6

3.5 

3.4 

3.3

3.2

3.2 

3.3

3.8

4.0 

3 9

3.7

3.5

3.4 

3.3 

3.2

3.1

3.0 

2.9

2.8

9 ft £i. O

2.8 

2.8

Sept.

2.7

2.7

2.7

2.6 

2.6

2.6

2.5

2.5

2.5

2.4

2.4 

2.4 

2.4

2.3

2.3 

2.2

2.2

2.2 

2.2

2.2

2.1

2.2 

2.3 

2.3

2.2

2.2 

2.1

3.1

4.0 

4.0

Oct.

3.4

3.0

2.8

2.6 

2.5

2.5

2.4

2.4

2.3

2.3

2.2 

2.2 

2.1

2.0

1.9

1.8

1.8

1.9 

2.0

2.0

2.1

2.3 

3.0 

3.0

3.0

3.2 

3.4

4.1

4.3 

4.5 

4.2

Nov.

4.0

3.8

3.5

3.3 

3.0

2.8

2.6

2.5

2.4

2.4

2.4 

2.3 

2.1

2.1

2.1 

2.1

2.3

2.9 

3.2

3.4

3.8

4.3 

4.3 

4.9

6.3

7.8 

9.0

9.8

10.0 

9.6

Dee.

7.0

6.1

5.8

5.3 

5.2

5.1

5.1

5.0

5.2

5.4

5.0

4.7 

4.7

10.1

12.5 

13.3

14.2

""e.'o

NOTE. River frozen on days for which no gage heights are given.
106 SURFACE WATER SUPPLY,, 1909,, PART III.

EMBARRASS RIVER DRAINAGE BASIN.

*

DESCRIPTION.

The drainage area of Embarrass River lies in the southeastern portion of the State of Illinois.

The river rises in the central part of Champaign County, near 

Urbana, flows in a southerly direction through Douglas, Coles, and 

Cumberland counties to the center of Jasper County, whence it takes 

an extremely tortuous but in general southeasterly course across 

Jasper County, the southwestern corner of Crawford County, and 

Lawrence County to its junction with Wabash River, about midway 

between Vincennes, Ind., and St. Francisville, 111. Exclusive of the 

bends, its length is about 125 miles, and its drainage area comprises 

2,410 square miles. Its most important tributary is Hickory Creek, 

or North Fork Creek,'which enters from the left bank about 2^ miles 

below St. Marie, 111. The sources of the river are about 730 feet and 

the mouth about 400 feet above sea level.

The basin is long and narrow, with a length of about 100 miles and 

a fairly uniform width ranging from 15 to 30 miles. The surrounding 

country, which is level or gently rolling, is diversified by some small 

hills along the river. In the lower part of the basin, in the vicinity 

of St. Marie, the soil is sandy along the river; farther north and west 

it is the familiar black loam. To the east the soil is a light colored 

clay, which was formerly covered with a heavy growth of " water oak." 

Near Oakland, in the upper part of the area, a sandy red soil occurs 

near the river and black loam away from the river. A mile back 

from the river on either side is prairie country.

In the southwestern part of the basin, west of Lawrenceville, there 

are extensive oil fields.

The chief crop in the valley of the Embarrass is corn. Some wheat 

is also grown. Forested areas are lacking in this basin.

The mean annual rainfall is about 40 inches. The winters are, as 

a rule, mild, the snowfall extending over a period of about two. 

months and lasting only a few days at a time. For about a month 

ice in the river is 3 or 4 inches thick. During periods of extreme 

drought there is little flow hi the river, for there are no springs 

in the basin and the ground-water storage is insufficient to maintain the low-water flow. In wet seasons the ground becomes saturated, and heavy rains reach the river too rapidly for the streams to 

care for them. Large areas of bottom land throughout the entire 

length of the river are inundated by the floods, which cause a great 

amount of damage. Land drainage and flood control are therefore
OHIO BIVEB BASIN. 107

subjects of much importance and are now under investigation. Little drainage work has been done in the uplands, but the bottoms have 

been drained to some extent. No water-power sites are available in 

this basin. The question of storage has not been studied.

The stations in this drainage are maintained in cooperation with 

the State of Illinois.

EMBARRASS RIVER NEAR OAKLAND, ILL.

This station, which is located at the highway bridge known as the 

"Antioch bridge," about 2 miles northwest of Oakland, 111., on the 

county-line road to Hindsboro and Arcola, was established October 

23, 1909, to obtain data for use in studying water supply, drainage, 

and flood-control problems.

Brushy Fork Creek enters from the left bank about 5 miles above 

the station. The total drainage area above the gaging station is 535 

square miles.

The datum of the chain gage, attached to the bridge, has remained 

unchanged since its installation. The data are accurate and reliable. 

There was no flow at this station during a portion of the summer of 

1908. The flood of 1897 reached a height of abo^it 24 feet by the 

present gage datum.

Discharge measurements of Embarrass River near Oakland, III., in 1909.

Date.

October 22. . . . .

October 25.....

Hydrographer.

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

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

Width.

Feet.

87

90

92

Area of 

 section.

Sq.ft. 

165

237

276

Gage 

height.

Feet. 

2.36

3.20

3.70

Discharge.

Sec.-ft. 

24

76

126

Daily gage height, in feet, of Embarrass River near Oakland, III., for 1909. 

[A. J. McDanels, observer.]

Day.

1......

2......

4......

5......

6......

7......

8......

9......

10......

Oct. Nov.

2.4

2.45

2.6

2.6

2.55

2.5

2.45

2.6

2.65

2.55

Dec.

3.95

3.8

3.85

3.75

3.7

3.9

3.7

3.7

3.8

3.85

Day.

11......

12......

13......

14......

15......

16......

17......

18......

19......

20......

Oct. Nov.

2.5

2.5

2.5

2.55

2.8

4.6

4.55

4.1

Dec.

3.95

4.0

8.7

8.65

7.9

6.8

6.2

6.0

a 75

Day.

21......

22......

23......

24. ....

25. ....

26. ....

27. ....

28. ....

29. ....

30. ....

31......

Oct.

3.2

3.2

3.1

2.65

2.6

2.45

2.3

Nov.

4.0

4.9

6.7

6.6

6.4

5.85

4 65

4.3

3 Q -

3.85

Dec.

5.65

5.4

^ 9

5.15

5.1

5.1

5.0

4.9

4.5

4.4

4.25

NOTE. Ice conditions existed from December 7 to 31. On December 8, 31 per cent of the discharge was 

under ice cover, this probably being the minimum amount of ice for the balance of the month.
108 SURFACE WATER SUPPLY, 1909, PART III.

Daily discharge, in second-feet, of Embarrass River near Oakland, III., for 1909.

Day.

1......

2......

3......

4......

5......

6......

?......

8......

9......

10......

Oct. Nov.

27

30

37

34

32

30

37

40

34

Dec.

158

140

146

134

128

152

128

Day.

11......

12......

13......

14......

15......

16......

17......

18......

19......

20......

Oct. Nov.

32

32

30

32

34

49

260

336

252

179

Dec.

878

1,190

1,170

975

715

583

540

488

Day.

21......

22...... 23.. .:.

24.. ...

25.. ...

26.. ...

27.. ...

28.. ...

29.. ...

30.. ...

31.. ...

Oct.

52

76

76

68

55

40

37

30

22

Nov.

165

316

693

671

627

608

389

210

152

ll

Dec.

NOTE. These discharges are based on a rating curve that is well denned between 22 and 1,270 second-feet. 

Discharges estimated equivalent to 117 second-feet for period December 8 to 12; 300 second-feet for December 21 to 25, and 200 second-feet for December 26 to 31.

Monthly discharge of Embarrass River near Oakland, III., for 1909. 

[Drainage area, 535 square miles.]

Month.

October 23-31 ............................

Discharge in second-feet.

Maximum.

76 

693 

1,190

Minimum.

22 

27

Mean.

50.7 

178 

349

Per 

square 

mile.

0.095 

.333 

.652

Run-off 

(depth in 

inches on 

drainage 

area).

0.03 

.37

.75

Accuracy.

A. 

A. 

C.

EMBARRASS RIVER AT ST. MARIE, ILL.

This station which is located at the highway bridge at the north 

end of Main street, St. Marie, 111., about 150 yards downstream from 

the Cincinnati, Hamilton & Dayton Railway bridge, was established 

October 20, 1909, to obtain data for use in studying problems of 

water supply, drainage, and flood control.

Hickory Creek, or North Fork Creek, enters from the left bank about 

2J miles below the station. The total drainage area above the gaging 

station is 1,540 square miles.

The datum of the chain gage, attached to the highway bridge, has 

remained unchanged since its installation. The data are accurate 

and reliable. The flood of the spring of 1908 reached a* height of 

about 22.5 feet by the present gage.

Discharge measurements of Embarrass River at St. Marie, III., in 1909.

Date.

October 20.....

Hydrographer.

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

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

Width.

Feet.

Q7

111

112

Area of 

section.

Sq.ft. 

634

432

368

Gage 

height.

Feet. 

3.48

3.44

2.89

Discharge.

Sec.-ft.

245

236

181

a Measurement made from railroad bridge about 150 yards above regular section.
OHIO RIVER BASIIST. 109

Daily gage height, in feet, of Embarrass River at St. Marie, III., for 1909. 

[T. L. Britton, observer.]

Day.

1......

2......

3......

5......

6......

7......

8......

9......

10......

Oct. Nov.

2.2

2.2

2.3

2.2

2.2

2.1

2.15

2.15

2.15

2.2

Dec.

4.0

3.9

3.7

3.5

3.5

3.5

3.7

3.7

3.5

4.0

Day.

11......

12......

13......

14......

15......

16......

17......

18......

19......

20......

Oct.

2.9

Nov.

2.2

2.2

2.2

2.2

2.3

2.3

2.7

4.4

3.5

3.0

Dec.

4.0

4.6

12.0

16.1

15.9

14.0

11.1

8.8

7.5

6.5

Day.

21....'..

22......

23......

24......

25......

26......

27......

28......

29......

30......

31......

Oct.

2.85

2.45

2.25

3.1

3.6

2.9

2.5

2.4

2.5

2.4

2.3

Nov.

3.7

3.5

5.8

10.0

7.1

6.2

5.7

5.1

4.6

4.4

Dec.

5.4

5.4

5.4

4.5

NOTE. Ice conditions from December 8 to 31. December 12 to 19 the ice was floated out by a rise. From 

December 20 to 31 river was frozen from bank to bank because of ice gorge below. Gage readings are to 

top of ice for December 10, 11, 22, 23, and 30.

Daily discharge, in second-feet, of Embarrass River at St. Marie, III., for 1909.

Day.

,

3......

4......

5......

6......

7......

8......

0

10... ..

Oct. Nov.

113

m

"

113

its

108

110

110

110

113

Dec.

q/i£

^nfi

267

9A7

267

QfiA

250

250

250

Day.

11......

12......

13......

14......

15......

16......

17......

18......

19

20......

Oct.

176

Nov.

113

113

113

113

119

119

153

457

267

188

Dec.

250

3,110

4,790

4,710

3,930

2,740

1,860

1,380

800

Day.

21 ......

22......

23......

24......

25......

26......

27......

28......

9Q

30. .....

31 ......

Oct.

170

116

201

286

176

134

126

134

126

119

Nov.

306

267

828

2,310

1,240

952

798

627

457

Dec.

500

4fM"l

400

400

Ann

350

350

350

350

350

350

NOTE. Discharges December 8 to 11 and 20 to 31 have been estimated because of ice conditions. Other 

daily discharges are based on a rating well defined between 126 and 2,310 second-feet.

Monthly discharge of Embarrass River at St. Marie, III., for 1909. 

[Drainage area, 1,540 square miles.]

Month.

October 20-31 ............................

Discharge in second-feet.

Maximum.

286 

2,310

Minimum.

116 

108

Mean.

158 

372 

1,000

Per 

square 

mile.

0.103 

.242 

.649

Run-off 

(depth in 

inches on 

drainage 

area).

0.05

.27 

.75

Accuracy.

A. 

A.

C.
110 SUEFACE WATER SUPPI/T, 1909, PAET III. 

WHITE RIVER DRAINAGE BASIN. 

DESCRIPTION.

White River, the largest tributary of Wabash River, is formed by 

the junction of the East and West branches near Petersburg, Ind., 

and discharges into the Wabash above Mount Carmel, 111. The area 

of the oval-shaped basin comprises about one-half of the Wabash 

drainage in Indiana, or one-sixth of the entire State.

The two branches rise in eastern Indiana at an elevation of about 

1,000 feet and flow in a general southwesterly direction nearly across 

the State. The West Branch rises in Randolph County near the 

Ohio-Indiana State line, flows west to Hamilton County near the 

center of the State, then southwest to its junction with the East 

Branch. The East Branch is formed in Bartholomew County by 

several- streams which have their sources in Henry and Hancock 

counties. Its course is south and west through Jackson, Lawrence, 

Martin, and Daviess counties to the junction with the West Branch.

The fall is much greater on the East and West branches of the 

White than on the Wabash, and these streams afford good waterpower sites which have not been utilized to a great extent because of 

the abundance of cheap fuel.

EAST BRANCH OF WHITE RIVER AT SHOALS, IND.

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

and West shoals, Ind., a short distance above the Baltimore & Ohio 

Southwestern Railroad bridge, was established June 25, 1903; discontinued July 21, 1906, and reestablished October 12, 1908. The 

data collected are for use in studying water power, water supply, and 

pollution problems.

The bed of the river is of solid rock and the estimates of the flow 

at this station should be excellent. Gage readings are taken from 

December 1 to May 31 by the United States Weather Bureau.

The datum of the chain gage, which is attached to the highway 

bridger "was raised 61 feet on January 1, 1909, so as to be the same as 

that used by the Weather BaTOaFir. Tfie reeortbr are reliable and 

accurate. The winters are mild in this vicinity and the winter flow 

is affected but little by ice.

Discharge measurements of East Fork of White River at Shoals, Ind., in 1909,

Date.

May 24.........

Hydrographer.

W. M. O'Neill. ........ ............................

Width.

Feet. 

337

333

Area of 

section.

Sq.ft.

1,060

Gage 

height.

Feet. 

4.68

4.48

Discharge.

Sec.-ft. 

4,470

3,930
OHIO EIVEE BASIN". Ill

Daily gage height, in feet, of East Fork of White River at Shoals, Ind.,for 1909. 

[O. H. Greist, 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.

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.2

2.2

2.3

2.3

2.4

2.4

2.4

2.4

2.4

2.3

2.3

2.3

2.3

2.4

2.4

2.4

2.4

2.4

2.3

Feb.

2.2

2.2

9 9,

2.4

2.6

2.7

2.8

2.7

2.7

2.6

2.7

2.7

9 8

3.1

4.7

5.1

5.2

5.6

5.6

5.7

5.7

5.8

6.2

10.4

12.2

12.2

13.2

14.3

Mar.

13.6

11.1

8 A

6.4

5.5

5.0

4

C

6.8

14.4

15.2

14.8

17.2

15.6

12.2

8

c

6.4

5.3

4.8

4.6

4.5

4.3

4.2

4.0

4.0

4.1

4.0

4.0

3.9

3.9

Apr.

3

c

3 7

3

C

3 K,

3.6

5.3

5.6

6.7

7.9

7.0

6.1

5.4 E; 4

5.3

E; 9

5.0

A Q

4.5

4.7

5.3

8

K

S 4

8 A

6.2

5.6

5.0

K A

7.4

May*

9.1

8.0

7.4

6.6

6.1

6.0

4.9

5.0

6.4

8.0

8

C

8.7

8.0

6.8

6.7

7.8

7.7

6.5

5.6

5.0

4.7

4.6 4.4'

4.4

5.3

7.6

8.6

9.0

10.2

June.

11.4

10.1

7.4

6.0

t; 4

5.3

5.7

6.0

C Q

6.0

6.0

7.1

6.7

C A

4

Q

4.4

4

O

4.0

3 A

3.8

3

0

3 7

3.6

3 A

3.6

3.7

4.1

4.7

4.6

July.

4

At{

A 1 C

3 95

3 AC

3.5

4 5

7 9

6 25

5.45

5.15

4 95

fl 4*.

8

0

in o

8.85

7 Q

8

f\

7 9

7.1

5.85

4 8

4 9

3

QC

3

fTC

3.6

3.6

3.6

3.55

3 OK

3.5

3.65

Aug.

3.65

3.6

3

QC

4

0

4 1

3.75

3 4*.

3.35

0 0

3

1

3 AC

3

1

3 A

3 A

3 A

3 ft

0 1

3 1

3.25

3.3

3

0

3.2

3

0

O OK

3.35

Q A

3.4

3

0

3

1

2.95

Sept.

2 85

2

0

2

0

2 7

2.7

2 A

2

CC

2

C

2.5

2

C

2.75

O A

3.05

9 S^.

2

7C

2

CC

2

c

2.5

9 4

2.4

2.4

9 4

2.4

2.4

2.4

2 A

9 ±

9 A.

9 4

Oct.

2.4

2 A

9 3

9 9.

o o

2

0

2

0

2

0

2

0

2

0

2

0

2

0

2 3

2

0

2.2

9 3

2 4

2.4

9 OK

3.55

3.55

3.65

3

0

3.95

A. 9CL

4.25

4 05

3 71!

3.55

Nov.

3 A

3

0

3 AC

3 fi

0 A

2 9

2 Q

2 CC

2

0

2

0

2 7PC

2 7

2 7

2 7

2

0

3 9

3

0

3

1

3

OC

3 45

3

0

4.0

4.2

4.6

5.15

5.15

4 a

4 4

Dec.

4.1

3

QC

3

0

3

/>

3 9

3

0

5.05

7 or

O 7

8.75

9 2

6

c

1 4

4

0

4.0

3 7

4.05

4

0

3 7

4.0

4.0

4.1

Daily discharge, in second-feet, of East Branch of White River at Shoals, Ind.,for 1909.

Day.

1. ........

2. ........

3. ........

4.........

5. ........

6.........

7.........

9.........

10. ........

11.........

12.........

13. ........

14. ........

15.........

16. ........

17.........

18. ........

19. ........

20.........

21. ........

22. ........

23.........

24. ........

25. ........

26. ........

27.........

28.........

30........ 

31

Jan.

410

410

410

410

410

410

410

410 

410

410

410

410

340

340

410

410

490

490

490

490

490

410

410

410

410

490

490

490

490

490

Feb.

340

410

490

670

880

770 

770

770

770

880

1,270

4,790

5,830

6,080

7,040

7,040

7,270

7,270

7,500

8,390

16,000

18,800

18,800

20,300

22,000

Mar.

22,600

20,900

17,200

1 9 7AA

8,820

6,800

5

CQA

5,060

^.300

22,705?

24,800

26,300

23,900

18,800

13,400

8,820

6,320

5,060

4,520

4,250

3,710

3,440

2,920

2,920

3,180

2,920

2,920

2,680 

2,680

Apr.

2,460

2,260

2,260

1 BQH

1,890

2

A7A

7,040

10,060

8,170

b* -on 6,6«0

6,32th

6,080

5,580

5,060

4,250

4,790

6,320

12,800

12,700

12,700

10,400

8,390

7,040

5,580

6,560

10,800

May.

13,900

19 ftfift

9 240

8,170

8,170

7 QCfi

7,040

5,580

8,820

l^j UUU

^JL^j UUU

9,65&~

9,450

11,600

11,400

9,030

7,040

5,580

4,790

4,520

3,980

3,980

6,320

11,200

13,000

13,800 

15,700

June.

17 600

15,600

10 800

7 950

6,560

6,320

7,270

7,950

/ j tO\J

7,950

10^200

} *r«JU

\jj lA>u

>- 5,060

3^9-

2,920

2,460

2,460

2,260

2,070

2,070

2,070

3,180

4,790

4,520

July.

4,120

3

O1 A

2 son

2,160

i son

4,250

10 400

8,500

5,450

lOj oUU

lOj OUU

11,800

1*5, UVA/

l.SUU

10,280

7,620

5,060

3,440

2,360

2,070

2,070

1,980

1,640

1,890 

2,160

Aug.

2 ififi

2,070

2,570

O 71 A

3

1 on

2

Qflf|

1 800

1,640

1,410

1,270

1,200

1,270

1,130

1,130

1,130

1,130

1,270

1,270

1,340

1,480

1,560

1,560

1,410

1,480

1,640

1,720

1,720

1,560

1,270 

1,060

Sept.

940

880 OOA

770

770

580

580

OO\f

825

l^LijSJ

1,480

1,200

940

825

720

580

580

toV

490

490

490

490

490

490

490

490

Oct.

4QA

490

410

410

410

410

410

410

. 410

410

410

410

410

340

340

lav

940

1,980

2,460

2,800

, OoU

3,580

3,050

1,980

Nov.

1,720

1 t&T\

1,340

1,130

1,130

1,000

1,000

«7*tU

880

880

O£d

778

770

880

1,200

1,410

1,410

1,270

1,480

2,460

2,920

3,440

4,520

O. ifUU

5,960

5; 060

3,980

Dec.

3

-1OA

2 800

2 460

2 Oftfi

2,070

1 son

2,070

2,680

J J-OU

Ij OOU

2,160

5,700

10,700

13,200

14,100

13,100

l^, UUU

6,560

3,980

3,710

2,920

, ZuU

3,050

3,710

. £\JnJ

 2,920

3,180

NOTE. These discharges are based on a rating curve that is well defined between 340 and 4,000 second-feet.
112 SURFACE WATER SUPPLY,,' 1909, PART ITT.

Monthly discharge of East Branch of White River at Shoals. Ind.,for 1909. 

[Drainage area, 4,900 square miles.]

Month.

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

Discharge in second-feet.

Maximum.

490 

22,000 

26,300 

12,800 

15,700 

17,600 

16,800 

3,710 

1,480 

3,580 

5,960 

14,100

26,300

Minimum.

340 

340 

2,680 

1,890 

3,980 

2,070 

1,640 

1,060 

490 

340 

770 

1,560

340

Mean.

431 

5,960 

11,000 

6,800 

9,310 

6,130 

6,030 

1,640 

698 

1,140 

1,990 

5,120

4,690

Per 

square 

mile.

0.088 

1.22 

2.24 

1.39 

1.90 

1.25 

1.23 

.335 

.142 

.233 

.406 

1.04

.956

Run-off 

(depth in 

inches on 

drainage 

area).

0.10 

1.27 

2.58 

1.55 

2.19 

1.40 

1.42 

.39 

.16 

.27 

.45 

1.20

12.98

Accuracy.

A. 

B. 

B. 

B. 

B.

B.

B.

A. 

A. 

A. 

A. 

B.

LITTLE WABASH RIVER DRAINAGE BASIN. 

DESCRIPTION.

. The drainage basin of Little Wabash River lies in the southeastern part of the State of Illinois.

The river rises in the southwestern corner of Coles County, flows 

slightly southeastward, and discharges into Wabash River about 

15 miles above its mouth, at the boundary line between White and 

Gallatin counties. Skillet Fork, its only important tributary, joins 

it not far atiove its mouth. The Little Wabash is about 150 miles 

long and its drainage area comprises "3,200 square miles. The elevation of the sources of the river is about 720 feet; at its mouth it is 

about 340 feet above sea level.

The basin is shaped somewhat like a parallelogram with the long 

sides north and south. The country is level or undulating. The 

soil, a rich black loam in the northern part, gradually changes into, 

a yellow clay or "mulatto soil" in the southern part. There are ^1O 

forested areas in this basin.

The annual rainfall is about 42 inches.^ The winters ^re mild; ice 

does not form very thick, and snowfaH is light and does not last long.

No water-power sites exist anywhere in this basin.

The question of storage has not been investigated, though it is 

recognized as important in connection with the growing demand for 

water supplies and the general subjects of drainage and flood control. 

The United States Department of Agriculture is making a study of 

surface conditions with a view to formulating a plan for reclaiming 

and protecting areas that are overflowed during floods. Portions of 

the river have already been mapped for use in this study.

The gaging stations in this drainage are maintained in cooperation 

with the.State of Illinois.
OHIO RIVER BASIN.

LITTLE WABASH KIVEE NEAR CLAY CITY, ILL.

113

This station, which is located at the Baltimore & Ohio Southwestern Railroad bridge about 2 miles east of Clay City, 111., was 

established October 3, 1908, to obtain data for use in studying 

problems of drainage and flood control.

Big Muddy Creek enters from the left bank about 5 miles below 

the section. The total drainage area above the gaging station is 

808 square miles.

This station is at the toe of a horseshoe bend in the river, and the 

ground inside the bend along the railroad track is low. During high 

water the Little Wabash overflows into Little Muddy Creek, a branch 

of Big Muddy Creek, and in extreme high water also overflows into Big 

Muddy Creek, forming at such times a sheet of water about 4 miles 

wide along the railroad embankment. The discharge of the Little 

Wabash at the gaging station during extreme high water can not be 

determined on account of the above conditions, for the water which 

passes the gaging station includes some of the flood water of Big 

Muddy Creek. The station is not good for measurement of lowwater flow because of comparatively large area of the section and 

low velocity of the current at low stages. Springs feed the river 

near the gaging station and the river has not been known to go dry 

at this point.

The datum of the chain gage, attached to the railroad bridge, has 

remained unchanged since its installation, and the records are reliable 

and accurate. Sufficient data have not yet been obtained to enable 

estimates of flow to be made.

Discharge measurements of Little Wabash River near Clay City, III., in 1909.

Date.

May 7. .........

Hydrographer.

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

Width.

Feet.

50

Area of 

section.

Sq.ft. 

266

182

Gage 

height.

Feet. 

7.62

. 6.10

Discharge.

Sec. -ft. 

157

18

Daily gage height, in feet, of Little Wabash River near Clay City, III., for 1909. 

[W. F. Davis, observer.]

Day.

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

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

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

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

7.---...........

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

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

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

Jan.

5 9

5.9

5.9

5.9

5.9

5.9

5.9

5.9

Feb.

11.9

9.5

8.0

7.0

7.0

6.9

11.3

13.7

12.9

9.2

 Mar.

10.9

S

O

8.2

o o

7.9

7.9

18.3

18.7

Apr.

7.7

7.7

7.5

7.2

8.3

12.7

17.4

18.0

May.

9.5

8.3

8.1

7.8

7.7

7.6

7.4

9.1

June.

10.2

9.2

12.5

10.6

9.4

8.6

8.5

July.

8.7

7.9

" 7.3

6.6

10.2

14.7

16.8

17.2

Aug.

8.4

7.3

7.0

6.8

6.6

6.3

6.3

Sept.

6.0

6.0

6.0

6.0

6.0

6.0

6.0

6.0

Oct.

6.0

6.0

6.0

6.0

6.0

5.9

5.9

5.9

Nov.

6.2

6.2

6.1

6.1

6.1

6.0

& 25

6.7

6.6

6.3

Dec.

7.1

7.0

6.9

6.8

6.7

6.65

6.95

7.1

7.1

7.1

67443° WSP 263 11 8
114 SURFACE WATER SUPPLY, 1909, PAET in.

Daily gage height, in feet, of Little Wabash River near Clay City, III., for 1909 Cont'd.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

28

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

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

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

Jan.

5.9

6.0

6.0

6.0

6.0

6.0

6.0

6.0

6.0

6.0

6.0 

6.0

7.4

7.4

7.4

7.0

6 9

6.9

Feb.

9.2

n

o

8.6

16.7

17.0

17.0 107

16 4

18.0 

18.5

18 4

10 o

18.2

Mar.

18.8

10 o

18.6

1 1; Q

11.5

9 1

8.9

8

1

8.1

7.9 

7.6 

7.6

7.6

a Q

9.2

8.3

7.9

7.8

Apr.

17 9

12.5

18.1

18.6

18.9

14 i;

16.3 

17.3 

17.4

1 O Q

9 9

8.9

10.1

12.0

May.

15.4

11.9

10.0

12.6

10.0

8.9

8.3

8.0

7.6

7.3 

~"7.T

7.0

7.0

7.6

12.3

10.8

June.

8.3

10.9

10.6

12.6

10.8

8.4

8.5

9.5

7.4

7.4 

7.5 

7.5

7.8

9.5

10.1

9.3

8.3

July.

18.0

17.8

17.6

17.8

18.1

18.1

18.0

17.8

15.0

10.3 

8.3 

7.8

7.4

7.2

7.1

7.1

7.1

Aug.

6.3

6.3

6.3

6.2

6.2

6.2

6.2

6.2

6.2

6.0

6.0

6.0

6.0

6.0

6.0

Sept.

6.4

6.2

6.0

6.0

6.0

6.6

6.0

6.2 

7.6 

9.1

8.2

7.0

6.8

6.2

6.1

Oct.

5.8

5.8

5.8

5.8

5.8

5.8

6.4

6.6

9.3

8.6 

7.6

7.7

7.8

7.7

7.0

6.8

6.4

Nov.

6.2

6.8

7.5

7.4

7.3

7.4

9.4

10.7

10.5

9.05

9.0

7.7 

10.7 

14.0

15.0

11.9

9.6

8.1

7.6

7.25

Dec.

7.4

12.4

17.05

18.1

18.15

18.4

17.8

13.4

11.0

9.8

8.4

8.4 

7.9 

. 7.4

7.4

7.25

7.1

7.1

7.0

6.9

6.9

NOTE. River frozen over on January 12. Flow was affected by ice from December 8 to 31. Gage heights 

are to top of ice from December 22 to 31.

LITTLE WABASH RIVER NEAR GOLDEN GATE, ILL.

This station, which is located at the Southern Railway bridge 

about 1 mile west of Golden Gate, 111., was established August 17, 

1908, to procure data for use in drainage and flood control investigations.

Elm Creek enters from the right bank about 3 miles above the station. The total drainage area above the gaging station is 1,780 

square miles.

The datum of the chain gage, which is attached to the railroad 

bridge, has not been changed since its installation, and the records 

are accurate and reliable.

The stream does not go dry at this point.

During high water there is flow through three openings in the railroad embankment east of the main channel. All of the flood flow 

can be measured. No reliable estimates of discharge can yet be made 

because of the backwater conditions which are known to exist at 

this station.

Discharge measurements of Little Wabash River near Golden Gate, III., in 1909.

Date.

March 10.......

May 4..........

May 5... .......

Hydrographer.

W. M. O'Neill. .....................................

.....do..............................................

.....do..............................................

Width.

Feet. 

1,220

88

85

75

Area of 

section.

Sq.ft. 

9,750

578

550

311

Gage 

height.

Feet. 

23.50

6.00

5.60

2.80

Discharge.

Sec. ft. 

9,650

351

306

60
OHIO RIVER BASIN. 115

Daily gage height, in feet, of Little Wabash River near Golden Gate, III., for 1909. 

[Henry Chalcraft, observer.]

Day.

1...............

2. ..............

3...............

4...............

5. ..............

6...............

7.. ............ .

8...............

g

10. ..............

11...............

12. ..............

13...............

14...............

15...............

16. ..............

17...............

18...............

19...............

20...............

21...............

22.. .............

23...............

24...............

25...............

26...............

27...............

28. ..............

29. ..............

30. ..............

31...............

Jan.

1 9

1.8

1.9

1.8

1.7

1.7

1.7

1.6

1.6

1.6

1.6

1.6

1.6

1.7

1.7

1.9

2.0

2.3

2.8

2.7

3 9

3

n

3.6

3.0

Feb.

2.8

2.7

3.3

4.4

4.8

4.0

3.9

4.1

5.9

8.9

7.5

7.6

7.7

10.6

15.5

16.0

17.0

16.1

16.1

18.0

18.7

18.8

19 1

20.9

22.0

22.5

23.5

22.8

Mar.

22.8

22.4

21.8

21.0

19.2

16.1

16.1

17.7

22.8

22.6

24.8

25.8

24.8

24.5

24.0

23.5

22.8

21.6

19.5

17.3

13.3

9.5

5.8

5.3

5.2

6.6

7.0

6.6

5.5

Apr.

4.8

4.5

3.8

4.3

4.1

4.1

5.8

4.2

5.8

11.1

12.1

13.8

15.4

16.6

17.6

18.1

18.1

17.8

18.2

20.6

22.1

22.4

22.2

21.8

21.8

21.8

19.0

18.0

17.3

9.3

May.

11.0

9.1

8.0

7.5

6.1

5.7

5.2

5.1

5.7

5.8

5.2

8.0

8.7

8.9

9.0

8.4

9,0

7.2

7.3

7.2

7.1

6.9

4.9

4.1

4.0

4.2

4.9

6.7

8.3

9.9

7.7

June.

7.7

5.3

5.1

6 9

10 9

14.4

14.9

15.5

14.5

11.5

9 7

6.6

7.8

11.0

9 9

9 1

9.0

8.0

6.4

5 9

5.8

6.1

5.1

6 9

9 1

10.1

9 1

Q Q

8.2

8.5

July.

7.7

7.7

6.9

5.5

4.5

4.0

3.5

7.3

19 7

13.8

14.2

15.5

17.4

18.2

18.3

18.3

18.2

17.6

17.1

16. 9

16.7

15.7

10.5

10.4

4 7

4.7

4.4

Aug.

4.1

4.0

4.9

5.8

4.9

4.7

3.8

3.4

3.2

3.7

2.9

2.8

3 A

3.3

3.0

2.9

3.0

2.9

2.7

2.6

2.5

2.4

2.5

2:4

2.3

2.3

2 4

2.3

3.3

2.4

2.5

Sept.

2.5

2.6

2.4

2.3

2.3

2.3

2.2

2.2

2.3

3.5

4.3

6 2

5.9

4 9

4.6

3.6

3.0

2.7

2.6

2.5

2.4

2.6

3.1

3.1

3.0

4 9

4.6

3.6

3.5

3.1

Oct.

2.6

2.4

2.3

2.1

2.3

2.2

2.2

2.2

2.1

2.2

2.2

2 1

2.1

2.0

2.1

1.9

2.2

2.5

2.7

2.9

3.6

3.7

5.6

5.7

6.1

5.3

4.7

4.6

4.5

4.0

3.6

Nov.

3.3

3.0

2.6

2.5

2.4

9 7

2.4

2.3

2.4

2.4

9 7

3.4

3.7

3.8

6.1

6.1

7.7

9.0

10.0

9 8

7.5

6.7

6.0

8.2

12.0

13.2

12.8

11.1

8.0

6.7

Dec.

4.7

4.3

4.0

3.8

4.0

4.1

4.2

3.7

4.0

4.2

4.3

6.4

13.6

16.3

17.3

18.4

19.1

19.1

19 0

19.0

18.8

17.9

8.5

7.5

5.4

5.4

4.6

4.1

4.0

3.9

NOTE. Ice conditions existed from December 8 to 31. On December 31 ice was 3 inches thick at, above 

and below the gage.

LITTLE WABASH RIVEK AT CARMI, ILL.

This station, which is located at the highway bridge in the northeastern part of Carmi, 111., about one-fourth mile below the bridge 

of the Big Four and Louisville & Nashville railroads, was established October 9, 1908, to obtain data for use in studying problems 

connected with drainage, flood control, and levee construction.

Skillet Fork River enters on the right bank about 4| miles above 

the station. The drainage area above the gaging section is 3,090 

square miles.

The relation between discharge and gage height at this station is 

affected by backwater from Wabash and Ohio rivers, especially 

during extreme floods. (See PL V.) There is but one channel at 

all stages.

The datum of the chain gage, attached to the highway bridge, has 

remained unchanged since its installation. The records are accurate 

and reliable, but are affected by backwater as stated above.

The data thus far obtained are insufficient to enable estimates of 

the flow to be made.
116 SURFACE WATER SUPPLY, 1909, PART III.

Discharge measurements of Little Wabash River at Carmi, III., in 1909.

Date.

Mayl..........

May 2. .........

Hydrographer.

.....do..............................................

.....do..............................................

Width.

Feet. 

222

187

125

Area of 

section.

Sq.ft. 

2,290

1,080

115

Gage 

height.

Feet. 

13.30

7.61

1.88

Discharge.

Sec-ft. 

4,880

2,140

65

Daily gage height, in feet, of Little Wabash River at Carmi, III., for 1909. 

[Noah Weigant, observer.-]

Day.

2. ..............

5. ..............

6. ..............

7...............

8...............

9

10...............

11...............

12...............

13...............

15...............

16...............

17. ..............

18...............

19. ..............

20. ..............

21...............

22...............

24...............

25...............

26. ..............

27...............

28

29. ..............

30...............

31...............

Jan.

1.8

1.8

1 9

1.9

2.3

2.6

2.4

2.2

2.0

2.0

2.2

2.3

2.1

1.9

1.9

1.9

1.9

1.9

1.9

1.8

1 9

].9

1 Q

2.0

2.0

2.3

2.4

2.4

2.5

2.5

2.4

Feb.

2.3

2.3

2.2

2.5

3.1

3.0

2.7

2.7

4.5

4 9

5.7

8.15

12.4

13.45

13.7

14.2

16.45

17.65

17 o

16.85

20.8

22.3

21.95

21.8

22.15

99 7

Mar.

23.3

23.65

22.9

21.7

19.45

17.75

22.35

23.0

22.8

25.55

26.9

27.75

28.1

28.05

27.6

27.0

26.1

94 Q

23.15

on c

9 8

3.7

3.4

Apr.

3.2

2.9

2.6

2.5

2.4

3.0

4.0

3.9

4.0

5.8

6.9

9.4

12.9

13.7

14.5

15.2

15.75

16.25

19.4

21.4

91 ^

21.6

20.5

in 9

17.05

May.

12.7

7.75

5.4

4.75

4.6

4.7

5.2

5.8

6.5

6.9

7.1

6.9

6.8

7.5

7.5

6.5

5.3

5.5

5.1

4.2

3.4

3.0

2.7

2.5

2.6

2.6

5.5

5.0

6.3

6.0

June.

4.8

3.8

3.2

5.8

6.8

9.0

10.8

11.7

11.7

10.6

7.9

5.2

7.1

9.1

9.3

9.1

8.3

7.1

5.3

3.8

3.4

3.4

3.4

3.3

4.7

6.8

6.3

5.5

5.0

4.7

July.

4.6

4.1

3.7

3.5

3.0

2.6

2.5

2.7

2.5

3.3

6.1

7.9

16.0

15.7

14.0

19.9

18.6

16.4

14.1

12.7

11.8

11.0

10.2

9.8

8.8

6.0

3.6

2.9

2.6

2,4

Aug.

2.4

2.6

3.5

3.7

3.7

3.3

2.6

2.4

2.2

2.1

2.1

2.0

2.0

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1.9

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

Sept.

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1.8

1^8

2.2

2.4

2.4

3.0

3.3

3.0

2.6

2.4

2.2

2.1

2.0

1 Q

2.1

2.0

2.0

2.1

2.4

2.7

2.7

9 c;

2.3

Oct.

2.2

2.1

2.0

2.0

1.9

1.9

1.8

1.8

1.8

1.8

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.8

1.9

2.0

2.0

2.4

2.7

3.0

3.0

3.0

2.9

2.7

2.6

2.4

Nov.

2.3

2.2

2.1

2.0

2.0

1.9

1.9

1.9

1.9

1.9

1.8

1.8

2.0

2.2

2.3

3.0

4.15

4.7

5.3

6.5

6.5

5.4

4.3

3.65

5.2

7.3

8.4

7.95

6.55

4.7

Dec.

3.4

2.85

2.6

2.45

2.4

2.35

2.35

2.3

2.25

2.3

2.8

4.5

6.3

10.05

12.1

13.05

13.9

14.35

14.75

14.75

13.9

13.25

12.5

10.0

6.0

3.8

3.15

2.95

3.15

3.15

3.0

NOTE. River frozen at bridge on January 12. Ice conditions existed from December 8 to 31.

s.

SKILLET FORK NEAR WAYNE CITY, ILL.

This station, which is located at the Southern Railway bridge, 

about 1 mile east of Wayne City, 111., was established August 16, 1908, 

to obtain data for use in studying problems of drainage and flood 

control.

Horse Creek enters on the right bank about 4 miles above the section. The drainage area above the gaging section is 481 square 

miles.

The datum of the chain gage, which is attached to the railroad 

bridge, has remained unchanged since its installation, and the records 

are accurate and reliable.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER 263 PLATE V

A. LOW WATER.

B. HIGH WATER. 

LITTLE WABASH RIVER AT CARMI, ILL.
OHIO RIVER BASIN". 117 

Discharge measurements ofSkilkt Fork near Wayne City, III., in 1909.

Date.

March li.......

Hydrographer.

W. M. O'Neill. .....................................

Width.

Feet. 

136

648

24

Area of 

section.

Sq.ft. 

1,150

5,140

45

Gage 

height.

Feet. 

12.36

20.75

2.54

Discharge.

Sec.-ft. 

1,430

8,260

4

a Made from boat about 500 feet below bridge.

Daily gage height, in feet, of Skillet Fork near Wayne City, III., for 1909. 

[Evert Higdon, observer.]

Day.

1. ..............

2...............

3...............

4...............

6...............

7...............

8. ..............

g

10...............

11...............

12...............

13...............

14...............

15...............

17...............

18. ..............

1Q

20...............

21...............

22...............

23...............

24. ..............

25.. .............

26...............

27. .............

28. ..............

29...............

30. ..............

31...............

Jan.

2.1

2.1

2.1

2.1

2.2

2.2

2.1

2.0

2.1

2.0

2.1

2.2

2.2

2.2

2.3

2.3

2.0

2.1

2.2

2.2

2.9

2.8

2.9

2.9

2.8

2.9

2.7

2.6

2.9

2.6

2.9

Feb.

2.7

2.6

2.8

2.7

2.6

2.9

3

1

4.2

4.2

4.9

4.9

4.6

4.9

8.5

11.6

17.4

9 3

7.5

7 t\

18.4

17.2

13.0

18.2

20.6

20.3

18.0

13.0

7.1

Mar.

5.0

4.1

3.5

3.2

3.2

2.6

3.6

3.1

21.1

21.8

21.3

20.6

19.6

12.0

4.1

3.5

3

1

2.9

2.6

2.9

2.6

2.5

2.7

2.8

2.7

5

9

3.7

3.1

2.8

Apr.

2.8

2.6

2.4

2.6

2.8

2.7

4.0

5.6

7.7

5.6

4.8

4.2

5.6

16.5

19.6

19 0

18.2

12.2

t; 9

12.4

18.3

19.0

19.2

18.3

17.4

11.3

«.5

3 9

2.9

3.3

May.

3.2

2.8

2.7

2.6

2.8

2.6

2.7

2.8

2.9

3.0

3.2

3.6

4.0

4.8

8.6

8.4

6.2

3.5

2.8

2.5

2.3

2.0

2.5

2.5

2.5

11.2

14.1

6.6

6.3

6.4

June.

3.4

3.0

4.2

11.2

14.1

16.3

7.5

4.5

3.3

3.2

3.0

2.9

6.8

8.5

7.8

3.6

5.4

4.3

6.8

4.3

2.6

2.8

2.6

6.4

4.5

4.4

3.9

4.0

July.

3.9

3.8

3.6

a 4

3.0

2.4

2.4

2.4

3.3

3.9

4.2

9.2

9.5

10.3

13.4

4.1

3.7

3.5

2.9

3.0

3.6

3.1

2.9

2.7

2.6

2.5

2.5

2.4

2.5

6.5

7.9

Aug.

8.2

3.2

3.1

3.0

2.8

2.6

2.9

2.7

2.5

2.5

2.4

2.3

2.3

2.2

2.1

2.2

2.2

' 2.2

2.1

2.1

2.0

2.0

2.1

2.2

2.1

2.2

2.2

2.0

1.9

1.9

1.9

Sept.

2.0

2.1

2.2

2.1

2.1

1.9

1.9

2.0

4.2

' 4.9

3.5

3.0

3.1

2.8

2.6

2.5

2.4

2.3

2.3

2.3

2.4

2.9

5.1

5.7

3.7

3.0

2.8

2.7

2.5

2.4

Oct.

2.4

2.3

2.3

2.2

2.2

2.2

2.2

2.1

2.0

2.0

2.0

1.9

1.9

1.9

2.0

2.0

2.0

2.1

2.1

4.1

4.2

3.2

5.2

4.7

3.3

3.1

2.8

2.7

2.6

2.6

Nov.

2.6

2.7

2.7

2.8

2.8

2.7

2.6

2.6

2.6

2.55

2.55

5.65

8.15

8.3

5.8

9.4

10.9

8.5

5.4

3.9

3.4

4.85

10.3

10.9

5.8

4.3

3.5

3.1

3.0

Dec.

2.0

2.8

2.7

2.7

2.7

2.85

2.9

2.9

3.0

3.1

3.15

3.6

17.6

18.8

18.7

18.0

13.3

6.7

5.0

4.7

3.55

3.0

2.9

2.8

2.7

2.5

2.55

2.5

2.45

2.4

2.35

NOTE. Ice conditions existed from December 8 to 31. Ice does not form at the gage, but was about 6 

inches thick above and below the gage on December 31.

Daily discharge, in second-feet, of Skillet Fork near Wayne City, III., for 1908-9.

Day.

1908. 

1.......

2.......

3.......

5.......

6.......

7.......

8.......

9.......

10.......

11.......

12.......

13.......

14.......

15.......

Aug. Sept.

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

2.0

1.7

1.7

1.7

1.7

1.4

Oct.

1.2

1.2

1.7

1.2

1.7

1.4

1.1

1 9

1.4

1.7

1.4

1.2

Nov.

2.0

1.7

1.1

1.7

1.2

1.4

1.7

2.0

1.4

1.2

1.7

2.0

1.7

Dec.

5.0

7.0

8.5

2.5

2.5

3.5

5.0

7.0

1.7

1.2

1.7

2.5

1.7

1.4

Day.

1908. 

16.......

17.......

18.......

19

20.......

21.......

22.......

23.......

24.......

25.......

26.......

27.......

28.......

29.......

30.......

31.......

Aug.

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

3.5

2.5

2.5

2.0

2.0

2.0

Sept.

1.4

1.4

1.4

1.4

1.2

1.2

1.1

1.1

1.1

1.2

1.2

1.1

1.7

1.4

. 1.4

Oct.

1.1

1.2

1.7

1.4

1.2

1.7

1.4

1.0

1.2

1.4

1.2

1.4

Nov.

1.2

1.1

1.4

1.7

1.2

1.4

1.4

1.2

1.7

2.0

1.4

1.1

1.2

19

10

Dec.

2.0

2.5

2.0

1.7

2.0

2.5

3.5

2.0

1.7

2.0

2.0

2.0

1.4

2.0

2.5
118 SURFACE WATER SUPPLY, 1909, PART m.

Daily discharge, in second-feet, of Skillet Fork near Wayne City, III., for 1908-9 Cont'd.

Day.

1909. 

1.... .......

2...........

3...........

4...........

5...........

6...........

7...........

8...........

9...........

10...........

11...........

12...........

13...........

14...........

13...........

16...........

17...........

18...........

19...........

20...........

21...........

22...........

23...........

24...........

25...........

26...........

27...........

28...........

29...........

30...........

31...........

Jan.

2.5

2.5

2.5

2.5

3.5

3.5

2.5

2.0

2.1

2.0

2.5

3.5

3.5

3.5

5.0

5.0

2.0

2.5

3.5

3.5

32

2532 

32

25

32

19

14

32

14

V)

Feb.

19

14

25

19

14

32

47

130

182

182

160

182

535

1,080

3,500

420

420

4,260

3,380

1,460

4,100

6,420

6,110

3 930

376

Mar.

190

122

77

55

55

14

47

85

47

6,960

7,760

7,180

5,400

1,180

235

122

77

47

32

14

32

14

10

19

25

19

205

92

47

25

Apr.

25

14

7.0

14

25

19

115

235

442

235

175

130

235

2,960

5,400

4 800

4,100

1,230

205

1,280'

4,180

4,800

4,180

3,500

1,010

535

55

32

62

May.

55

25

19

14

25

14

19

25

32

40

55

OC

175

547

283

77

70

25

10

5.0

2.0

10

10

10

1,850

323

293

Of)0

June.

70

40

992

1 SAH

2

o«n

152

62

55

40

OO

535

451

85

040

137

14

25

14

303

160

152

145

160

107

115

July.

107

100

85

70

ATI

7.0

7.0

7.0 -62

107

130

630

678

814

1 600

122

92

77

32

40

85

47

32

19

14

10

10

7.0

10

313

Aug.

499

55

47

40

25

14

32

19

10

10

7.0

5.0

5.0

3.5

2.5

3.5

3.5

3.5

2.5

2.5

2.0

2.0

2.5

3.5

2.5

3.5

3.5

2.0

1.7

1.7

1.7

Sept.

2.0

2.5

3.5

2.5

2.5

1.7

1.7

2.0

130

182

77

40

47

25

14

10

7.0

5.0

5.0

5.0

7.0

32

197

242

92

40

25

19

10

7.0

Oct.

7.0

5.0

5.0

3.5

3.5

3.5

3.5

2.5

2.0

2.0

2.0

1.7

1.7

1.7

2.0

2.0

2.0

2.5

2.5

122

130

167

55

205

167

62

47

25

19

14

14

Nov.

14

19

19

25

25

19

14

14

14

12

12

238

493

511

250

254

662

930

535

220

107

70

178

814

930

250

137

77

47

40

Dec.

2.0

25

19

19

19

28

32

32

40

47

51

85

3,640

4,620

4,520

3,930

1,560

333

190

167

81

40

32

25

19

10

12

10

8.5

7.0

6.0

NOTE. These discharges are based on a rating curve that is fairly well defined between 2.0 and 1,180 

second-feet.

Monthly discharge of Skillet Fork near Wayne City, III., for 1908-9. 

[Drainage area, 481 square miles.]

Month.

1908.

1909.

April.....................................

July......................................

Discharge in second-feet.

Maximum.

3.5 

2.0 

1.7 

19 

7.0

32 

6,420 

7,760 

5,400 

1,850 

2,860 

1,600 

499 

242 

205 

930 

4,620

7,760

Minimum.

2.0 

1.1 

1.0 

1.1 

1.2

2.0 

14 

10 

7.0 

2.0 

14 

7.0 

1.7 

1.7 

1.7 

12 

2.0

1.7

Mean.

3.09 

1.58 

1.31 

2.35 

2.61

11.3 

1,400 

1,180 

1,500 

195 

338 

188 

26.3 

41.2 

34.3 

231 

633

482

Per 

square 

mile.

0.0064 

.0033 

.0027 

.0049 

.0054

.023 

2.91 

2.45 

3.12 

.405 

.703 

.391 

.055 

.086 

.073 

.480 

1.32

1.00

Run-off 

(depth in 

Inches on 

drainage 

area).

0.004 

.004 

.003 

.005 

.006

.03 

3.03 

2.82 

3.48 

.47 

.78 

.45 

.06 

.10 

.08 

.54 

1.52

13.36

Accuracy.

B.

C. 

C. 

C.

c.

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B.
OHIO RIVER BASIN. 119

SKILLET FORK NEAR MILL SHOALS, ILL.

This station, which is located at the Baltimore & Ohio Southwestern Railroad bridge about 1 mile south of Mill Shoals, 111., was 

established October 9, 1908, to obtain data for use in studying drainage and flood control problems.

Griffin Creek joins the river on the left bank about 1^ miles above 

the station, and Haw Creek enters on the right bank about 5 miles 

above the station. The drainage area above the gaging section is 

912 square miles.

The datum of the chain gage, attached to the railroad bridge, has 

remained unchanged since its installation, and the records are accurate and reliable. There is but one channel at all stages, and the entire 

flood discharge can be measured at the regular section. The data 

at present are insufficient for a determination of the flow on 

account of the backwater conditions.

Discharge measurements of Skillet Fork near Mitt Shoals, III., in 1909.

Date.

May3..........

Hydrographer.

.....do..............................................

Width.

Feet. 

61

38

Area of 

section.

Sq.ft. 

198

31

Gage 

height.

Feet. 

5.22

2.26

Discharge.

Sec.-ft. 

214

11

Daily gage height, in feet, of Skillet Fork near Mill Shoals, III., for 1909. 

[3. A. Clow, observer.]

Day.

1...............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16................

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.9

3.5

3.5

3.5

3.5

3.3

Feb.

3.0

3.0

3.2

3.4

3.4

4.0

4.3

4.5

4.5

4.9

5.4

5.8

6.5

11.4

15.5

15.9

16.4

16.9

17.8

17.5

17.8

18.0

19.0

20.4

20.9

21.0

21.2

21.4

Mar.

21.0

20.1

18.0

14.5

13.0

12.5

10.5

11.0

18.5

19.8

23.3

24.1

24.2

24.4

24.1

23.6

23.0

22.6

21.8

21.0

19.4

18.0

17.3

15.1

13.2

8.9

5.4

5.9

5.9

4.9

4.5

Apr.

4.5

3.7

3.5

3.4

3.3

4.8

8.4

8.3

8.2

8.4

6.4

5.5

7.2

15.5

16.8

17.9

18.3

17.8

17.6

18.3

19.5

19.9

20.1

20.2

20.0

19.3

17.8

14.8

12.4

May.

11.4

8.8

5.2

4.9

4.4

4.1

3.9

3.9

4.5

5.6

6.6

6.2

5.4

5.3

5.7

6.5

7.0

6.0

5.1

4.6

3.8

3.3

3.0

2.7

2.7

3.Q

6.4

9.9

12.4

10.9

8.9

June.

5.7

4.5

5.6

9.3

13.8

14.6

14.5

13.1

8.9

C.8

4.7

4.2

6.9

10.9

13.85

12.2

5.9

4.6

4.5

3.8

4.5

5.5

6.6

6.9

6.7

5.7

5.5

5.0

July.

4.1

3.7

3.5

3.0

2.5

2.5

2.5

2.3

2.3

3.8

5.3

13.1

14.7

14.3

15.0

11.0

6.3

5.4

5.3

5.0

4.5

3.8

3.6

3.4

3.0

2.5

2.4

2.2

2.1

2.5

Aug.

5.6

6.4

8.9

8.5

7.3

3.5

3.4

3.2

3.0

2.8

2.7

2.5

2.4

2.1

2.0

2.0

1.8

1.7

1.6

1.6

1.6

1.6

1.6

1.5

1.5

1.4

1.4

1.4

1.4

1.4

1.4

Sept.

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.7

1.9

4.7

4.0

3.7

3.4

2.8

2.6

2.4

2.3

2.2

2.2

2.2

2.9

4.9

4.3

4.1

3.6

3.1

2.8

2.5

Oct.

2.4

2.2

2.2

2.0

2.0

2.0

2.0

2.0

1.5

1.5

1.5

1.8

1.6

1.6

1.5

1.5

1.5

1.6

2.0

2.0

2.5

3.5

4.0

4.0

5.0

5.2

' 4.2

3.9

3.5

3.0

2.8

Nov.

2.6

2.6

2.4

2.3

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

2.2

4.6

6.6

6.8

7.6

9.5

8.5

7.3

5.0

5.0

6.1

9.5

8.9

7.8

6.3

5.2

4.0

Dec.

3.4

3.3

3.2

3.2

3.1

2.9

2.7

2.6

2.7

3.5

3.9

6.3

12.3

15.0

15.5

15.9

16.3

16.4

15.1

9.3

8.0

6.3

5.2

5.0

4.5

3.5

3.4

3.2

3.1

3.0

3.0

NOTE. The flow was affected by frozen conditions from December 8 to 31. 

ice from December 29 to 31.

Gage heights are to top of
. . , , f 

 ' - *. v*. v bw .,*'* ^

120 SURFACE WATER SUPPLY, 1909, PART III.

TENNESSEE RIVER DRAINAGE BASIN.

DESCRIPTIONS

Tennessee River gathers its waters from seven States Virginia, 

North Carolina, Georgia, Tennessee, Alabama, Mississippi, and Kentucky. Its drainage area comprises about 39,000 square miles, and its 

extreme range discharge to the present time has been estimated at 

about 650,000 second-feet for flood stages and about 8,000 secondfeet for low stages.

The exact point at which Tennessee River begins was long a matter 

of uncertainty. Riviere des Cheraquis, or Cherake, of the early 

French explorers, and Cherokee River, as referred to in cessions to the 

English by the Indians in 1767, has been considered as being formed 

by the junction of what are now called Little Tennessee and Holston 

rivers, near the town of Lenoirs, Tenn. Tannassee, the chief town of 

the Cherokee Indians, was situated near this point, and the fact that 

the river derives its present name from that town seems to add weight 

to the arguments of the geographers who have placed the headwaters 

of the river at this junction. In some of the older geographies the 

head of this river has been placed at the mouth of Clinch River.

The legislature of the State of Tennessee in 1889 passed an act declaring " that the Tennessee extends from its junction with the Ohio 

River at Paducah, in the State of Kentucky, past the Clinch and 

French Broad rivers, to the junction of the north fork of the Holston 

River with the Holston at Kingsport, in Sullivan County, Tenn., all 

usages to the contrary notwithstanding."

Congressional legislation in several laws appropriating money for 

the improvement of the upper Tennessee between Knoxville and 

Chattanooga has given authority for extending the name at least to 

the former city. In the river and harbor act of 1890 the head of 

Tennessee River appears to have been definitely fixed by the specific 

language of the act providing for a survey of Tennessee River from 

Chattanooga to the junction of Holston and French Broad rivers.

The Tennessee is, therefore, here considered as beginning at the 

junction of the French Broad and Holston rivers, which are designated 

headwater tributaries; and in determining the order in which the 

various tributaries and their gaging stations are described, the French 

Broad is regarded as the main stream.

The French Broad, the largest tributary stream in the system, 

heads in the Blue Ridge Mountains in Transylvania County, N. C., 

where the mountain peaks and ridges have an elevation of more than 

5,000 feet above sea level. The headwater creeks descend very rapidly until they reach an elevation of about 2,200 feet at a'point above

a Description abstracted in part from Kept. Chief Engineers, U. S. Army, 1893, pt. 3, p. 2330; 1897, pt. 

3, pp. 2247, 2249, 2250.
OHIO RIVER BASIN. 121

Brevard, N. C., below which the river, though yet quite small, flows 

with a smooth current through a flat valley of considerable width for 

some 50 miles to the vicinity of Asheville, N. C. Among the tributaries entering this portion of the French Broad are Davidsons and 

Mills rivers, both of which are small, rapid streams flowing southeastward from the highest mountains in this part of the drainage area, 

the Pisgah Ridge with its numerous knobs and peaks. Excepting the 

cultivated districts in the immediate river valley, this part of the 

area is largely in forest land, much of which, especially in the basins 

of Davidsons and Mills rivers, lies in the forest reserves of the Biltmore estates.

The river flows at first northeastward, but its course becomes nearly 

due north before it reaches Asheville; below Asheville, where its 

general course is northwestward, at right angles to the mountain 

ridges, it descends rapidly from an extensive plateau region in the 

midst of the Appalachian Mountains, cutting through the Unaka 

Mountains, which form its northwestern rim, and passing to the 

Appalachian Valley. The river channel is narrow and canyon like, 

with steep, rocky bluffs which give a very rugged appearance to the 

adjacent country when viewed from the river, although it is really a 

broad, elevated basin, comparatively smooth and mostly cleared and 

in cultivation. Farther down in the vicinity of the North CarolinaTennessee State line, where the mountain ranges are higher, and up 

the tributary streams a long way from the river, the area is mostly 

forested.

Opportunities for water-power development on the French Broad 

are very great, the fall in the river from Asheville down to the state 

line being 800 feet in 45 miles. Special engineering problems would 

have to be solved, however, in making developments, as the tracks 

of the Southern Railway lie along the river, usually just above the 

water's edge, for its entire length.

For the remainder of its course, about 90 miles in length, the French 

Broad has a much flatter grade and flows through a valley which 

widens rapidly into the broad agricultural valley of the upper Tennessee and Holston rivers.

Tennessee River, below the junction of its headwater tributaries, 

flows southwest ward, crossing into Alabama about 40 miles below 

Chattanooga, Tenn. At Gunthersville, Ala., it turns almost a right 

angle and flows northwestward past the corner of Mississippi into 

Tennessee for the second time, then almost due north across the State, 

emptying into Ohio River at Paducah, about 40 miles above Cairo.

French Broad River has at its mouth a drainage area of 4,800 square 

miles. The Holston is somewhat smaller, having 3,750 square miles 

of drainage area. Fifty miles below, in Loudon County, Tenn., the 

Little Tennessee River contributes its area of 2,650 square miles, and
122 SURFACE WATER SUPPLY, 1909, PART III.

at Kingston, 30 miles farther down, the Clinch, with its nearly 4,400 

square miles of drainage area, is added. Hiwassee River, having about 

2,700 square miles of basin, enters 50 miles below the mouth of the 

Clinch, and is the last of the five large tributaries which combine to 

make up a great river within the comparatively short distance of 130 

miles. Indeed, with the exception of Duck River, with between 

3,000 and 4,000 square miles of area, which enters the lower portion 

of the Tennessee 100 miles above its mouth, all other tributaries in the 

500 miles of length below the Hiwassee are comparatively small.

The first large tributary of the French Broad River, Pigeon River, 

rises among the Balsam and Pisgah mountains, cuts its way through 

the Great Smoky Mountains, thus passing to the Appalachian Valley, 

and joins the French Broad a short distance below Newport, Tenn. 

It drains an interior agricultural basin which is oval in outline, the 

longer axis northwest, parallel to the general course of the stream and 

'almost entirely within the Appalachian Mountain region. It is circumscribed by lofty mountains, with many peaks more than 6,000 

feet in altitude. Many minor ranges springing from the surrounding 

mountains converge toward the middle of the basin, dividing it into 

deep, narrow valleys except near its upper end between the towns of 

Canton and Waynesville, where there is a broad open valley of alluvial 

plains and rolling hills, dotted with low mountains. The basin has 

an area of about 667 square miles.

Nolichucky River, the second large tributary of French Broad 

River, is formed by the junction of Toe and Caney rivers about 8 or 

9 miles east of the Tennessee State line. The river flows almost due 

north for several miles, then turns toward the northwest and flows 

in a deep gorge through the Unaka Mountains into Tennessee near 

Embreville, where, preserving its general westerly direction, it finally 

enters the French Broad about 7^ miles southeast of Morristown and 

about 5 miles below the mouth of Pigeon River. Its tributaries, like 

the main stream, rise near the summits of mountain chains and flow 

over rocky and precipitous beds through narrow valleys. The total 

fall of the river between the junction of the North and South Toe and 

Embreville is about 850 feet, in a distance following the course of the 

river of about 40 miles. The whqle'area is subject to sudden and 

violent rains, producing great floods. The rainfall over the basin is 

about 51.0 inches per annum.

The rocks of the upper portion of the drainage basins of French 

Broad River and other eastern tributaries heading in the Appalachian 

Mountains include the older granites, quartzites, conglomerates 

schists, shales, and sandstones.

The Cumberland Plateau, drained in part by Clinch River and 

other western tributaries of the Tennessee and crossed by Tennessee
OHIO RIVEK BASItf. 123

River below Chattanooga, comprises widespread beds of limestone 

and extensive deposits of coal.

Tennessee River has always held an important place in the projects 

for the improvement of the navigable waterways of the country. 

The Muscle Shoals Canal having been opened to navigation the river 

is now navigable from its mouth for a distance of 673 miles during 

several months of the year, and as work is continued upon other less 

formidable obstructions the season of navigation will he correspondingly lengthened. The river channel, especially at low stages, is 

mainly a succession of pools of comparatively deep water with smooth 

surfaces separated by bars or ledges where most of the fall is concentrated. These ridges, many of which are solid rock ledges, are usually 

at the wider parts of the river channel, and are the obstructions to 

low-water navigation, causing shallow and swift water at such stages. 

The radical improvement of this river, so as to make navigation 

continuous throughout its length for boats of moderate draft, is by no 

means impossible.

In connection with navigation projects a large amount of water 

power can be developed. One large plant a short distance below 

Chattanooga, Tenn., is now under construction, but other places are 

equally favorable for the production of power. The greatest water 

power possibilities, however, are at Muscle Shoals and other shoals 

near Florence, Ala.

The following special reports contain information regarding the 

hydrography of the Tennessee River basin:

Water power in North Carolina: Bull. North Carolina Geol. Survey No. 8 (postage 16c.).

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 Tennessee River basin in North Carolina prior to 1908 by 

engineers of the U. S. Geological Survey.

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 Tennessee basin in Georgia prior to 1906.

Water powers of Alabama, by B. M. Hall: Water-Supply Paper U. S. Geol. Survey 

No. 107. Contains data on stream flow "collected in the Tennessee basin in Alabama 

prior to 1904.

Hydrography of the southern Appalachian Mountain region, Parts 1 and 2, by H. A. 

Pressey: Water-Supply Papers U. S. Geol. Survey Nos. 62 and 63. The Geological 

Survey has no copies of these papers for free distribution. Water-Supply Paper 62 

may be consulted at libraries. Water-Supply Paper 63 may be purchased from the 

Superintendent of Documents, Washington, D. C., price 15c.

River surveys and profiles made during 1903, arranged by W. C. Hall and J= C. 

Hoyt: Water-Supply Paper U. S. Geol. Survey No. 115.

Relation of southern Appalachian Mountains to the development of inland water 

navigation and water power: U. S. Forest Service circulars Nos. 143 and 144.
124 SURFACE WATER SUPPLY, 1909, PART III. 

STATIONS ON FRENCH BBOAD AND MAIN TENNESSEE BIVEBS. 

FRENCH BROAD RIVER AT ROSMAN, N. C.

This station, which is located at a wagon bridge about 800 feet 

east of the railroad station at Rosman, N. C., about one-half mile 

above the mouth of East Fork of the river and an equal distance 

below the junction of North and West forks, was established May 7, 

1907, in cooperation with the Forest Service, for the purpose of 

obtaining data for use in studying run-off conditions and available 

water power in the southern Appalachian Mountains. It was discontinued June 30, 1909.

The flow is little, if any, affected by artificial-control, but the 

river is subject to sudden fluctuations in stage. Discharge measurements are made from a wooden truss bridge where the current 

is good, and the conditions are favorable for a constant rating. The 

vertical staff gage is fastened to an oak planking 5 feet upstream 

from the bridge, which is used to protect the right bank from erosion. 

As the gage is read but once a day, the recorded daily means for 

flood periods are liable to errors, being abnormally high when the 

gage is read at crest, or abnormally low when read at the trough of 

the flood.

As a comparatively high-water measurement was obtained in 1909, 

the rating curve has been extended and monthly estimates of discharge for 1907 and 1909 computed.

The following discharge measurement was made by E. H. Swett:

July 14, 1909: Width, 82 feet; area, 491 square feet; gage height, 5.05 feet; discharge, 2,310 second-feet.

Daily gage height, in feet, of French Broad River at Rosman, N. C.,for 1909. 

[L. M. Glazener, observer.]

Day.

1. .........

2. .........

3..........

4..........

5..........

6..........

7. .........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

Jan.

2.2

2.2

2.6

2.8

3.4

2.8

2.6

2.6

2.6

2.2

2.2

2.2

2.2

2.2

2.4

Feb.

2.1

2.1

2.1

2.1

2.0

2.8

2.4

2.1

2.1

3.0

2.7

2.6

2.6

2.4

3.0

Mar.

2.6

2.6

2.4

2.5

2.5

2.5

2.4

2.4

2.4

3.4

2.7

2.8

3.4

2.8

2.8

Apr.

2.5

2.5

2.5

2.4

2.4

2.2

2.2

2.2

2.2

2.4

2.3

2.3

4.3

3.0

2.8

May.

3.4

2.8

2.8

2.7

2.6

2.6

2

C 

. 3

9 £. 3*

2.6

4.6

3.6

2.6

2.5

2.5

2.5

June.

3.4

3.5

4.4

6.8

4.0

3.6

3.6

3.6

3.6

3.5

3.5

3.5

3.4

3.3

3.3

Day.

16..........

17..........

18. ........ .

19..........

20..........

21 ..........

22..........

23..........

24..........

25..........

26..........

27..--......

28..........

29..........

30..........

31..........

Jan.

2.8

2.8

2.8

2.6

2.5

2.4

2.4

2.6

2.4

2.4

2.2

2.2

2.2

2.2

2.3

2.2

Feb.

4.0

2.8

2.8

3.9

2.7

2.7

3.0

3.8

3.7

3.4

2.9

2.8

2.6

Mar.

2.8

2.7

2.5

2.5

2.5

2.5

2

C 

. o

9 £i. O^

2.5

4.0

2.7

2.6

3.1

2.8

2.7

2.5

Apr.

2.8

2.6

2.5

2.5

2.5

2.5

2

C 

. O

2.9

2.7

2.6

2.5

2.4

2.4

2.4

3.0

May.

2.4

2.4

2.4

2.4

5.3

3.0

9 & Q-3

3.2

2.7

2.6

2.6

2.7

2.7

2.7

2.8

3.7

June.

3.3

3.2

3.2

3.0

3.3

3.3

3.3

3.2

3.2

2.2

2.2

2.8

2.6

2.6

2.5
OHIO EIVEE BASIN. 125

Daily discharge, in second-feet, of French Broad River at Rosman, N. C.,for 1909.

Day. Jan. Feb. Mar. Apr. May. June. Day. Jan. Feb. Mar. Apr. May. June.

10.

11.

12.

13..

14..

15..

190

190

345

450

850

450

345

345

345

190

190

190

190

190

260

160

160

160

160

133

450

260

160

160

570

395

345

345

260

570

345

345

260

300

300

300

260

260

260

850

395

450

850

450

450

300

300

300

260

260

190

190

190

190

260

223

223

1,600

570

450

850

450

450

395

345

345

300

300

345

1,870

1,000

345

300

300

300

850

925

1,690

4,180

1,340

1,000

1,000

1,000

1,000

925

925

925

850

775

775

16....

17....

18....

19....

20....

26..........

27..........

28..........

29..........

30..........

31..........

450

450

450

345

300

260

260

345

260

260

190

190

190

190

223

190

1,340

450

450

1,260

395

395

570

1,170

1,080

850

510

450

345

450

395

300

300

300

300

300

300

300

1,340

395

345

635

450

395

300

450

345

300

300

300

300

300

510

395

345

300

260

260

260

570

260

260

260

260

2,560

570

510

705

395

345

345

395

395

395

450

1,080

775

705

705

570

775

775

775

705

705

190

190

450

345

345

300

These discharges are based on a rating curve that is well defined between discharges 130 and 570 secondfeet. Above discharge 570 second-feet the curve is based on one measurement at gage height 5,05 feet. 

Daily discharges for 1907 and 1908 were published in Water-Supply Paper 243, pp. 110-111.

Monthly discharge of French Broad River at Rosman, N. C.,for 1907-1909. 

[Drainage area, 66 square miles.]

Discharge in second-feet.

Month.

Maximum.

1907.

May 7-31.................................. 223

June...................................... 705

July...................................... 300

August................................... 160

September................................ 1,510

October................................... 160

November................................1 1,000

December................................. 1,510

1908.

January................................... 1,260

February................................. 4,760

March.................................... 850

April..................................... 1,960

May...................................... 775

June...................................... 395

July...................................... 570

August.............. .................... 1,170

September................................ 510

October................................... 1,690

November................................ 345

December................................. 1,420

The year............................ 4,760

1909.

January................................... 850

February................................. 1,340

March.................................... 1,340

April..................................... 1,600

May...................................... 2,560

June...................................... 4,180

Minimum.

133

133

110

90

90

90

110

110

133

190

260

133

223

223

160

133

110

110

133

160

110

190

133

260

190

260

190

Mean.

164

166

127

117

167

118

229

355

368

625

393

407

385

263

231

299

189

305

179

308

299

484

415

357

551

Per 

square 

mile.

2.48

2.52

1.92

1.77

2.53

1.79

3.47

5.38

5.58

9.47

5.95

6.17

5.83

3.98

3.50

4.53

2.86

4.62

2.71

4.67

4.!

4.53

7.33

6.29

5.41

8.35

13.4

Run-off 

(depth in 

inches on 

drainage 

area).

Accuracy.

2.31

2 81

2.21

2.04

2.82

2.06

3.87

6.20

6.43

10.21

6.86

6.88

6.72

4.44

4.04

5.22

3.19

5.33

3.02

5.38

67.72

5.22

7.63

7.25

6.04

9.63

14.95
126 SUBFACE WATER SUPPLY, 1909, PART III.

FRENCH BROAD RIVER AT ASHEVILLE, N. C.

This station is located at the steel highway bridge known as Smith 

Bridge, about 1 mile below the Southern Railway depot at Asheville 

and near the end of the Patton avenue line of the Asheville Street 

Railway Company. It is about 2 miles below the mouth of Swannanoa River.

The United States Weather Bureau maintains a station at this 

place, and during 1904 a number of discharge measurements were 

made by the United States Geoogical Survey. Since the beginning 

of 1905 the discharge measurements have been continued at the bridge 

by the United States Geological Survey and the gage heights have been 

furnished by the United States Weather Bureau. The data are 

especially valuable for water-power estimates, the amount of fall 

in the river below being large.

The United States Weather Bureau gage is a heavy vertical timber 

securely bolted to a bridge pier. The gage terminates at zero on a 

stone shelf projection. An auxiliary chain gage is located on the 

bridge at about the same point. It is set to read the same as the 

staff gage and used only for minus readings. Discharge measurements are made from the downstream side of the bridge. The conditions of flow are favorable for accurate results.

The discharge at this station was not affected by any artificial 

control until 1907, when a new railroad bridge was constructed 

across the river about 1,500 feet below the gage. Measurements made 

since 1907 indicate that the conditions of flow have been changed. 

Owing to a necessary revision in the rating curve, all estimates for 

1909 are withheld until more data have been obtained.

Discharge measurements of French Broad River at Asheville, N. C., in 1909.

Date.

Apr. 16........

June 12........

. Hydrographer.

M. R. Hall.............. . ........................

E. H. Swett........................................

Width.

Feet. 

315

320

Area of 

section.

Sq.ft. 

1,080

1,450

Gage 

height.

Feet. 

1.00

1.95

Discharge.

Sec.-ft. 

2,600

4,230
OHIO RIVER BASIN". 127 

Daily gage height, in feet, of French Broad River at Asheville, N. C., 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.

0.7

.6

.5

.4

1.4

2.3

1.5

1.0

.8

.6

.5

.4

.4

.3

.5

.6

1.8

1.3

1.0

.7

.6

.5

.3

.3

.3

.3

.2

Feb.

0 4

.3

.3

2

.4

.4

.4

1.4

1.6

1.1

.8

.6

.5

1.5

1.7

1.1

1 9

1.6

9

1.2

2.1

2 7

2.8

1.7

1.4

Mar.

1.1

.9

.9

9

.9

1.2

1.0

.9

2.3

2.1

1.5

1.4

2.5

2.1

1.6

1.4

1.1

1.0

1.1

1.0

1.1

.8

2.6

2.8

1.8

2

0

2.0

1.6

1.4

Apr.

1.1

1.0

1.0

9

.7

.7

.7

.7

.8

.6

.5

.6

2.0

1.5

1.1

.8

.7

.6

.5

.6

1.0

.7

.6

.5

.5

.4

3

May.

3 A

3.0

1.9

1.4

1 2

1.1

1.0

.8

.5

4.5

2.6

1.6

1.0

.9

.9

.7

.6

1.6

4

C

 i c

3.6

2.6

2.0

1.8

1.8

1 ^

1.2

1 Q

1 ^

June.

1 ^

1.4

1.8

K Q

4.7

4.3

3.6

2

0

2.2

3.4

3.0

2.0

2.6

2.3

2 7

2.3

2.8

9 S

1.7

3.6

3.6

1.8

1 S

1.7

1.7

1.5

1 9

2.1

1.8

July.

1.7

2.0

1.6

1.6

1.1

1.2

1.4

2 ft

2.0

2.0

1.7

1.4

1.0

1.8

1.9

1.4

1.0

.8

.7

.6

.5

.7

.6

.5

.3

.6

1.5

.8

1.2

Aug.

1.0

1.2

.8

1.1

.8

.6

.5

.4

.2

.1

.3

.3

.6

.9

.7

1.9

1.7

1.0

.6

.4

.3

.3

.2

.1

.0

.0

.0

.1

.0

- .1

Sept.

-0.1

_ ^

- .1

_ j

.0

_ -J

- .1

- .1

- .1

.2

.1

_ 9

- .2

_ 2

- .2

.1

9

.5

.5

.3

.5

3

ft

2.0

1.0

.8

.5

.4

.4

Oct.

0.1

.1

.0

o

- .2

_ 9

- .2

- .2

- .1

1.0

.7

.5

1.1

.9

.1

- .1

.0

.0

.0

- .1

_ \

- .1

- .1

- .2

- .2

- .2

- .2

Nov.

fl 9

- .2

- .2

o

- .2

O

- .2

 3

- .2

_ 2

_ 2

- .2

 .2

- .2

 2

- .2

 2

- .2

.._ °

O

O

o

 2

 .2

_ 2

- .3

- .3

.._ ^

Dec.

fl Q

- .3

_ 3

_ 4

- .4

- .4

- .1

.2

.8

.2

.0

__ J

1.2

3.5

3.4

1.5

1.0

.7

.5

.4

.3

.2

.1

.0

.3

.2

.2

.2

.2

.0

- .1

TENNESSEE RIVER AT KNOXVILLE, TENN.

This station is located at the Gay street or county highway bridge 

in the city of Knoxville, Tenn., and is about four miles below the 

junction of French Broad and Holston rivers.

Daily records are kept by the United States Weather Bureau and 

are furnished to the United States Geological Survey. Since, 1899 

discharge measurements have been made by the United States 

Geological Survey. The data are of use principally in connection 

with other station data in making general studies of run-off.

Gage heights up to 1899 were made from a staff gage at the old Gay 

Street Bridge. When this bridge was rebuilt the gage was moved to a 

temporary location at the Knoxville & Augusta Railroad bridge, 

one-half mile below, and was used during the greater part of 1899. 

On November, 1899, readings were begun from a new staff gage 

located on the right bank, just below the mouth of West Knoxville 

Bayou, about 1,000 feet below the temporary gage. These gages 

were at different datums.

The gage used for some years prior to 1909 was located near the 

foot of a series of rapids, just above a long stretch of deep smooth 

water. In 1909 a new staff gage attached to the bridge pier at Gay 

street, about half a mile above the old gage, has been used. Although
128 SURFACE WATEE SUPPLY, 1909, PART III.

it was set to read with the old gage at low stages, the readings vary 

considerably, as rising water brings the beginning of the pool above 

the old gage. Comparative readings of the two gages have been made 

by the United States Weather Bureau to determine the relation 

between them at all stages, and this relation has been used to adjust 

the old rating curve to the new location of the gage. The derived 

curve shows a pronounced reversal between the gage heights 2 and 

7 feet. Above 7 feet it again becomes approximately parallel to 

the old 1907-8 curve. Two of the measurements made in 1909 and 

referred to the new gage agree well with the derived curve; the result 

of other measurement is off from it in a direction that exaggerates the 

reversal.

Discharge measurements of Tennessee River at Knoxville, Term., in 1909.

Date.

March 11.......

Hydrographer.

W. A. Lainb.... ................................... 

.....do..............................................

E. H. Swett ........................................

Width.

Feet. 

908 

881

761

Area of 

section.

Sq.ft. 

11,000 

6,740

3,460

Gage 

height.

Feet. 

9.25 

4.20

1.00

. Discharge.

Sec.-ft. 

44,200

5,250

Relative gage heights on the old and new gages at Knoxville, Tenn. 

[Furnished by the United States Weather Bureau.]

New 

gage.

Feet.

2.0

2.1

2.2

2.3

2.4

2.5

2.6

2.7

2.8

2.9

3.0

3.1

3.2

3.3

3.4

3.5

3.6

3.7

3.&

3.9

4.0

4.1

4.2

4.3

4.4

4.5

4.6

4.7

4.8

4.9

5.0

5.1

5.2

5.3

5.4

5.5

Old 

gage.

Feet.

2.0

2.1

2.2

2.3

2.4

2.6

2.7

2.9

3.0

3.2

3.3

3.6

3.8

4.0

4.1

4.2

4.4

4.5

4.7

4.8

5.0

5.1

5.3

5.5

5.6

5.8

5.9

6.0

6.1

6.2

6.3

6.5

6.6

6.7

6.8

6.9

New 

gage.

Feet.

5.6

5.7

5.8

5.9

6.0

6.1

6.2

6.3

6.4

6.5

6.6

6.7

6.8

6.9

7.0

7.1

7.2

7.3

7.4

7.5

7.6

7.7

7.8

7.9

8.0

8.1

8.2

8.3

8.4

8 5

8.6

8.7

8 8

8.9

9.0

9.1

Old 

gage.

Feet.

7.0

7.1

7.2

7 3

7.4

7.5

7.6

7.8

7.9

8.0

8.1

8.2

8.3

8.4

8.5

8.6

8.7

8.8

8.9

9.1

9.2

9.3

9.4

9.5

9.6

9.7

9.8

9.9

10.0

10.2

10.3

10.4

10.5

10.6

10.7

10.8

New 

gage.

Feet.

9.2

9.3

9.4

9.5

9.6

9.7

9.8

9.9

10.0

10.1

10.2

10.3

10.4

10.5

10.6

10.7

10.8

10.9

11.0

11.1

11.2

11.3

11.4

11.5

11.6

11.7

11.8

11.9

12.0

12.1

12.2

12.3

12.4

12.5

12.6

12.7

Old 

gage.

Feet.

10.9

11.0

11.1

11.2

11.3

11.4

11.5

11.6

11.7

11.8

11.9

12.0

12.1

12.2

12.3

12.4

12.5

12.6

12.7

12.8

12.9

13.0

13.1

13.2

13.3

13.4

13.5

13.6

13.7

13.8

13.9

14.0

14.1

14.2

14.3

14.4

New 

gage.

Feet.

12.8

12.9

13.0

13.1

13.2

13.3

13.4

13.5

13.6

13.7

13.8

13.9

14.0

14.1

14.2

14.3

14.4

14.5

14.6

14.7

14.8

14.9

15.0

15 1

15.2

15.3

15.4

15.5

15.6

15.7

15.8

15.9

16.0

16.1

Old 

gage.

Feet.

14.5

14.6

14.7

14.8

14.9

15.0

15.1

15.2

15.3

15.4

15.5

15.6

15.7

15.8

15.9

16.0

16.1

16.2

16.3

16.4

16.5

16.6

16.7

16.8

16.9

17.0

17.1

17.2

17.3

17.4

17.5

17.6

17.7

17.8
OHIO RIVER BASIN. 129

Daily gage height, in feet, of Tennessee River at Knoxville, Tenn.,for 1909.

Day.

1.... ...........

2...............

3...............

4...............

5...............

6...............

7...............

8...............

10...............

12........;......

14...............

15...............

16...............

17...............

18...............

19.. .............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

3.7

4.0

3.5

3.0

3.3

3.7

5.0

4.4

3.5

3.0

2.7

2.5

2.4

2.3

2.2

2.5

6.0

6.3

4.4

3.5

3.0

2.8

2.6

2.4

2.7

2.8

2.7

2.5

2.4

Feb.

2.3

2.0

1.9

2.1

2.0

2.5

3.1

3.0

2.8

5.2

9.0

8.9

5.5

4.0

3.5

5.8

7.4

6.7

4.9

4.3

4.5

4.8

7.3

7.1

ft 7

8.9

7.0

5.2

Mar.

4.4

3.8

3.5

3.4

3.4

3.3

5.5

5.5

6.0

7.8

11.2

9.8

6.7

6 4

7.7

6.7

5.2

3.9

4.7

5.1

4.5

4.1

4.8

7.3

7.8

7.5

12.0

11.2

7.8

Apr.

5.7

4.7

4.0

3.6

3.3

3.1

3.3

3.2

3.3

3.0

9 Q

2.8

2 A

2.5

3.7

3.6

3.3

2.8

2.8

2.7

2.8

9 Q

2 Q

3

0

3 1

°. 1

2

0

2.8

2.9

3.0

May.

8.4

10 7

11.3

7.1

4.8

4.3

3.5

3.1

3

f»

3.5

6.7

5.9

4.4

3 A

°. ft

2.8

2.5

2.5

2.2

3 1

11.3

7.4

5.6

4.3

3.5

s ft

3 A

2.6

2.5

June.

2

0

2

0

2.8

5.8

10.4

7.2

5.2

4.0

3.8

5.0

3

0

5.3

5.6

5.0

4.5

4.5

3.5

3 A

2.8

9 ^

3

1

°. 9

3.5

3 1

9 ft

3 0

3.4

July.

3.2

1 9

3.5

3.1

9 Q

2.5

2.5

7 9

Q -1

6.1

4.4

3 A

3

(\

4.2

4.2

3 1

2.7

2 7

2

0

2 1

2 A

2.0

2 9

2 2

9 n

1

0

1 Q

9 ft

2.0

9 ft

Aug.

2.2

2

1

2.5

3.3

2.8

2.5

2.2

2.2

2.0

2 A

1.7

1.7

1.5

1.5

1 9

2

0

10.0

5.5

3.5

2.5

2

1

1 Q

1.5

1 o

1 9

1.2

1.2

1

O

1.2

1.2

1.2

Sept.

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1 3

1.5

1.4

1 0

1.4

3

O

2

0

2

0

1 Q

1 o

1.1

1.2

Oct.

1.0

1.0

9

9

.8

.7

.6

.5

1.4

1 ft

1 ft

2.2

2

1

1

0

1.4

1.0

1.0

.7

.7

.7

.6

.5

Nov.

0.5

.5

.5

.5

.4

.2

.2

.2

.1

.1

.1

.1

.0

.1

.0

.0

.0

.0

- .1

Dec.

0.1 I

.2

o

0

9 ft

2 n.

1 Q

1 1

1.0

9 7

2 7

2.2

1.5

1 0

1.1

1.0

1.0

.5

.6

.5

.5

.5

.4

.2

NOTE. These gage heights refer to the new gage at Gay Street bridge. (See description.) 

67443° WSP 263 11 9
130 SURFACE WATER SUPPLY, 1909, PART III.

Daily discharge, in second-feet, of Tennessee River at Knoxville, Tenn.,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.

19,900

21,800

18,500

14,600

17,000

19,900

27,200

24,000

18,500

14,600

12,600

11,400

10,800

10,300

9,860

11,400

32,200

38,200

33,500

24,000

18,500

14,600

13,300

12,000

11,400

10,800

12,600

13,300

12,600

11,400

10,800

Feb.

10,300

9,000

8,580

9,420

9,000

11,400

15,400

14,600

13,300

28,300

46,900

46,400

29,800

21,800

18,500

31,200

38,600

35,300

26,700

23,500

24,600

26,200

38,200

37,200

45,300

46,400

36,700

28,300

Mar.

24,000

20,600

18,500

17,700

17,700

17,000

29.800

29,800

32,200

40,700

58,700

51,100

35,300

34,000

40,200

35,300

28,300

24,600

21,200

25,600

27,800

24,600

22,900

22,300

26,200

38,200

40,700

39,200

63,200

58,700

4fi ^tv, 700 i\JU

Apr.

30,700

25,600

21,800

19,200

17,000

15,400

17,000

16,200

17,000

14,600

13,900

13,300

12,000

11, 400

19,900

19,200

17,000

13,300

13,300

12,600

13,300

13,900

13,900

17,000

15, 400

15,400

13,300

13,300

13,900

14,600

May.

43,800

73,000

59,300

37,200

26,200

 23,500

18,500

15,400

14,600

18,500

35,300

31,700

24,000

17,700

14,600

13,300

11,400

11,400

10,300

9,860

15,400

59, 300

38,600

30,300

23,500

18,500

14,600

14,600

13,900

12,000

11,400

June.

13,300

13,300

13,300

31,200

74,700

54,400

37,700

28,300

21,800

20,600

27,200

23,500

20,600

28,800

30,300

27,200

21,800

24,600

24,600

18,500

14,600

13,300

11,400

15,400

16,200

18,500

15,400

13,300

14.600

17; 700

July.

16,200

16,200

18,500

15,400

13,900

11,400

11,400

41,200

42,200

32,600

24,000

17, 700

14,600

22,900

27,200

22,900

15,400

12,600

12,600

10,300

9,420

9,000

9,000

9,860

9,860

9,000

8,170

8,170

9,000

9,000

9,000

Aug.

9,860

9,420

11,400

17,000

13,300

11,400

9,860

9,860

9,000

9,000

7,760

7,760

6,970

6,970

8,580

9,860

52,200

29,800

18,500

11,400

9,420

8,580

6,970

5,860

5,860

5,860

5,860

5,860

5,860

5,860

5,860

Sept.

5,190

5,190

5,190

5,190

5,190

5,190

5,190

5,190

5,190

5,190

5,190

5,190

5,190

5,190

5,190

5,190

5,190

6,220

6,970

6,590

6,220

6,590

6,590

16, 200

13,300

10,300

8,580

6,220

5,520

5,860

Oct.

5,190

5,190

4,870

4,870

4,870

4,570

4,280

4,000

3,730

3,730

3,730

4,870

6,590

8,170

8,170

9,860

9,420

8,170

6,590

5,190

5,190

4,870

4,570

4,570

4,280'

4,280

4,280

4,570

4,000

3,730

3,730

Nov.

3,730

3,730

3,730

3,730

3,470

2,980

2,980

2,980

3,220

3,220

3,220

3,220

3,220

3,220

3,220

2,750

2,750

2,980

2,750

2,750

2,750

2,530

2,750

2,750

2,750

2,530

2,530

2,530

2,530

2,320

Dec.

2,320

2,320

2,120

2,120

2,120

1,930

2,320

3,220

9,000

9,000

6,220

6,220

4,570

5,190

12,600

12,600

9,860

6,970

6,220

5,520

5,190

5,190

4,570

3,730

3,730

4,000

3,730

3,730

3,730

3,470

2,980

NOTE. These discharges are based on a rating curve referring to the new gage at Gay Street bridge and 

is fairly well defined. The rating curve was developed from the table of relative gage heights on the old 

and new gages, furnished by the United States Weather Bureau.

Monthly discharge of Tennessee River at Knoxville, Tenn., for 1909. 

[Drainage area, 8,990 square miles.]

Month.

July.......................................

Discharge in second-feet.

Maximum.

38,200 

46,900 

63,200 

30, 700 

73,000 

74, 700 

42,200 

52,200 

16,200 

9,860 

3,730 

12,600

74,700

Minimum.

9,860 

8,580 

17, 000 

11,400 

9,860 

11,400 

8,170 

5,860 

5,190 

3,730 

2,320 

1,930

1,930

Mean.

17, 100 

26,100 

32, 500 

16, 100 

24,600 

23,500 

16,100 

11,000 

6,450 

5,290 

2,990 

5,050

15,600

Per 

square 

mile.

1.90 

2.90 

3.62 

1.79 

2.74 

2.61 

1.79 

1.22 

.717 

.588 

.333 

.562

1.73

Run-off 

(depth in 

inches on 

drainage 

area).

2.19 

3.02 

4.17 

2.00 

3.16 

2.91 

2.06 

1.41 

.80 

.68 

.37 

.65

23.42

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 'A. 

B. 

B. 

B. 

B.
OHIO RIVER BASIJST. 131

TENNESSEE RIVER AT CHATTANOOGA, TENN.

This station is located at the Hamilton County highway bridge in 

the city of Chattanooga, Tenn.

The gage, consisting of a sloping section made of railroad rails 

bolted to solid rock and a vertical section of heavy timber bolted to 

the vertical face of the rock cliff, was established in 1873 by the United 

States Army engineers, but since July 1, 1891, it has been in charge 

of the United States Weather Bureau, by whom gage heights are 

furnished to the United States Geological Survey.

Discharge measurements were made by the army engineers in 1891 

and 1892 and by the Weather Bureau in 1893, and have been continued by the United States Geological Survey since 1897. The data 

are of great value for scientific studies of run-off and for water-power 

estimates in connection with the great power sites below. A power 

plant is now under construction about 20 miles down the river, 

and the completed dam will raise the low-water surface several feet 

on the Chattanooga gage, thus destroying the usefulness of the gaging 

station.

Conditions for discharge measurements are good, as is also the 

station rating curve, which has remained practically constant. The 

gage datum has not been'changed and the original iron sloping gage 

is the standard gage, although a recording gage is also used.

The following discharge measurement was made by M. R. Hall:

April 19, 1909: Width, 1,100 feet; area, 11,000 square feet; gage height, 6.52 feet; 

discharge, 36,600 second-feet.

Daily gage height, in feet, of Tennessee River at Chattanooga, Tenn., for 1909.

Day.

1...............

2...............

3...............

4...............

5. ..............

6...............

1.... ...........

8...............

9...............

10...............

11...............

12...............

13. ..... .\ .......

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22. ..............

23...............

24. ..............

25...............

26...............

27. ..............

28...............

29...............

30...............

31...............

Jan.

7.2

7 9

7.6

7 2

7.2

8.5

9.9

9.9

9 6

8.5

7.8

7.1

6.8

6.6

6.8

9 5

12.4

14.2

16.4

16.1

12.9

10.0

8.3

7.5

6 9

6.4

6.0

5.7

5.8

Feb.

6.1

<"-, O

5.7

5.6

5.4

5.6

6.7

8.1

8.0

9.6

13.5

18.0

17.0

16.3

13.5

14.5

19 6

19 9

16.6

14.5

12.6

12.0

17.2

20.2

21.6

21.3

18.9

16.3

Mar.

13.3

11.1

9.7

8.8

8.1

7.7

8.3

10.6

11.5

16.0

20.3

22.8

21.5

23.3

24.6

21.7

17.1

14.7

12.6

11.5

11.4

12.2

12.0

11.1

10.4

11.8

14.3

14.7

17.6

18.2

Apr.

16.5

13.2

11.0

9.5

8.6

8.1

7.8

7.9

8.8

9.1

8.4

7.7

7.6

8.1

8.3

8.3

8.1

7.7

7.0

6.2

6.0

6.2

6.8

8.2

9

0

8.7

8.1

7.9

8.0

8.1

May.

14.2

21.4

24.8

24.1

20.0

14.5

11.8

10.7

8.7

8.1

8.2

8.9

10.6

9.8

8.4

7.5

7.0

6.6

6.3

6.1

7.2

10.6

19.9

21.4

15.8

11.2

9.3

8.2

7.6

7.4

7.1

June.

6.9

6.8

7.1

16.2

23.2

25.3

23.5

17.2

13.1

14.6

13.1

12.4

11.6

10.5

11.7

11.7

10.8

9.8

9 7

9.0

9.2

8.6

8.0

8.5

9.3

8.8

9.5

9.0

8.3

July.

7.9

8.2

8.5

8.2

7.6

6 9

6.8

11.7

18.5

17.3

12.5

9.7

9.4

12.3

13.2

11 9

10.3

8.3

7.1

6.7

6.4

6.1

5 8

6.7

6.1

5.7

5.4

5.3

4.7

4.8

Aug.

6.1

7.6

8.4

8.9

9.1

8.8

7.6

6.8

6.2

5.5

5.2

5.0

4.8

4.4

4.8

4 9

4.8

10.5

13.2

9.0

7.0

5.8

5.0

4.8

4.2

3.8

3.6

3.5

3.3

3.2

3.2

Sept.

3.1

3.1

3.1

3.1

2.7

2.7

2.6

2.6

2.6

2.9

3.3

3.2

3.3

3.2

3.1

2.9

2.8

2.7

2.9

3.0

3.1

3.0

3.8

4,0

4.8

5.5

5.0

4.0

3.8

3.5

Oct.

3.0

2.8

2.6

2.4

2.2

2.2

2.1

2.0

2.0

2.0

2.1

2.3

2.6

3 0

4.0

6.1

5.6

4.7

4.3

3«7

3.2

3.1

2.8

2.7

2.5

2.4

2.4

2 4

2.3

2.3

2.2

Nov.

2.1

2.1

2.1

2.0

2.0

2.0

2.0

2.0

1.9

1.9

1.8

1.8

1.8

1.8

1 8

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.9

2.0

2.1

2.0

1.9

1.8

Dec.

1.8

1.8

1.7

1.7

1.7

1.7

1.9

3.5

4.5

4.6

t£4TO

3.7

4.3

A. Q

5.4

5 &i

5.01

4.2

3.8

3.6

3.4

3.1

2.8

3.0

3.4

3.4

3.3

(«)

(a)

a River frozen.
132 SURFACE WATER SUPPLY, 1909, PART III.

Daily discharge, in second-feet, of Tennessee River at Chattanooga, Tenn.,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.

43,000

47,700

45,700

43,000

43,000

51,800

61,300

61,300

59,300

51,800

47,000

42,300

40,200

38,900

40,200

58,600

78,300

90,600

106,000

103,000

81,700

62,000

50,400

45,000

40,900

37,500*

34,800

32,800

32,100

32,800

33,400

Feb.

35,500

34,100

32,800

32,100

30,800

32,100

39,600

49,100

48,400

59,300

85,800

116,000

110,000

105,000

85,800

92,600

127,000

129,000

107,000

92,600

79,700

75,600

111,000

131,000

141,000

139,000

123,000

105,000

Mar.

84,400

69,500

60,000

53,800

49,100

46,400

50,400

66,100

72,200

103,000

132,000

149,000

140,000

152,000

161,000

142,000

110,000

94,000

79,700

72,200

71,500

77,000

75,600

69,500

64,700

74,200

91,200

94,000

99,400

114,000

118,000

Apr.

106,000

83,800

68,800

58,600

52,500

49,100

47,000

47,700

53,800

55,900

51,100

46,400

45,700

49,100

50,400

50,400

49,100

46,400

41,600

36,200

34,800

36,200

40,200

49,800

57,200

53,200

49,100

47,700

48,400

4.Q rtyj 1 luvftft ........

May.

90,600

140,000

163,000

158,000

130,000

92,600

74,200

66,800

53,200

49, 100

49,800

54,500

66,100

60,600

51,100

45,000

41,600

38,900

36,800

35,500

43,000

66,100

129,000

140,000

101,000

70,200

57,200

49,800

45,700

44,300

42,300

June.

40,900

40,200

42,300

104,000

152,000

166,000

154,000

111,000

83,100

93,300

83,100

78,300

72,900

65,400

69,500

73,600

73,600

67,400

60,600

60,000

55,200

56,600

52,500

48,400

51, 800

57,200

53,800

58,600

55,200

50,400

July.

47,700

49,800

51,800

49,800

45,700

40,900

36,800

40,200

73,600

120,000

112,000

79,000

60,000

57,900

77,600

83,800

74,900

64,000

50,400

42,300

39,600

37,500

35,500

33,400

39,600

35,500

32,800

30,800

30,200

26,500

27,100

Aug.

35,500

45,700

51,100

54,500

65,900

53,800

45,700

40,200

36,200

31,500

29,600

28,300

27,100

24,700

27,100

27,700

27,100

65,400

83,800

55,200

41,600

33,400

28,300

27,100

23,500

21,200

20,100

19,600

18,500

17,900

17,900

Sept.

17,400

17,400

17,400

17,400

15,300

15,300

14,800

14,800

14,800

16,300

18,500

17,900

18,500

17,900

17,400

16,300

15,800

15,300

16,300

16,900

17,400

16,900

21,200

22,400

27,100

31,500

28,300

22,400

21,200

19,600

Oct.

16,900

15,800

14,800

13,800

12,800

12,800

12,400

11,900

11,900

11,900

12,400

13,300

14,800

16,900

22,400

35,500

32,100

26,500

24,100

20,700

17,900

17,400

15,800

15,300

14,300

13,800

13,800

13,800

13,300

13,300

12,800

Nov.

12,400

12,400

12,400

11,900

11,900

11,900

11,900

11,900

11,400

11,400

11,000

11,000

11,000

11,000

11,000

10,600

10,600

10,600

10,600

10,600

10,600

10,600

10,600

10,600

11,400

11,900

12,400

11,900

11,400

11,000

.

Dec.

11,000

11,000

1.0,600

10,600

10,600

10,600

11,400

19,600

25,300

25,900

23,500

22,400

20,700

24,100

27,700

30,800

34,100

31,500

28,300

23,500

21,200

20,100

19,000

17,400

15,800

16,900

19,000

19,000

18,500

18,000

17,500

NOTE. These discharges are based on a rating curve that is well defined. Frozen, conditions December 

30 and 31, discharges estimated.

Monthly discharge of Tennessee River at Chattanooga, Tenn.,for 1909. 

[Drainage area, 21,400 square miles.]

Month.

Marnh

April......................................

May.......................................

July.......................................

Discharge in second-feet.

Maximum.

106,000 

141,000 

161,000 

106,000 

163.000 

166.000 

120.000 

55,900 

31,500 

35,500 

12,400 

34, 100

166,000

Minimum.

32,100 

30,800 

46,400 

34,800 

35,500 

40,200 

26,500 

17,900 

14,800 

11,900 

10,600 

10,600

10,600

Mean.

52,800 

83,900 

91,500 

51,800 

73,700 

74,400 

52,500 

36,000 

18,700 

16,600 

11,300 

19,900

48,600

Per 

square 

mile.

2.47 

3.92 

4.28 

2.42 

3.44 

3.48 

2.45 

1.68 

.«74 

.776 

.528 

.930

2.27

Run-off 

(depth in 

inches on 

drainage 

area).

2.85 

4.08 

4.93 

2.70 

3.97 

3.88 

2 82 

L94 

.98 

.89 

.59 

1.07

30.70

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B.
Wtn, A. Lamt

OHIO RIVER BASIN. 133 

STATIONS ON TRIBUTARIES OF FRENCH BROAD RIVER. 

DAVIDSON RIVER NEAR DAVIDSON RIVER, N. C.

Davidson Elver, which empties into French Broad River near 

Davidson River, N. C., is a small, typical mountain stream, rising 

very rapidly after a rain and falling almost as fast as it rises. The 

rapid fluctuation to which the stream is subject makes it difficult to 

catch and measure the floods which carry off a large part of the total 

flow.

The gaging station, which was established May 19, 1904, at the 

request of and in cooperation with Dr. C. A. Schenck, of the Biltmore 

estate, for the purpose of studying the power resources of that section, 

is located at English Bridge, about 2 miles from Davidson River, 

N. C., and 500 feet above the mouth of -Avery Creek. It is about 2 

miles above the mouth of the river. The station was discontinued 

June 30, 1909.

Discharge measurements are made from the bridge.

The vertical staff gage is on the left bank, 40 feet below the bridge, 

and has remained unchanged in location and gage datum.

The current varies from rather sluggish at low stage to very swift 

at flood stage. The bed is mostly rock, a part of which is solid, and is 

comparatively smooth. Conditions of flow have remained fairly 

constant.

Discharge measurements of Davidson River near Davidson River, N. C., in 1909.

Date.

Do.........

Hydrographer.

E . H. Swett ........................................

.....do..............................................

Width.

Feet. 

68.5

68. 5

Area of 

section.

Sq.ft. 

136

136

Gage 

height.

Feet. 

1.40

1.40

Discharge.

Sec.-ft. 

172

173

Daily gage height, in feet, of Davidson River near Davidson River, N. C.,for 1909. 

[Mrs. C. T. Rankin, observer.]

Day.

1. .........

2..........

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10.......... 

11..........

12..........

13..........

14.......... 

15..........

Jan.

1.15

1.1

1.1

1.15

1.65

1.3

1.25

1.2

1.15

1.15 

1.15

1.1

1.1

1.1 

1.15

Feb.

1.5

1.1

1.05

1.0

1.0

1.15

1.05

1.05

1.05

1.6 

1.3

1.2

1.2

1.25 

1.7

Mar.

1.45

1.45

1.35

1.3

1.25

1.25

1.3

1.3

1.25

1.7 

1.25

1.3

1.9

1.7 

1.55

Apr.

1.25

1.25

1.25

1.25

1.25

1.3

1.25

1.25

1.25

1.2 

1.2

1.25

2.3

1.5 

1.4

May.

1.8

1.35

1.3

1.3

1.3

1.25

1.2

1.2

1.2

2.95 

1.55

1.45

1.4

1.35 

1.3

June.

1.4

1.35

2.3

2.9

2.0

1.8

1.7

1.6

1.6

1.6 

1.5

1.5

1.5

1.4 

1.5

Day.

16..........

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25.......... 

26..........

27..........

28..........

29.......... 

30.......... 

31..........

Jan.

i <w

1.45

1.35

1.45

1.2

1 9,

1.15

1.15

1.1

1.1

1.1

1.1

1.05 

1.15 

1.15

Feb.

1.7

1.5

1.4

1.9

1.4

1 65

2.0

2.1

1.75

1.5

1.45

Mar.

1.5

1.45

1.4

1.35

i 1%

1.3

1.25

1.3

1.25

2.0 

1.5

1.45

1.4

1.35 

1.3 

1.25

Apr.

1.3

1.25

1.25

1.25

1.25

1.2

1.2

1.5

1.25

1.2 

1.2

1.2

1.15

1.15 

1.15

May.

1.3

1 9,

1.2

1.2 "* n

2.2

2.2

1 75

1.65

1.6

1.55

1.5

1.45

1.4 

1.35 

1.4

June.

1.5

1.5

1.45

1.4

1.4

1.35

1.4

1.35

1.35

1.4 

1.35

1.3

1.4

1.45 

1.45
134 SURFACE WATER SUPPLY, 1909, PART III.

Daily discharge, in second-feet, of Davidson River near Davidson River, N. C., for 1909.

Day.

1. .........

2..........

5..........

6..........

8..........

10..........

12..........

10

14..........

15..........

Jan.

Ill

100

100

111

272

147

134

122

111

111

111

100

100

111

Feb.

210

100

90

79

79

111

on

90

on

250

147

122

134

295

Mar.

193

193

147

134

134

147

147

134

134

147

400

230

Apr.

134

134

134

134

134

147

134

134

134

122

199

134

660

176

May.

345

162

147

147

147

134

122

199

230

193

176

147

June.

176

162

660

1,170

460

345

295

250

250

210

210

210

176

210

Day.

16..........

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25 ..........

26..........

27..........

28..........

29.. . .......

30..........

31..........

Jan.

162

193

162

193

122

122

111

111

100

100

100

100

100

90

111

111

Feb.

295

210

176

400

210

176

272

460

520

320

272

210

193

Mar.

210

193

176

162

162

147

134

147

134

460

210

193

176

162

147

134

Apr.

147

134

134

134

134

122

122

210

134

122

122

122

111

111

111

May.

147

122

122

122

1,260

590

590

320

272

250

230

210

193

176

162

176

June.

210

210

193

176

176

162

176

162

162

176

162

147

 176

193

193

NOTE. These discharges are based on a rating curve that is well defined between discharges 32 and 250 

second-feet.

Monthly discharge of Davidson River near Davidson River, N. C.,for 1909. 

[Drainage area, 41 square miles.]

Month.

February ...............

March ............................ ...

June .........................

Discharge in second-feet.

Maximum.

272 

520 

460 

660 

1,260 

1,170

Minimum.

90 

79 

134 

111 

122 

147

Mean.

124 

204 

188 

149 

275 

257

Per 

square 

mile.

3.02 

4.98 

4.59 

3.63 

6.71 

6.27

Run-off 

(depth in 

inches on 

drainage 

area).

3.48 

5.19 

5.29 

4.05 

7.74 

7.00

Accuracy.

A. 

A. 

A. 

A. 

A. 

A.

NORTH FORK OF MILLS RIVER AT PINKBED, N. C.

This station is located at the wagon bridge in the village of Pinkbed and is 1 mile above the junction of North and South forks. It 

was established May 18, 1904, and was originally maintained in cooperation with the Biltmore estate, in whose forest reserves the drainage 

area lies. The station was discontinued June 30, 1909. The data 

obtained are useful for water power estimates and for general run-off 

studies, including those of the larger rivers below. The gage is a 

vertical staff spiked to the log crib on the high bank at the upstream 

side of the bridge. The North Fork of Mills River is a small stream, 

with very swift current at most places. At the station the stream 

flows over a relatively rough bed of loose rock, and at ordinary stage 

the water is shallow. The conditions are, therefore, not favorable for 

accurate measurements or a constant rating curve.

The following discharge measurement was made by E. H. Swett:

June 15, 1909: Width, 39 feet; area, 52 square feet; gage height, 1.65 feet; discharge, 140 second-feet.
OHIO RIVER BASIN. 135

Daily gage height, in feet, of North Fork of Mills River at Pinkbed, N. C.,for 1909. ' 

[R. K. Whitaker, observer.]

Day.

1. .........

2..........

3..........

5..........

6..........

7..........

8..........

9..........

10..........

11..........

12..........

13.......... 

14..........

15..........

Jan.

1.1

1.1

1.1

1.1

1.6

1 3

1.2

1.2

1.15

1 1 ^

1.1

1.1

1.1 

1.15

1.15

Feb.

1.1

1.05

1.0

1.0

1.0

1.1

1.05

1.05

1.05

1.55

1.4

1.25

1.2 

1.2

1.35

Mar.

1.4

1.4

1.35

1.3

1.3

1.35

1.3

1 q

1.6

1.5

1.45

1.55 

1.55

1.5

 Apr.

1.45

1.4

1.4

1.3

i 9*;

1.35

1.3

1 Q

1.25

1.25

1.2

1.9 

1.55

1.45

May.

1.6

1.4

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.85

1.6

1.5 

1.45

1.4

June.

1.4

1.35

1.9

Q 1

2.1

1 9

1.75

1.6

1.6

1.5

1.5 

1.45

1.6

Day.

16..........

17..........

18..........

19

20..........

21..........

22..........

23..........

24..........

25 ..........

26..........

27..........

28.......... 

29..........

30..........

31..........

Jan.

1.35

1.4

1.3

1.25

1.2

1.2

1.15

1.15

1.15

1.1

1.1

1.1

1.1

1.15

1.1

1.1

Feb.

1.6

1.4

1.3

1.5

1.45

1.45

1.3

1.8

2.0

1.8

1.6

1.55

1.5

Mar.

1.45

1.4

1.35

1.3

1.4

1.3

1.35

1.3

1.3

2.0

1.75

1.55

1.8 

1.6

1.5

1.5

Apr.

1.35

1.35

1.3

1.3

1.25

1.2.

1.2

1.35

1.25

1.25

1.2

1.2

1.2 

1.15

1.15

May.

1.35

1.3

1.3

1.3

1.7

2.1

1.75

1.7

1.6

1.55

1.5

1.5

1.45 

1.4

1.4

1.4

June.

1.6

1.75

1.6

1.5

1.5

1.45

1.45

1.55

1.55

1.5

1.4

1.4

1.4 

1.6

1.6

Daily discharge, in second-feet, of North Fork of Mills River at Pinkbed, N. C., for 1909.

Day.

1. .........

3...--.....

4. .........

5..........

6..........

7..........

9..........

10..........

li..........

12..........

14..........

15..........

Jan.

69

69

69

flQ

l^ft

96

82

00

76

76

69

69

69

76

76

Feb.

69

63

57

C7

57

69

63

63

63.

140

112

89

82

82

Mar.

112

112

104

96

96

112

104

96

150

130

121

1 df\

140

130

Apr.

121

112

104

Qfi

89

104

96

89

89

82

140

121

May.

150

112

96

82

82

82

82

CO

82

479

206

150

130

121

112

June.

112

104

218

270

218

182

i p;n

150

150

150

130

130

121

Day.

16..........

17..........

18..........

19

20..........

21 ..........

22..........

24..........

25..........

26..........

27. .........

28..........

29..........

30..........

31..........

Jan.

104

112

96

89

82

82

76

76

76

69

69

69

69

76

69

69

Feb.

150

112

96

130

121

121

96

1QA

243

194

150

140

130

Mar.

121

112

104

96

112

96

104

96

96

243

182

140

194

150

130

130

Apr.

104

104

96

96

89

82

82

104

89

89

82

82

82

76

76

May.

104

96

96

96

171

270

182

171

150

140

130

130

121

112

112

112

June.

150

182

150

130

130

121

121

14J1

140

130

112

112

112

150

150

NOTE. These discharges are based on a rating table that is not well denned.

Monthly discharge of North Fork of Mills River at Pinkbed, N. C.,for 1909. 

[Drainage area, 24 square miles.]

Month.

Discharge in second-feet.

Maximum.

150 

243 

243 

218 

479 

611

Minimum.

69 

57 

96 

76 

82 

104

Mean.

80.0 

109 

124 

100 

137 

163

Per

square 

mile.

3.33 

4.54 

5.17 

4.17 

5.71 

6.79

Run-off 

(depth in 

inches on 

drainage 

area).

3.84 

4.73 

5.96 

4.65 

6.58 

7.58

Accuracy.

C. 

B. 

B. 

B. 

B. 

B.
X .

136 SURFACE WATER SUPPLY, 1909, PART III.

SOUTH FORK OF MILLS EIVEE NEAR SITTON, N. C.

This station, which is located at a footbridge about 1 mile below 

Sitton's mill, Sitton, N. C., and 1 mile above the junction of North 

and South Forks, was established May 18, 1904, for the purpose of 

obtaining general run-off data, and, like the station on North Fork 

of Mills River, was originally maintained in cooperation with the* 

Biltmore estate. The station was discontinued June 30, 1909.

The current is sluggish at low-water stage, becoming very swift at 

time of floods.

The vertical gage attached to a tree on the right bank, about 40 

feet above the bridge, has gone down with its support about twotenths of a foot. The gage heights have been corrected accordingly 

in order to reduce them to the original datum, but the gage has not 

been changed.

Discharge measurements of South Fork of Mills River near Sitton, N. C., in 1909.

Date.

Do.........

Hydrographer.

E. H. Swett ........................................

.....do..............................................

Width.

Feet. 

53

53

. Area of 

section. .

Sq. feet. 

125

124

Gage 

height.

Feet. 

2.00

2.00

Discharge.

Sec.-ft. 

268

269

Daily gage height, in/eet, of South Fork of Mills River near Sitton, N. C.,for 1909.

[W. E. Field, observer.]

Day.

1. ......... 

2..........

3..........

4..........

5..........

6. .........

7. ......... 

8..........

9. .........

10..........

11..........

12..........

13..........

14..........

15..........

Jan.

1.35 

1.3

1.3

1.3

2.0

1.6

1.5 

1.45

1.4

1.35

1.35

1.3

1.3

1.4

1.35

Feb.

1.4 

1.3

1.3

1.2

1.2

1.45

1.05 

1.2

1.2

2.1

1.6

1.5

1.45

1.4

1.4

Mar.

1.65 

1.65

1.6

1.55

1.5

1.55

1.55 

1.5

1.5

2.0

1.7

1.7

1.8

1.8

1.7

Apr.

1.65 

1.6

1.55

1.5

1 AK

1.45

1.45

1.4

1.35

2.0

1.8

1.65

May.

2.5 

1.7

1.55

1 K

1.5

1 45

1.4

1.35

3.2

1.95

1.8

1.65

1.6

June.

1.65

1 K

2.9

2.2

2.05 

1 9

2.7

2

1 K

1 9

1.8

1.8

2.0

2.5

Day.

16.......... 

17..........

18..........

19

20..........

21..........

22.......... 

23..........

24. .........

25..........

26..........

27..........

28..........

29..........

30

31..........

Jan.

1.55 

1.8

1.6

1.5

1.45

1.45

1.4 

1.4

1.35

1.35

1.3

1.3

1.25

1.3

1.3

1.25

Feb.

1.9 

1.7

1.6

1.6

1.75

1.6

1.75 

2.3

2.5

2.3

2.0

2.3

1.75

Mar.

1.65 

1.6

1.55

1.5

1.55

1.5

1.5 

1 45

1.4

2.0

1.75

9 n

1.85

1.75

1.7

Apr.

1.55 

1.5

1.45

1.45

1.4

1.4

1.4

1.4

1.35

1.35

1.35

1.35

1.35

1.6

May.

1.5 

1.45

1.4

1.4

2.0

2.S

2.3

2.2

1.95

1 S

1.75

1.7

1.65

1.6

1.55

1.6

June.

2.05 

2.0

1.85

1.75

1.7

1.6

1.8 

1.7

1.6

1.6

1.6

1.55

2.3

1.95

9 n
Mi. A lamb.

OHIO BIVEB BASIN. 137

Daily discharge, in second-feet, of South Fork of Mills River near Sitton, N. C.,for 1909.

Day. .

1. .........

2.........

3..........

4..........

5..........

6..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15 ..........

Jan.

115

105

105

265

168

146

136

125

115

115

105

105

125

115

Feb.

125

105

105

86

86

136

60

86

86

295

168

146

136

125

125

Mar.

180

180

168

157

146

157

157

146

146

265

191

191

215

215

191

Apr.

180

168

157

146

146

136

136

125

136

125

125

115

265

215

180

May.

415

191

157

146

146

136

125

125

115

660

252

215

180

168

157

June.

180

146

550

1,250

462

325

280

240

480

310

240

215

215

265

415

Day.

16..........

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31..........

Jan.

157

215

168

146

136

136

125

125

115

115

105

105

96

105

105

96

Feb.

240

. 191

168

168

203

168

203

355

415

356

265

355

203

Mar.

180

168

157

146

157

146

146

136

125

430

265

203

265

228

203

191

Apr.

157

146

136

136

125

125

125

146

125

115

115

115

115

115

168

May.

146

136

125

125

265

515

355

325

252

215

203

191

180

168

157

168

June.

280

265

228

203

191

168

215

191

168

168

168

157

355

252

265

NOTE. These discharges are based on a rating curve that is fairly well denned, between 35 and 420 

second-feet.

Monthly discharge of South Fork of Mills River near Sitton, N. C.,for 1909. 

[Drainage area, 40.5 square miles.]

Month.

April.....................................

Discharge in second-feet.

Maximum.

265 

415 

430 

265 

660 

1,250

Minimum,

96 

86 

125 

115 

115 

146

Mean.

129 

184 

189 

144 

217 

295

Per 

square 

mile.

3.19 

4.54 

4.67 

3.56 

5.36 

7.28

Run-off 

(depth in 

inches on 

drainage 

area).

3.68 

4.73 

5.38 

3.97 

6.18 

8.12

Accuracy.

B. 

B. 

B. 

B. 

B. 

B.

SWANNANOA RIVER AT SWANNANOA, N. C.

This station, which is located at the iron highway bridge onefourth mile from the railroad station at Swannanoa, was established 

May 28, 1907, in connection with the special investigations of water 

resources in the Appalachian Mountains. The station is about 2 

miles below the North Fork of the river and an equal distance above 

Beetree Creek.

The discharge measurements have been made from the highway 

bridge where the bank, river bed, current, and other conditions are 

fairly good.

The vertical staff gage is in two sections, the low-water section1 

being spiked to a birch tree on the right bank 50 feet above the 

bridge. The upper section is lagged to a pile foundation on the right 

bank about 5 feet below the bridge.

The station was discontinued June 30, 1909.

The following discharge measurement was made by E. H. Swett:

June 11, 1909: Width, 60 feet; area, 179 square feet; gage height, 2.49 feet; discharge, 279 second-feet.
138 SURFACE WATER SUPPLY, 1909, PART in.

Daily gage height, in feet, of Swannanoa River at Swannanoa, N. C.,for 1909. 

[W. D. Patton and J. H. Porter, observers.]

Day.

1..........

2..........

3. .........

4..........

5. .........

6..........

7. .........

8..........

g

10..........

11..........

12..........

13..........

14..........

15..........

Jan.

2.1

2.0

2.0

2.1

2.1

2.7

2.5

2.3

2.1

2.1

2.1

2.1

2.1

2.0

2.0

Feb.

1.9

1.9

1.8

1.8

1.8

1.9

1 9

1.8

2.0

1.9

1.9

1.9

1.9

1 9

1.9

Mar.

2.2

2.3

2.3

2.2

2.2

2.6

2.6

2.5

2.5

3.4

2.6

2.5

3.7

3 9

3.7

Apr.

2.6

2.4

2.4

2.3

2.3

2.2

2.2

2.2

2.2

2.2

2.1

2.1

2.8

9 f.

2.3

May.

3.2

2.8

2.5

2.3

2.3

2.3

2.1

2.1

2.1

5.8

3.0

2.6

2.5

2.4

2.2

June.

2.8

2.5

2.9

6.0

3.4

3.2

2.8

2.7

2 9

2.7

2.5

2.4

3.2

2.9

2.9

Day.

16..........

17..........

18..........

13..........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30.......... 

31..........

Jan.

- 2.2

2.2

2.1

2.1

2.0

2.0

2.0

2.0

2.0

1.9

1.9

1.9

1.9

1.9

1.9 

1.9

Feb.

2.5

2.0

2.0

2.2

2.3

2.2

2.6

2.7

2.9

2.8

2.7

2.5

2.3

Mar.

3.5

3.4

3.3

3.2

3.2

3.3

3.2

3.2

3.1

4.0

2.8

2.6

3.5

2.9

2.7 

2.6

Apr.

2.3

2.2

2.1

2.1

2.1

2.0

2.0

2.1

2.0

2.0

2.0

1.9

1.9

1.9

1.9

May.

2.2

2.2

2.2

2.1

5.9

5.6

3.8

3.5

3.0

2.8

2.9

2.5

2.5

2.5

2.5 

2.5

June.

2.8

2.9

2.7

2.5

2.4

2.4

2.4

2.4

 2.3

2.2

2.2

2.2

2.3

2.3

2.5

Daily discharge, in second-feet, of Swannanoa River at Swannanoa, N. C.,for 1909.

Day.

1. .........

2..........

3..........

4..........

6..........

8..........

9..........

10..........

11..........

12..........

13..........

14..........

15..........

Jan.

162

140

162

162

214

162

162

162

162

162

140

Feb.

120

120

102

102

120

120

102

140

120

120

120

120

120

120

Mar.

186

214

214

186

186

280

280

280

Apr.

246

246

214

214

186

186

186

186

186

162

162

280

214

May.

214

214

214

162

162

162

280

246

186

June.

280

280

246

Day.

16..........

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31 ..........

Jan.

186

186

162

162

140

140

140

120

120

120

120

120

120

120

Feb.

280

140

186

214

186

280

214

Mar. Apr.

214

186

162

162

162

140

140

162

140

140

120

120

120

120

May.

186

186

186

162

280

280

280 280

280

June.

280

246

246

246

246

214

186

186

186

214

214

280

NOTE. These discharges are based on a rating curve that is well defined between 30 and 280 secondfeet. The high-water portion of the curve has not been developed. Discharges for all missing days, January to June, are above 280 second-feet.

PIGEON RIVER AT CANTON, N. C.

This station, which is located at the wagon bridge about 1,000 feet 

above the railroad bridge of the Southern Railway at Canton, N. C., 

was established May 25, 1907, in cooperation with the Forest Service, 

for the purpose of studying the water resources of the southern 

Appalachian Mountains.

The vertical staff gage is attached to a post on the left bank about 

50 feet above the bridge.

Discharge measurements have been made from the single-span 

highway bridge, where the flow is confined between the bridge abutments. The current is rather sluggish and at low stages is possibly 

affected by a low dam about one-fourth of a mile below.
OHIO RIVER BASIN. 139

The station was discontinued June 30, 1909.

The following discharge measurement was made by M. R. Hall:

April 17, 1909: Width, 130 feet; area, 405 square feet; gage height, 3.67 feet; discharge, 492 second-feet.

Daily gage height, in feet, of Pigeon River at Canton, N. C.,for 1909. 

[J. D. Holtsclaw, observer.]

Day.

1..........

2..........

3.......... 

4.......... 

5...1.......

6.......... 

7..........

8..........

9

10..........

n. .........

12..........

1O

14.......... 

15..........

Jan.

3.4

3.4

3.4 

3.55 

4.3

4.2 

3.9

3.6

3.4

3.4

3.4 

3.4

3 A

3.5 

3.6

Feb.

3.2

3.2

3.1 

3.1 

3.1

3.3 

3.3

3.2

3.35

5.0

4.7 

4.2

3.8

3.6 

4.7

Mar.

3.9

3.8

3.75 

3.7 

3.8

3.95 

3.8

3.8

6.0

5.9

5.8 

5.4

5.1

4.4 

4.3

Apr.

3.95

3.85

3.75 

3.7 

3.6

3.6 

3.5

3.5

3.4

3.4

3.35 

3.3

3.7

3.7 

3.6

May.

4.6

3.9

3.8 

3.75

3.7

3.6 

3.5

3.5

3.4

3.4

3.4 

3.35

3.3

3.3 

3.3

June.

3.6

3.7

5.2 

7.4 

6.4

4.4 

4.3

4.2

4.2

4.4

4.2 

3.95

3.8

3.7 

3.7

Day.

16..........

17..........

18.......... 

19.......... 

20..........

21.......... 

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29.......... 

30.......... 

31..........

Jan.

4.0

3.85

3.75 

3.6 

3.35

3.4 

3.4

3.4

3.3

3.3

3.3 

3.3

3.2

3.2 

3.2 

3.2

Feb.

4.8

4.4

4.2 

4.8 

4.2

4.0 

4.4

4.6

4.8

4.4

4.2 

4.0

3.95

Mar.

4.2

4.0

3.95 

3.85 

3.75

3.7 

3.8

3.7

3.6

5.5

4.5 

4.2

4.6

4.3 

4.2 

4.1

Apr.

3.6

3.6

3.55 

3.5 

3.4

3.35 

3.35

3.4

3.4

3.35

3.3 

3.35

3.4

3.4 

3.45

May.

3.5

3.45

3.4 

3.4 

5.0

5.8 

5.5

4.5

4.2

4.0

3.95 

3.85

3.8

3.7 

3.7 

3.6

June.

3.6

3.6

3.5 

3.5 

3.5

3.4 

3.4

3.3

3.4

3.3

3.35 

3.4

3.4

3.4 

3.4

Daily discharge, in second-feet, of Pigeon River at Canton, N. C.,for 1909.

Day.

1..........

2..........

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10..........

n. .........

12..........

13..........

14..........

15..........

Jan.

376

376

376

438

592

460

376

376

376

376

417

4fin

Feb.

300

300

265

265

265

337

337

300

356

548

460

Mar.

592

548

526

504

548

614

548

548

Apr.

614

570

526

504

460

460

417

417

376

376

356

337

504

504

460

May.

592

548

526

504

460

417

417

376

376

376

356

337

337

337

June.

460

504

614

548

504

504

Day.

16..........

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31..........

Jan.

636

570

526

460

356

376

376

376

337

337

337

337

300

300

300

300

Feb.

636

(36

614

Mar.

636

614

570

526

504

548

504

460

Apr.

460

460

438

417

376

356

356

376

376

356

337

356

376

376

396

May.

417

396

376

376

636

614

570

548

504

504

460

June.

460

460

417

417

417

376

376

337

376

337

356

376

376

376

376

NOTE. These discharges are based on a rating curve that is well defined between discharges 110 and 640 

second-feet. The high-water portion of the curve has not been developed. Discharges for all missing 

days from January to June are above 640 second-feet.

PIGEON RIVER AT NEWPORT, TENN.

This station is located at the highway bridge in the eastern part 

of Newport, 1 mile from the railroad station, and 300 feet above the 

railroad bridge of the Southern Railway.

The station was originally established September 4, 1900, but as 

the wire gage was damaged a number of times the records were not 

continuous until after December 14, 1902. The station was discon-
140 SURFACE WATEE SUPPLY, 1909, PART III.

tinued on December 31, 1905, but on December 1, 1906, the United 

States Weather Bureau began reading the gage and since that time 

has furnished the gage .heights to the United States Geological Survey. The chain gage installed April 30, 1903, by the United States 

Geological Survey is the one now used by the Weather Bureau, and 

the datum has remained the same.

The section at the station is rather poor for discharge measurements, and a water power on the river 1 mile below the station would 

possibly affect the low-water flow in case the pond should be considerably lowered.

The following discharge measurement was made by W. A. Lamb:

March 15, 1909: Width, 135 feet; area, 1,310 square feet; gage height, 3.59 feet; 

discharge, 3,490 second-feet.

Daily gage height, in feet, of Pigeon River at Newport, Tenn.,for 1909.

Day.

1. ..............

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.

2.3

2.1

2.1

2.1

2.5

2.8

2.5

2.4

2.3

2.2

2.1

2.1

2.0

2.1

2.2

3.6

3.4

2.6

2.3

2.2

2.1

2.0

2.0

1.9

1.9

1.9

2.3

2 1

1.9

1.9

1.7

Feb.

1.6

1.5

1.7

1.7

1.6

3.0

2.3

2.0

1.9

6.1

3.8

3.0

2.6

2.5

2.4

6.0

3.5

2.8

2.5

3.3

2.8

3.0

4.3

3.9

4.1

3.4

3.1

2.8

Mar.

2.6

2.6

2.5

2.8

2.6

2.5

3.8

3.1

3.0

6.6

40

3.3

3.0

4.3

3.8

3.3

3.0

2.8

2.7

3.2

3.8

3.5

2.9

2.7

3.6

3.8

3.2

6.3

4.6

3.6

3.2

Apr.

3.0

2.8

2.7

2.6

2.5

2.4

2.5

2.4

2.4

2.3

2.2

2.1

2.1

3.2

2.4

2.2

2.2

2.1

2.0

2.0

2.0

1.9

2.0

2.4

2.0

2.0

2.0

2.0

1.9

1.9

May.

6.0

3.8

3.0

2.7

2.6

2.4

2.3

2.2

2.2

2.4

2.9

2.5

2.3

2.2

2.2

2.1

2.1

2.0

2.0

2.0

4.2

3.6

3.9

3.2

2.9

2.7

2.7

2.5

2.3

2.2

2.6

June.

2.6

2.2

2.6

7.8

4.5

3.6

3.1

2.8

2.9

2.6

2.5

2.4

2.5

2.7

2.8

2.5

2.8

2.6

2.3

2.2

2.1

2.2

2.1

2.3

2.4

2.2

2.4

2.6

2.3

2.5

July.

2.3

2.8

2.2

2.4

2.0

1.9

3.0

4.8

4.4

3.3

2.8

2.6

2.4

2.9

2.4

2.2

2.2

2.0

2.0

1.9

1.8

1.8

. 2.2

2.2

1.9

1.8

1.9

2.0

1.9

1.8

2.0

Aug.

2.0

1.9

3.0

2.9

2.5

2.5

2.3

2.0

1.9

1.9

1.8

1.8

1.9

2.5

1.9

4.1

3.8

2.6

2.3

2.1

2.0

1.9

1.8

1.7

1.7

1.7

1.6

1.6

1.6

1.7

1.8

Sept.

1.7

1.5

1.5

1.4

1.4

1.5

1.4

1.4

1.4

1.5

1.7

1.6

1.4

1.4

1.4

1.4

1.7

1.6

1.5

1.5

1.4

1.4

1.4

2.7

2.0

1.8

1.7

1.6

1.5

1.5

Oct.

1.5

1.5

1.4

1.4

1.4

1.4

1.4

1.3

1.3

1.3

1.7

2.2

1.5

1.4

3.0

2.3

1.9

1.8

1.6

1.5

1.5

1.5

1.4

1.4

1.3

1.4

1.4

1.4

1.4

1.4

1.3

Nov.

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.2

1.2

1.2

1.2T

1.2

1.2

1.3

1.3

1.3

1.2

1.1

1.1

1.1

1.1

i.i

1.1

1.1

1.1

1.1

Dec.

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.9

1.7

1.6

1.4

1.4

1.4

3.1

2.2

1.9

1.8

1.7

1.6

1.6

1.6

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.8

1.9

(0)

o Frozen.
OHIO EIVEE BASIN. 141 

Daily discharge, in second-feet, of Pigeon River at Newport, Tenn.,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.

1,590

1,340

1,340

1,340

1 860

2,290

1,860

1,720

1,590

1,460

1,340

1,340

1,220

1,340

1,460

3,640

3,280

2,000

1,590

1,460

1,340

1,220

1,220

1,110

1,110

1,110

1,590

1,340

1,110

1,110

910

Feb.

820

740

910

910

820

2,600

1,590

1,110

8 630

4,020

2,600

2,000

1,860

1,720

8,420

3,460

9 9Qfi

1,860

3,100

2,290

2 600

4 970

4,210

4,590

3,280

2,760

9 9Qfi

Mar.

2,000

2,000

1,860

2,290

2/000

1,860

4,020

2,760

2,600

9,690

4,400

3,100

2,600.

4,970

4,020

3,100

2,600

2,290

2,140

2,930

4,020

3,460

2,440

2,140

3 fi4n

4,020

2,930

9 AC A

3,640

2,930

Apr.

2,600

2,290

2,140

2

f\()f)

1,860

1,720

1,860

1,720

1,720

1,590

1,460

1,340

1,340

2,930

1,720

1,460

1,460

T,340

1,220

1,220

1,220

1,110

1,220

1,720

1,220

1,220

1,110

1,110

May.

8,420

4,020

2,600

2,140

2,000

1,720

1,590

1,460

1,460

1,720

 2,440

1,860

1,590

1,460

1,460

1,340

1,340

1,220

1,220

1,220

4,780

3,640

4,210

2,930

9 Mt\

2,140

2,140

1 860

1,590

1,460

2,000

June.

2,000

1,460

2,000

5,370

3,640

2,760

2,290

2,440

2,000

1,860

1,720

1,860

2,140

2,290

1,860

2,290

1,590

1,460

1,340

1,460

1,340

1,590

1,720

1,460

1,720

2,000

1,590

1,860

July.

1,590

2,290

1,460

1,220

1,110

2,600

5,170

3,100

2,290

2,000

1,720

2,440

1,720

1,460

1,460

1,220

1,220

1,110

1,010

1,010

1,460

1,460

1,110

1,010

1,110

1,220

1,110

1,010

1,220

Aug.

1,220

1,110

2,600

9 440

1,860

1,860

1,590

1,220

1,110

1,110

1,010

1,010

1,110

1,860

1,110

4,590

4,020

2,000

1,590

1,340

1,220

1,110

1,010

910

910

910

820

820

820

910

1,010

Sept.

910

740

740

665

665

740

665

665

665

740

910

820

665

665

665

665

910

820

740

740

665

665

665

2,140

1,220

1,010

910

820

740

740

Oct.

"740

740

665

665

665

665

665

595

595

595

910

1,460

740

665

2,600

1,590

1,110

1,010

820

740

740

740

665

665

595

665

665

665

665

665

595

Nov.

595

595

595

595

595

595

595

595

595

595

595

525

525

525

525

525

525

595

595

595

525

460

460

460

460

460

460

460

460

460

Dec.

460

460

460

460

460

460

460

1,110

910

820

665

665

665

2,760

Iy460

i,aio

1,010

910

820

820

-, 820

665

665

665

665

665

665

665

1,010

1,110

ol.OOO

a Estimated.

NOTE. These discharges are based on a rating curve that is fairly well denned between 820 and 5,400 

second-feet.

Monthly discharge of Pigeon River at Newport, Tenn.,for 1909. 

[Drainage area, 655 square miles.]

Month.

May.......................................

July.......................................

Drainage in second-feet.

Maximum.

3,640 

8,630 

9,050 

2,930 

8,420 

12,300 

5,970 

4,590 

2,140 

2,600 

595 

2,760

12,300

Minimum.

910 

740 

1,860 

1,110 

1,220 

1,340 

1,010 

820 

665 

595 

460 

460

460

Mean.

1,560 

2,770 

3,450 

1,580 

2,310 

2,380 

1,790 

1,490 

812 

825 

538 

824.

1,690

Per

square 

mile.

2.38 

4.23 

5.27 

2.41 

3.53 

3.63 

2.73 

2.27 

1.24 

1.26 

.821 

1.26

2.59

Run-oft 

(depth 

In inches 

on drainage area).

2.74 

4.40 

6.08 

2.69 

' 4.07 

4.05 

3.15 

2.62 

1.38 

1.45 

.92 

1.45

35. OJ

Accuracy.

B. 

B.

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

C. 

C.
142 - SURFACE WATER SUPPLY, 1909, PART III.

HOLSTON RIVER DRAINAGE BASIN. 

DESCRIPTION.

Holston River rises in Wythe and Bland counties, Va., partly in 

the western border of the Appalachian Mountains and partly in the 

plateau region of the Appalachian Valley, in three forks known as the 

North,. Middle, and South forks. These forks flow almost parallel 

and rather close together in a southwesterly direction conforming 

with the long ridges and valleys characteristic of the drainage basin, 

and continue in the same general direction and entirely in the Appalachian Valley until they have united and the main stream has joined 

the French Broad to form the Tennessee.

Although it contains m'any steep and rocky mountainous ridges, 

the valley portion of the Holston basin is mainly an agricultural region, 

a large part of its area being cleared and under cultivation. The 

valley parallels the western mountain border and the tributaries 

from that side are mountain streams, some of them descending from 

great heights.

Watauga River, a large and important tributary, heads with the 

Catawba on Grandfather Mountain in the Blue Ridge and, like French 

Broad and Little Tennessee rivers, cuts entirely across the Appalachian Mountains. It is the uppermost of the Tennessee River 

tributaries to occupy the entire width of the Appalachian summit. 

The mountains in its basin are high and rugged and are mostly forest 

covered.

The average annual rainfall in the Holston River basin is about 

45 inches.

SOUTH FORK OF HOLSTON RIVER NEAR CHILHOWIE, VA.

This station, which is located 4J miles south of Chilhowie, just 

above the mouth of Grose Creek and 2 miles below St. Clair Creek, was 

established June 10, 1907, to obtain data for use in determining the 

water resources of the southern Appalachian Mountains, also for 

supplying run-off data on the upper Holston drainage where no stream 

gaging work had previously been done.

It is probable that the operation of mills above has some influence 

on the flow, especially at low stages. The station was discontinued 

.December 31, 1909.

The vertical staff gage is spiked to -an oak on the left bank, about 

100 feet below the bridge.

Discharge measurements have been made from a suspension footbridge where the current is good ordinarily, but rather sluggish at low 

stage.
OHIO EIVEE BASIN. 143

Discharge measurements of South Fork ofHolston River near Chilhowie, Fa., in 1909.

Date.

Do........:

Hydrographer.

W. A. Lamb. ......................................

E. H. Swett. .......................................

.....do.....:........................................

Width.

Feet.

77

74

74

Area of 

section.

Sq.ft. 

232

173

170

Gage 

height.

feet. 

1.06

.49

.40

Discharge.

Sec.-ft. 

188

51

40

Daily gage height, in feet, of South Fork of Holston River near Chilhowie, Va.,for 1909.

[P. Cole, observer.]

Day.

1...... .........

2...............

3...............

4...............

5. ..............

6...............

7...............

8...............

9...............

10. ..............

11...............

12

13...............

14...............

15...............

16...............

17...............

18...............

19... ............

20. ..............

21...............

22...............

23...............

24...............

25. ..............

26. ..............

27...............

28. ..............

29...............

30. ..............

31...............

Jan.

1.7

1.5

1.3

1.2

1.4

1.7

1.5

1.3

 1.2

1.1

1.0

.9

.9

.9

.9

1.3

1.3

1.2

1.2

1.1

1.0

1.0

g

.9

1.0

1.1

1.1

1.0

1.0

g

Feb.

0.8

.8

.8

.8

.8

.8

.9

9

2.4

1.9

1.5

1 *?

1.1

1.3 1 ?

1.2

1.2

1.2

1.2

1.3

1.6

1.4

1.3

1.2

Mar.

1.1

1.1

1.0

1.1

1.0

1.1

1.6

1.4

1.3

1.4

1.4

1.3

1.2

1.4

1.5

1.4

1.3

1.2

1.1

1.0

1.2

1.0

1.0

1.0

1.2

1.5

1.4

2.1

2.1

1.7

1.5

Apr.

1.3

1.2

1.2

1.1

1.0

1.0

1.0

9

.9

.9

.9

.8

.8

1.2

1.2

1.1

1.0

.9

.9

9

.9

.9

 .9

9

.9

.9

.8

.9

.8

.8

May.

1.8

1.8

1.5

1.3

1.2

1.1

1.0

.9

.9

1.2

1.3

1.2

1.1

1.0

.9

.9

.9

.8

.8

.8

1.2

1.5

1.2

1.1

1.0

.9

.9

.8

.8

.7

.7

June.

0.7

.7

.8

1.3

.9

.8

1.0

1.1

1.0

9

9

.9

.8

1.2

1.0

1.1

1.0

9

.8

.8

.7

.8

.7

.7

.7

.8

.8

.8

July.

0.8

.8

.7

.7

.7

.7

.9

1.5

1.2

1.0

.9

.8

9

1.3

1.1

.9

.9

.8

.8

.7

.7

.7

.7

.6

.6

.6

.6

.6

.6

.7

.6

Aug.

.7

.6

.6

.6

.6

.6

.6

.5

.5

.5

.5

.6

.7

.7

.8

.7

.6

.5

.5

.5

.5

.5

.5

.5

.5

.5

Sept.

.4

.5

.5

.4

.4

.5

.4

.5

.4

.5

.4

.4

.4

.4

.6

.5

.4

.4

.4

.4

.4

.4

.5

.5

.4

.4

.4

.4

.4

Oct.

0 4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.5

.8

.4

.4

.6

.6

.5

.5

.5

.5

.5

.5

.4

.5

.5

.5

.5

.5

.5

.4

.4

Nov.

0.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

A

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

Dec.

0.4

.4

.4

.4

.4

.4

.4

.5

.5

.4

.4

.4

.5

.7

.6

.6

.5

.5

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4
144 SURFACE WATER SUPPLY, 1909, PAET III.

Daily discharge, in second-feet, of South Fork ofHolston River near Chilhowie, Va. ,for 1909.

Day.

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

585

430

300

360

585

430

300

250

210

1 7%

175

145

145

145

145

Ofift

300

250

250

210

175

175

145

145

175

210

175

175

145

Feb.

120

120

120

120

120

145

120

1 d^

145

1 260

760

430

300

250

210

300

300

250

250

250

250

250

300

360

505

360

300

250

Mar.

210

210

175

210

175

210

505

360

300

360

360

9AA

250

360

430

360

300

250

210

175

250

175

175

175

250

430

360

945

585

430

Apr.

9AA

9^O

250

01 A

175

175

175

145

145

145

145

120

120

250

250

210

175

145

145

145

145

145

145

145

145

145

120

145

120

120

May.

670

670

430

9AA

250

210

175

145

145

9^0

9AA

OKA

210

175

145

145

145

120

120

120

250

430

250

 210

175

145

145

120

120

95

AC:

June.

95

95

120

210

300

210

145

120

175

210

175

145

145

145

120

250

175

210

175

145

120

120

95

120

95

95

95

120

120

120

July.

120

120

95

95

95

95

145

430

250

175

145

120

145

300

210

145

145

120

120

95

95

95

95

75

75

75

75

75

75

95

75

Aug

7C

95

75

75

75

55

75

75

75

55

55

55

55

55

75

95

95

120

95

75

75

55

55

55

55

55

55

55

55

55

55

Sept.

55

40

55

55

40

40

55

40

55

40

55

40

40

40

40

75

55

40

40

40

40

40

40

55

55

40

40

40

40

40

Oct.

40

40

40

40

40

40

40

40

40

40

55

120

40

40

75

75

55

55

55

55

55

55

40

55

55

55

55

55

55

40

40

Nov.

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

Dec.

40

40

40

40

40

40

40

55

55

4fi

40

dfl

55

95

75

75

55

55

40

40

40

40

40

40

40

40

40

40

40

40

40

NOTE. These discharges are based on a rating curve that is fairly well defined between 40 and 500 secondfeet.

Monthly discharge of South Fork of Holston River near Chilhowie, Va.,for 1909. 

[Drainage area, 108 square miles.]

Month.

April. ....................................

July......................................

Discharge in second-feet.

Maximum.

585 

1,260 

945 

300 

670 

300 

430 

120 

75 

120 

40 

95

1,260

Minimum.

145 

120 

175 

120 

95 

95 

75 

55 

40 

40 

40 

40

40

Mean.

247 

296 

336 

168 

226 

149 

131 

68.7 

45.7 

51.1 

40.0 

46.5

150

Per 

square 

mile.

2.29 

2.74 

3.11 

1.56 

2.09 

1.38 

1.21 

.636 

.423 

.473 

.370 

.431

1.39

Run-ofl 

(depth in 

inches on 

drainage 

area).

2.64 

2.85 

3.58 

1.74 

2.41 

1.54 

1.40 

.73 

.47 

.55 

.41 

.50

18.82

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

C. 

C.

c. 

c.

SOUTH FORK OF HOLSTON RIVER AT BLUFF CITY, TENN.

This station, which was originally established by the United States 

Weather Bureau, is located at the highway bridge at Bluff City, Tenn., 

about 300 feet below the bridge of the Virginia & Southwestern Railroad. It is about 10 miles above the mouth of Watauga River and 1
OHIO EIVEE BASIN. 145

mile below Indian Creek. The United States Geological Survey 

maintained gage heights from July 17, 1900, to December 31, 1904, 

but since that time the records have been furnished by the United 

States Weather Bureau.

The station is maintained for the purpose of obtaining run-off data 

for the Holston River drainage basin, and its record is the longest 

and best one available. The flow is not affected by artificial control, 

nor, unless for a few days during exceptional years, by ice.

The bed is rocky and very rough, and ledges above and below the 

bridge cause eddies and sudden variations in the velocity, making 

discharge measurements difficult. The rating curve, however, is 

fairly good and constant. The staff gage, which is attached to the 

downstream side of a bridge pier, has not been changed.

Discharge measurements of South Fork of Holston River at Bluff City, Tenn., in 1909.

Date.

March 18.......

Do.........

Hydrographer.

W. A. Lamb.......................................

E. H. Swett........................................

.....do..............................................

Width.

Feet. 

228

164

164

Area of 

section.

Sq.ft. 

795

384

377

Gage 

height.

Feet. 

2.50

.65

.65

Discharge.

Sec.-ft. 

1,880

473

428

Daily gage height, in feet, of South Fork of Holston River at Bluff City, Tenn., 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...............

01

Jan.

3.6

3.0

2.8

2.4 

2.3

3.6

3.0

2 7

* 2.3'

2.0

2.0

1.9

1.8

1.7

1.7

2.0

4.2

3.6 

2.4

2.8

2.4

2.2

2.0

1.9

1.8

1.9

2.3

2.1

2.0

1.9

Feb.

1.7

1.7

1.5

1.5 

1.5

1.9

1.9

1.9

1.8

4.0

4.9

3.4

2.9

2.4

2.4

3.3

3.3

2.9 

2.5

2.6

2.3

2.3

2.3

3.3

4.3

3.3

3.0

2.8

Mar.

2.4

2.3

2.4

2.3 

2.1

2.1

3.5

3.5

3.1

4.8

3.9

3.2

2.9

3.7

3.9

3.3

2.9

2.7 

2.4

2.2

2.1

2.6

2.4

2.0

2.5

3.6

3.0

4.4

5.4

4.0

3

0

Apr.

2

0

2.6

2.4

2.2 2n

2

f\

2.0

2.0

2.0

2.0

1.8

1.7

1.9

2.0

1 9

1.8

1.7 

1.7

1.6

1.7

1.8

2.2

2.0

1.8

1.8

1.7

1.6

1.5

May.

6.4

5.0

3 7

2.9 

2.6

2.0

1.8

1.9

2.4

3.4

2.6

2.3

2.2

1.8

1.7

1.6

1.5 

1.4

1.4

1.8

2.0

2.0

1.7

1.6

1.4

1.3

1.5

1.3

1 9

June.

1.1

1.0

1.1

2.7 

3.3

2 a

2.0

1.7

1.6

2.1

1.8

1 Q

1.8

2.5

2.1

2.0

1.7

2.2 

2.0

1.7

1.5

1.4

1 1

1.4

1.8

1.5

1.5

1.3

1.4

1.8

July.

2 3

2.0

1.8

1.7 

1.5

1.1

1.5

3.3

2.5

1.9

1.8

1.6

1.9

2.7

2.0

1.8

1.6

1.5 

1.3

1.1

1.0

1.0

1.1

1.0

Q

.9

.8

.8

.9

Aug.

1.6

1.2

1.9

1.2 

1.0

1.2

1.3

1.1

.9

.8

.7

.7

.6

.6

.9

1.7

1.0 

1.0

.8

.6

.5

.4

.4

.4

.3

.3

.3

Sept.

0

0

.3

.3

.3 

.5

.4

.4

.4

.5

.5

.4

.3

.3

.3

.2

.5

.7 

.4

.4

.3

.3

.4

.8

.8

.5

.3

.3

.3

.3

Oct.

0

0

.1

.1

.1

.2

.2

.2

.2

.2

.1

.3

.9

.8-.5

.8

1.0

.7

.6 

.4

.4

.3

.3

.3

.5

.6

.4

.4

.3

.3

.3 

.3

Nov.

0

0

.3

.2

.2 

.3

.3

.3

.3

.3

.3

.3

.3

.3

.1

.1

.2

.2

.2 

.2

.2

.2

.2

.2

.2

.2

.2

.3

.3

.2

.2

Dec.

0.3

.3

.2

.2 

2

.2

.2

.7

.8

.B

.3

.3

.5

.7

.6

.6

.5

.5 

.4

.4

.2

.0

.0

.0

.5

.8

.4

.6

.5

NOTE. River frozen January 31, December 30 and 31. 

67443° WSP 263 11 10
146 SURFACE WATER SUPPLY, 1909,, PART III.

Daily discharge, in second-feet, of South Fork of Holston River at Bluff City, Tenn.,for

1909.

Day.

2.._...._......

3...............

4...............

5...............

6...............

8...............

9

10...............

11...............

12...............

13.. . ............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

29...............

30...............

01

Jan.

2, 630

2,370

1,900

1,790

3,460

2, 630

2,250

1,790

1,480

1,480

1,380

1,280

1,190

1,480

4,390

1,90(L

2,37(f

1,900

1,680

1,480

1,380

1,280

1,380

1,580

1,480

1,380

1

OQA

Feb.

1 IQft

1,190

1,020

1,020

1,020

1,380

1,380

1,380

4,060

3,180

1 Qftft

3,040

2,010

2 13Q

1,790

1 790

1^790

3,040

A Z&ft

2,630

2,370

Mar.

1 Qftft

1,790

1.900

1,790

1,580

1.580

3,320

2,760

2,900

3,610

2,500

2 OCA

1,680

1,580

2 1 ^ft

1,480

2,630

4,730

6,580

3 ft4fi

Apr.

9 Q7n

2,130

1,900

1,680

1,480

1,480

1,480

1,480

1,480

1 280

1^190

1,190

1 380

1.280

1,190

1,100

1,190

1,190

1,280

1,680

1,480

1,280

1,190

1,020

May.

5,800

3,610

2,500

2,130

1,680

1,480

1,280

1,380

1,900

3,180

2,130

1,790

1,280

1,190

1,100

1,020

940

940

1,280

1,480

1,480

1,190

1,100

940

940

860

1,020

860

7QC

June.

71 ^

650

715

2,250

3,040

2,130

1,480

1,190

1,100

1,580

1,280

1,380

1,280

1,580

1,480

1,190

1,480

1,190

1,020

860

1,280

1,020

1,020

860

1,280

July.

1,790

1,480

1,280

1,190

1,020

715

1,020

3,040

2,010

1,380

1,280

1,100

1,380

2,250

1,480

1,280

1,100

1,020

860

715

715

650

650

715

650

590

590

530

530

590

590

Aug.

1,100

785

1,380

785

650

785

860

715

590

530

475

475

475

420

420

590

1,190

650

650

530

475

420

370

370

325

325

325

285

285

285

285

Sept.

285

285

285

285

370

325

325

325

325

370

370

325

285

285

285

245

370

475

325

325

285

285

325

530

530

370

285

285

285

285

Oct.

245

212

212

212

245

245

. 245

245

246

212

285

590

530

370

530

650

475

420

325

325

285

285

285

370

420

325

325

285

285

285

Nov.

285

285

" 245

245

285

285

285

285

285

285

285

285

285

212

212

245

245

245

245

245

245

245

245

245

245

245

285

285

245

245

Dec.

285

285

245

245

245

245

245

475

530

370

285

285

370

475

420

420

370

370

325

325

245

185

185

185

370

530

325

420

370

300

300

NOTE. The above daily discharges are based on a rating curve that is fairly well defined below 3,300 

second-feet. 

The discharges for January 31, December 30 and 31, are estimated to allow for ice conditions.

Monthly discharge of South Fork of Holston River at Bluff City, Tenn.,for 1909. 

[Drainage area, 828 square miles.]

Month.

July.. ..............................

November ..................

Discharge in second-feet.

Maximum.

4,390 

5,620 

6,580 

2,370 

8,720 

3,040 

3,040 

1,380 

530 

650 

285 

530

8,720

Minimum.

1,190 

1,020 

1.480 

i;020 

785 

650 

530 

285 

245 

212 

212 

185

185

Mean.

1,950 

2,280 

2,810 

1,410 

1,860 

1,320 

1,100 

574 

331 

331 

260 

330

1,210

Per 

square 

mile.

2.36 

2.75 

3.39 

1.70 

2.25 

1.59 

1.33 

.693 

.400 

.400 

.314 

.399

1.46

Run-off 

(depth in 

inches on 

drainage 

area).

2.72 

' 2.86 

3.91 

1.90 

2.59 

1.77 

1.53 

.80 

.45 

.46 

.35 

.46

19.80

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

C, 

B.
OHIO RIVER BASIN.

HOLSTON RIVER NEAR ROGERSVILLE, TENN.

147

This station, which is located at the Southern Railway bridge, 1 

mile north "of Austins Mills and 3 miles south of Rogersville, Tenn., 

was established by the" United States Weather Bureau March 10, 1902, 

and all gage heights have been furnished by the Weather Bureau. 

The data from this station are useful in connection with general runoff studies and navigation problems.

The vertical staff gage is attached to -the downstream end of the 

bridge pier nearest the right bank.

The section of river is good for measurements, but the high-decked 

railroad bridge is difficult and somewhat dangerous- to Work from. 

The conditions of flow are practically constant and a good rating has 

been developed for the low and ordinary stages.

The following discharge measurement was made by W. A. Lamb:

March 16, 1909: Width, 379 feet; area, 2,580 square feet; gage height, 4.55 feet; 

discharge, 10,400 second-feet.

Daily gagg hriyht,, infeett of Holston River near RogersvUle, Tenn., 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.

4.5

4.3

3.8

3.5

3.5

4.2

4.5

4.0

3.6

3.3

3.0

3.0

2.9

2.8

2,9

3.2

5.2

5.8

4.6

4.0

3.8

3.5

3.2

3.0

3.0

2.9

3.1

3.2

3.1

3.0

2.9

Feb.

2.5

2.4

2.6

2.6

2.6

2.9

3.0

3.3

3.0

4.8

7.4

5.5

4.4

3.9

3.6

4.6

5.1

46

40

4 1

40

3.8

4.3

4.8

5.8

5.5

4.7

4-. 2

Mar.

3.9

3.6

3.4

3.4

3.5

3.6

4.7

5.2

47

6.0

7.4

' 5.4

47

4.9

5.2

47

4.3

4.0

3.7

3.7

3.5

3.5

4.3

3.8

4.2

5.2

5.0

5 4

8.6-

6.3

5.0

Apr.

4.4

4.1

3.7

3.5

3.4

3.2

3.5 a5

3.2

3.2

3.1

3.0

2.9

2.9

3.6

3.3

3.0

2.9

2.8

2.8

3.0

3.0

3.2

3.5

3.3

3.1

2.9

2.9

2.9

2.8

May.

9.0

9.8

6.0

47

42

3.9

3.5

3.3

3.7

3.8

48

4.5

3.8

3.6

3.3

 3:1

2.9

2.8

2.7

2.6

3.0

4 7

3.8

3.5

3.1

3.0

2.8

3.0

2.8

2.7

2.6

June.

2.7

2.6

2.5

46

6.2

47

4.0

3.5

3.3

46

40

40

3.8

4.6

4.3

3.9

' 3.6

3.6

3.6

3.3

3.0

2.7

2.6

2.8

3.6

3.1

2.8

2.8

2.7

3.0

July.

3.6

3.2

3.4

3 0

2.8

2.6

2.6

3.3

4.2

3.6

3.1

2.8

2.6

4.5

3.9

3.2

9 Q

3.0

2.6

2.4

2.4

2.2

2.2

2.2

2.2

2.1

2.1

2.1

2.1

2.2

2.4

Aug.

2.3

3.3

3.2

2.8

2.5

2.6

2.9

2.4

2.4

2.3

2.2

2.2

2.0

1.9

2.3

3.5

2.6

3.8

2.7

2.4

2.1

1.9

1.9

1.9

1.8

1.8

1.8

1.8

1.8

1.8

1.8

Sept.

1.7

1.7

1.7

1.7

1.6

1.8

1.8

1.7

1.7

1.8

1.8

1.9

1.8

1.7

1.6

1.8

1.6

2.0

2.1

1.7

1.7

1.7

1.8

2.1

2.4

2.2

1.9

1.6

1.6

1.5

Oct.

1.5

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.5

1 1

2.3

2.0

2.0

2.2

2.2

2.2

1.8

1.7

1.5

1 f>

1.4

1.4

1.4

1.5

1.4

1.4

1.4

1:3

1.3

Nov.

1.6.

1.5

1.5

1.5

' 1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1 4

1.4

1.4

1.4

1 4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1,4 1.4-

1.4

1.4

Dec.

1.4

1.4

1.4

1.4

1.4

1.4

1 0

2.1

9 1

1.6

1 ' *

9 rt

1.8

2.4

9 ft

1 9

1.6

1.6

1.6

i 1

1.4

1 4

1.9

1.4

1.4

1.9

1.9

1.7

1.7
148 SURFACE WATER SUPPLY; 1909, PAET III.

Daily discharge, in second-feet, of Holston River near Rogersville, Tenn.,for 1909.

Day.

1...............

2...............

3...............

4...............

5...............

6...............

7...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28. ..............

29...............

30

31...............

Jan.

8,760

7 n/ift

6,100

6,100

9,490

7,710

6,410

5 510

4,670

4,670

4,150

4,410

5,220

12,200

14,600

9 Qfift

7 040

5,220

4,670

5,220

4,670

Feb.

3.420

3,190

3,660

3,660

4,670

5,510

10,600

21,000

13,400

6,410

9 860

11,800

9 860

10,600

14,600

Mar.

7 37fi

S fifin

5 snn

10,200

12, 200

15,400

21,000

in 9fln

12,200

10 200

8,760

7,710

6,720

6,720

6,100

8,760

7 Q^Q

8

Af\f\

12,200

13,000

OS OAA

16 600

11 400

Apr.

6,720

6,100

6,100

5,220

4,940

4,670

4,150

4,150

4,670

5,220

6,100

5,510

4 940

4,410

4,150

May.

30,600

15 400

7,370

6,100

5,510

6,720

10,600

9,490

7 040

5,510

4 940

4,150

3 Qftft

3,660

6,100

4 Q4ft

4,670

4, 670

June.

3,900

3,660

9 860

16,200

10,200

7,710

5,510

9,860

7,710

7,7JO

9,860

8,760

7,370

6,410

6,410

5,510

4,670

3,900

3,660

4,150

4,150

3,900

4,670

July.

5,220

5,800

4,150

3,660

3,660

8,400

6,410

4,940

4,150

3,660

9,490

7,370

5,220

4,670

3,660

2,740

2,740

2,740

2,740

2,520

2,520

2,520

2,520

2,740

3 inn

Aug.

2,960

5,510

5,220

4,150

3,420

3 660

4! 410

3,190

3,190

2,960

2,740

2,740

2,310

2,100

2,960

6,100

3,660

7,040

3,900

3,190

2,520

2,100

2,100

1,900

1,900

1,900

1,900

1,900

1,900

Sept.

1,700

1,700

1,700

1,700

1,510

1,900

1,900

1,700

1,700

1,900

'1,900

2,100

1,900

1,700

1,510

1,900

1,510

2,310

2,520

1,700

1,700

1,700

1,900

2,520

3,190

2,740

2,100

1,510

1,510

1 390

Oct.

1,320

1,140

1,140

1,140

1,140

1,140

1,140

1,140

1,140

1,140

1,320

1,320

2,960

2,310

2,310

2,740

2,740

2,740

1,900

1,700

1,320

1,320

1,140

1,140

1,140

1,320

1,140

1,140

1,140

970

Nov.

1,320

1,320

1,320

1,320

1,140

1,140

1,140

1,140

1,140

1,140

1,140

1,140

1,140

1,140

1,140

1,140

1,140

1,140

1,140

1,140

1,140

1,140

1,140

1,140

1,140

1,140

1,140

1,140

Dec.

1,140

1,140

1,140

1,140

1,140

1,140

1,140

2,100

2,520

2,520

1,510

1,320

2,310

1,900

3,190

2,310

2,100

1,510

1,510

1,510

1,320

1,140

1,140

2,100

1,140

1,140

2,100

2,520

2,100

1,700

1,700

NOTE. These discharges are based on a rating curve that is well defined between 490 and 15,400 second 

feet.

Monthly discharge of Holston River near Rogersville, Tenn.,for 1909. 

[Drainage area, 3,060 square miles.]

Month.

April. ....................................

July....................*..................

December

Discharge in second-feet.

Maximum.

14,600 

21,000 

25,800 

9,120 

30,600 

16,200 

9,490 

7,040 

3,190 

2,960 

1,320 

3,190

30,600

Minimum.

4,150 

3,190 

5,800 

4,150 

3,660 

3,420 

2,520 

1,900 

1,320 

970 

1,140 

1,140

970

Mean.

6,550 

8,310 

10,300 

5,330 

7,840 

6,470 

4,350 

3,150 

1,890 

1,500 

1,160 

1,690

4,880

Per 

square 

mile.

2.14 

2.72 

3.37 

1.74 

2.56 

2.11 

1.42 

1.03 

.618 

.491 

.379 

.552

1.59

Eun-off 

(depth in 

inches on 

drainage 

area).

2.47 

2.83 

3.88 

1.94 

2.95 

2.35 

1.64 

1.19 

.69 

.57 

.44 

.64

21.59

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

B.
OHIO RIVER BASIN. 149

MIDDLE FORK OF HOLSTON RIVER AT CHILHOWIE, VA.

This station, which is located in Chilhowie, Va., at the new iron 

highway bridge, was established June 8, 1907, to obtain data for use 

in connection with the investigations of southern Appalachian water 

resources and for studies of general run-off in the upper Holston 

drainage. The station was discontinued December 31, 1909.

Discharge measurements have been made from the single-span 

bridge, where the current is good and the channel conditions favor 

accurate work. The datum of the chain gage, which is fastened to 

the upstream side of the bridge, remained unchanged during .the 

maintenance of this station.

Discharge measurements of Middle Fork of Holston River at Chilhowie, Va., in 1907 to

1909.

Date.

1907.

Do.........

September 9.... 

1908.

July7..........

Do.........

1909.

Do.........

Hydrographer.

Warren E. Hall. ...................................

B. M. Hall, jr. .....................................

B. M. Hall, jr....... ...............................

.... .do. ............................................

Warren E. Hall. ...................................

W. A. Lamb ..................:....................

E . H. S wett ........................................

.... -do. ............................................

Width.

Feet. 

135

130

130

130

127 

120

117

117

117

115

112

112

Area of 

section.

Sq.ft.

487

88

90

90

78 

202

146

150

150

184

117

116

Gage 

height.

Feet. 

4.47

1.44

1.50

1.50

1.39 

1.84

1.43

1.40

1.40

1.70

1.27

1.26

Discharge.

Sec.-ft. 

1,780

112

140

141

 101 

320

130

146

144

249

92

90

Daily gage height, in feet, of Middle Fork of Holston River at Chilhowie, Va., for 1908-9.

[W. G. Baylor, observer.]

Day.

1908. « 

1.. .............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

Jan.

1.4

1.5

1.5

1.6

2.8

2.5

2.0

1.8

1.5

1.5

3.2

2.9

2.5

Feb.

1.8

1.9

2.3

2.8

2.9

2.5

1.9

1.8

1.9

1.8

2.4

2.8

2.9

Mar.

2.2

2.4

2.2

2.0

2.2

3.9

2.7

2.5

2.4

2.2

2.1

2.15

2.1

2.0

2.0

Apr.

5.1

5.2

4.5

4.0

3.4

3.4

3.7

3.3

3.0

2.9

2.9

2.8

2.8

2.8

2.7

May.

1.9

1.9

1.8

1.8

1.8

1.7

1.7

1.7

1.8

1.6

1.5

1.6

1.6

1.5

June.

1.6

1.6

1.6

3.2

2.6

2.4

2.0

1.8

1.8

1.7

1.7

1.7

1.6

1.6

1.6

July.

1.7

1.6

1.6

1.6

1.6

1.6

1.4

1.4

1.4

1 ^

1.3

1.3

1.2

1.2

1.1

Aug.

1.1

1.4

1.3

1.3

1.2

1.2

1.1

1.1

1.3

1.7

1.5

1.4

1.3

1.3

1.2

Sept.

1.2

1.1

1.1

1.1

1.1

1 ^

1.4

1.3

1.3

1.2

1.2

1.2

1.2

1.2

Oct.

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.2

1.2

1.2

1.2

1.2

1.2

Nov.

1.3

1.3

1.3

1.3

1.3

1.4

1.4

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.2

Dec.

1.3

1.2

1.2

1.2

1.2

1.2

3.3

3.5

3.2

3.1

3.1

3.0

2.9

2.9

2.7

a Flood January 12, 1908; no gage height recorded. Observer recorded a rise February 5 and 6, 1908, 

which was probably due to ice, as there was no rise m any of the adjacent'streams of the Holston dramage.

Comparison with adjacent streams indicates that gage heights beginning July 1, 1908. were in error. 

They were arbitrarily corrected as follows: July 1 to September 22, 1.0 foot was subtracted; September 23 

to October 9, put at 1.1 feet.
150 SURFACE WATER SUPPLY, 1909, PAET III.

Daily gage height, in feet, of Middle Fork ofHolston River at Chilhowie, Va., for 1908-9 

Continued.

Day.

1908. 

16...............

17...............

18. ..............

19...............

20...............

21...............

99

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.

1.9

1.6

1.5

1.5

1.7

1.8

1.5

1.4 '

1.5

1.5

1.5

1.6

1.7

1.9

1.8

1.8

2.6

2.3

2.2

2.2

2.0

1 9

1.9

1.8

1.7

1.7

1.7

1.7

1.6

1.6

1 i

2.85

2.9

9 7

2.6

2.6

2.4

2.2

, o n

2.0

1 9

1.9

1 9 -

1 9

1.8

1.7

1.7

Feb.

2.2

2.0

2.0.

1.9

2.0

1 9

1.8

1.8

1.7

1.7

1.8

1.8

1.8

1.7

2.5

2.5

2.4

2.5

2.3

2.4

2.2

2.0

2.0

1.8

1.7

1.7

1.6

1.6

1.5

1.5

1.5

1.5

1.8

2.1

2.0

1.9

1.7

1.7

2.7

2.4

1.9

1.7

Mar.

2.0

2.0

1.9

1.9

1.8

1.8

1.8

1.7

1.7

1.8

1.8

1.8

1.8

1.8

2.2

4.85

1.7

1.7

1.8

1.7

1.9

2.3

2.5

2.2

2.0

2.9

2.3

2.0

2.1

2.4

2.1

1 9

1.8

1.7

1.7

1.6

2.8

2.2

1 9

1.7 ^ n

2.4

9 1

5.1

3.4

2.4

2.0

Apr.

2.7

2.7

2.7

2.3

2.0

1 9

1 S

1.7

1.7

1.7

2.7

2.3

2.2

2.0

2.0

1.9

1.8

1.8

1.7

1.7

1.7

1.6

1.6

1.5

1.4

1.5

1.5

1.5

1.7

1.7

1.6

1.5

1 i

1.5

1.4

1.4

1 *i

1.7

1.6

1.5

1.4

1.4

1.4

1.4

7.4

May.

1.5

1.4

4.5

1.6

1.7

1.7

1.6

1.6

1.8

2.1

1.9

1.8

1.7

1.7

1.8

1.8

3.4

2.8

2.0

1.8

1.7

1.7

1.7

1.6

2.8

2.6

2.4

2.0

2.0

1.8

1.6

1.4

1.3

1.3

1.3

2.4

2.2

2.0

1.8

1.7

1.7

1.8

1.6

1.4

June.

1.5

1.5

1.4

1.4

1.7

1.8

1.7

2.5

2.1

1.9

1.8

1.7

1.7

1.6

1.6

1.2

1.2

1.2

1.7

1.6

1.4

1.2

1.2

1.2

1.3

1.3

1.3

1.2

1.2

1.2

1.1

 1.1

1.3

1.3

1.4

1.4

1.3

1.2

1.2

1.2

1.2

1.2

4.3

3.9

3.0

July.

1.1

1.5

1.7

1.6

1.5

1.5

1.4

1.4

1.3

1.3

1.3

1.2

1.2

1.1

1.1

1.1

1.4

1.4

1.3

1.3

1.3

1.3

1.6

2.2

1.8

1.6

1.4

1.3

1.7

1.5

1.4

1.5

1.4

1.3

1.3

1.3

1.4

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

Aug.

1.6

1.4

1.2

1.U

1.2

1.1

1.1

1.1

1.4

1.6

1.7

1.6

1.5

1.5

1.4

1.2

1.3

2.0

1.-6

1.4

1.3

1.3

1.3

1.3

1.3

1.4

1.4

1.3

1.3

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

Sept.

1.2

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.3

1.3

1.2

1.2

1.2

1.2

1.7

1.6

1.5

1.5

1.5

1.4

1.4

1 1

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.4

1.3

1.3

Oct.

1.2

1.2

1.1

1.2

1.2

1.2

1.2

1.1

1.2

1.2

1.2

1.2

1.4

1.5

1.4

1.3

1.3

1.3

1.3

1.2

1.1

1.1

1.1

1.1

1.1

1.1

1.4

1.4

1.3

1.3

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.3

1.2

1.2

1.1

1.1

1.1

1.0

1.0

Nov.

1.2

1.2

1.1

1.1

1.1

1.1

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.3

1.0

1.0

1.0

1.0

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

Dec.

2.6

2.8

2.7

2.6

2.5

2.5

2.4

2.3

2.3

2.2

2.4

2.4

3.6

3.7

3.5

3.3

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.2

1.2

1.1

1.1

1.1

1.1

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

Daily di , in second-feet, of Middle Fork of Holston River at Chilhowie, Va., for 

1907-1909.

Day. Jan.

1907.o 

1......................

2.. ....................

3......................

4......................

5......................

6......................

7......................

8......................

9......................

10......................

Feb. Mar. Apr. May. June.

484

July

208

208

1 8

168

168

208

208

168

168

952

Aug.

168

132

168

168

132

168

99

132

168

208

Sept.

168

132

99

208

132

132

208

132

168

132

Oct.

132

99

71

132

168

132

208

250

132

99

Nov.

132

99

71

99

168

132

168

208

250

591

Deci

294

250

168

132

208

168

208

294

250

208

a See note on p. 152.
OHIO RIVER BASIN. 151

Daily discharge, in second-feet, of Middle Fork of Holston River at Chilhowie, Va.^for

1907-1909 Continued.

Day.

1907.o 

11...............

12. ..............

13...... .........

U... .............

15.........--.-..

16...............

17...............

18. ..............

19. ..............

20...............

21...............

22.. .... ..........

23...............

24. ..............

25...............

26...............

27. ..............

28...............

29...............

30...............

31

1908.0 

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.a 

1........ .......

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10. ..............

Jan.

168

168

208

811

645

385

294

168

168

168

867

645

339

208

168

168

250

294

168

132

208

250

339

294

294

700

537

484

385

339

339

294

250

250

Feb.

294

339

537

811

830

850

867

645

339

294

339

294

591

811

867

484

385

385

339

385

339

294

294

250

250

294

294

294

250

* 645

645

645

537

591

484

385

385

294

Mar.

484

591

484

385

484

1,450

755

645

591

484

433

458

433

385

385

385

385

339

339

294

294

294

250

250

294

294

294

294

294

484

2,010

250

250

250

339

537

645

484

385

867

Apr.

2,160

2,230

1,800

1,510

1,150

1,150

1,330

1,100

924

867

867

811

811

811

755

755

755

755

537

385

339

294

250

250

250

755

537

484

385

385

339

294

294

250

250

250

208

208

168

132

May.

339

294

294

294

250

250

250

294

208

168

168

208

208

168

168

132

168

208

250

250

208

208

294

433

339

294

250

250

294

294

1,150

811

385

294

250

250

250

208

208

811

June.

1,390

3,820

1,680

867

645

433

385

339

339

339

339

339

339

294

250

208

385

294

208

208

208

1,040

700

591

385

294

294

250

250

250

208

208

208

168

168

132

132

250

294

250,

645

433

339

294

250

250

208

208

71

71

71

250

208

132

71

71

71

99

July.

294

1,270

.700

339

294

484

339

339

294

385

250

250

208

208

168

250

339

208

168

250

208

250

208

208

208

208

208

132

132

132

99

99

99

71

71

47

47

168

250

208

168

168

132

132

99

99

99

71

71

47

47

47

132

132

99

99

99

99

208

484

294

208

Aug.

208

250

168

208

168

250

208

250

294

250

168

208

168

208

168

168

250

208

132

168

132

47

132

99

99

71

71

47

47

99

250

168

132

99

99

71

208

132

71

71

71

47.

47

47

132

208

250

208

168

168

132

71

99

385

2Q8

132

99

99

99

99

99

132

Sept.

99

208

132

208

132

208

168

168

99

99

168

208

591

294

208

168

99

132

99

71

47

47

47

47

168

132

132

99

99

71

71

71

71

71

71

47

47

47

47

47

47

47

47

47

47

47

47

47

47

47

47

99

99

71

71

71

71

250

208

Oct.

132

168

99

99

132

168

99

132

99

71

99

132

99

99

132

99

132

168

208

168

132

47

47

47

47

47

47

47

47

47

71

71

71

71

71

71

71

71

47

71

71

71

71

47

71

71

71

71

132

168

132

99

99

99

99

71

47

47

47

47

47

47

NoV,

700

339

294

208

250

132

168

208

294

208

132

99

168

250

294

208

208

250

339

385

99

99

99

99

99

132

132

99

99

99

99

99

99

99

71

71

71

47

47

47

47

25

25

25

25

25

25

25

25

99

25

25

25

25

47

47

47

47

47

47

Dec.

294

168

208

132

168

208

294

250

208

168

132

99

132

168

208

168

208

339

168

208

250

99

71

71

71

71

71

1,100

1,210

1,040

981

981

924

867

867

755

700

811

755

700

645

645

591

537

537

484

591

591

1,270

1,330

1,210

1,100

47

47

47

47

47

47

47

71

71

47

o See note on p. 152.
152

- J. ?*f

STJRFAOE .WATEE SUPPLY, 1909, PABT III.

Daily discharge, in second-feet, of Middle Fork of Holston River at Chilhowie, Va.,for

1907-1909 Continued.

Day.

1909. 

11...............

19

13...............

14...............

15...............

16...............

17...............

1ft

19

20...............

21...............

22...............

23...............

24...............

25...............

26...............

27...............

28...............

9Q

30...............

31...............

Jan.

250

250

208

208

168

839

867

755

700

700

591

484

385

385

339

339

339

339

294

250

Feb.

250

250

208

208

168

168

168

168

294

433

385

339

250

250

755

591

339

250

Mar.

537

385

433

591

433

339

294

250

250

208

811

484

339

924

591

433

2,160

1,150

385

Apr.

168

168

168

250

250

208

168

168

168

132

132

168

250

208

168

132

132

132

1OO

3,750

May.

700

591

385

385

294

208

132

132

99

99

99

591

484

385

294

250

132

250

294

208

132

June.

99

99

71

71

71

47

47

99

99

132

132

99

71

71

71

71

71

1,680

1,450

924

July.

132

99

250

168

132

168

- 132

99

99

99

132

99

99

99

99

99

99

99

99

99

99

Aug.

132

99

99

99

99

71

71

71

71

71

71

47

47

47

47

47

47

47

47

47

47

Sept.

168

168

168

132

132

99

99

99

71

71

71

71

71

71

71

71

71

132

99

99

Oct.

132

132

99

99

99

99

71

71

71

71

71

71

99

71

71

71

47

47

47

25

25

Nov.

47

47

47

 47

47

47

47

47

47

47

47

47

.47

47

47

47

47

47

47

47

47

Dec.

47

47

47

99

99

71

71

71

71

71

71

71

71

99

99

99

99

99

99

99

99

NOTE. These daily discharges are based on a rating curve that is fairly well defined between 70 and 

2,100 second-feet. There were floods on days for which no discharge is given and gage was not read.

Monthly discharge of Middle Fork of Holston River at Chilhowie, Va.,for 1907-1909. 

[Drainage area, 144 square miles.]

Month.

1907.

July......................................

December. ...............................

1908.

April.....................................

July......................................

1909.

April.....................................

June. .

July......................................

December. ...............................

Discharge in second-feet.

Maximum.

1,270 

294

250 

700 

339

867 

2,010 

2,230 

433 

1,040 

250 

250 

168 

168 

132 

1,330

867 

755 

2,160 

3,750 

1,150 

1,680 

484 

385 

250 

132 

47 

99

3,750

Minimum.

168 

99 

99 

71 

71 

99

132, 

250 

250 

250 

132 

132 

47 

47 

47 

47 

25 

71

168 

168 

208 

132 

99 

71 

99 

47 

47 

25 

25 

47

25

Mean.

693 

318 

186 

172 

132 

235 

205

316 

457 

492 

846 

251 

311 

130 

115 

65.8 

70.5 

71.7 

699

419 

381 

521 

315 

347 

220 

140 

92.7 

102 

72.2 

44.1 

71.5

227

Per

square 

mile.

4.81 

2.21 

1.29 

1.19 

.917 

1.63 

1.42

2.19 

3.17 

3.42 

5.88 

1.74 

2.16 

.903 

.799 

.457 

.490 

.'498 

4.85

2.91 

2.65 

3.62 

2.19 

2.41 

1.53 

.972 

.644 

.708 

.501 

.306 

.497

1.58

Run-off 

(depth in 

inches on 

drainage 

area).

3.40 

2.55 

1.49 

1.28 

1.06 

1.82 

1.64

2.44 

3.42 

3.94 

6.56 

2.01 

2.41 

1.04 

.92 

.51 

.56 

.56 

5.59

3.36 

2.76 

4.17 

2.44 

2.78 

1.71 

1.12 

.74 

.79 

.58 

.34 

.57

21.36

Accuracy.

C. 

B. 

B. 

C. 

B. 

B. 

B.

C. 

B. 

A. 

A. 

B. 

B. 

C. 

C. 

C. 

C. 

B. 

A.

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

B. 

C. 

C. 

C.
OHIO RIVER BASIN. 153 

LITTLE TENNESSEE RIVER DRAINAGE BASIN. 

DESCRIPTION.

Little Tennessee River with its tributaries drains a large area 

extending from the Blue Ridge on the south to the Great Smoky 

Mountains on the north, including the territory between the basins 

of Pigeon and Hiwassee rivers. Its larger tributaries are the Tuckasegee from the east and the Nantahala from the south, and these 

streams, with the upper portion of the Little Tennessee as a middle 

fork, all head on top of the Blue Ridge. After cutting through 

the northwestern mountain rim with a great amount of fall, the river 

enters a broad and almost level plain extending to Tennessee River.

The upper or southern part of the basin, lying on the northwest 

slope of the Blue Ridge, is an elevated plateau with low, rounded 

granite knobs and few high summits and having a general altitude of 

more than 3,000 feet above sea level.

Farther downstream, in the interior and toward the northwestern 

border of the mountain section, the Balsam, Cowee, Nantahala, 

Cheoah, Unaka, and Great Smoky mountains, with many crests over 

6,000 feet high, form the watershed, and from these descend many 

swift streams which have carved deep, narrow valleys, leaving high 

and irregular intervening ridges. The lower part of the basin 

includes some of the most rugged land in the southern Appalachians 

and contains only a very small part'suited for tillage, but in the upper 

part much of the mountain land is not steep and there are several 

large and fertile valleys. As a whole, this basin probably contains a 

larger proportion of original forests and better timber than any 

basin in the southern Appalachian region. The great mountains on 

the northwestern border especially are almost entirely in forests.

The soils in the upper part of the basin are derived from granite 

and are sandy. On Little Tennessee River around and above Franklin, where most of the good farms are located, they comprise deep and 

fertile red loams, derived from schists. In the narrow valleys around 

the high mountains, where sandstones, quartzite, and conglomerates 

prevail, the soils are generally thin, sandy, and agriculturally poor, 

but on north slopes and in hollows they are well suited to forests.

The mean annual rainfall for the Little Tennessee River bas,in is 

about 52 inches.

LITTLE TENNESSEE RIVER NEAR FRANKLIN, N. C.

This station is located at the iron wagon bridge about 1 mile northeast of Franklin, N. C. It was established June 12, 1907, in cooperation with the Forest Service, to supply data regarding the water 

resources and power sites in the southern Appalachian Mountains.
154 SURFACE WATEE SUPPLY, 1909, PART in.

The station is 1 mile below the mouth of Cullasagee Kiver (see PL 

VI), which is an important tributary. The few mills above the station probably cause a small amount of variation in the flow.

Discharge measurements are made from the bridge, where the 

river has high banks, permanent, rocky bottom, and swift current, 

and is about 125 feet wide.

The vertical staff gage is attached to a tree on the left bank about 

700 feet above the bridge. Its datum has not been changed.

Discharge measurements of Little Tennessee River at Franklin, N. C., in 1909.

Date.

Do.........

October 30.....

Hydrographer.

M. R. Hall.......... ...............................

.....do..............................................

E. H. Swett . . ......................................

Width.

Feet. 

138

138

124

Area of 

section.

Sq.ft. 

539

521

218

Gage 

height.

Feet. 

4.42

4.34

1.63

Discharge

Sec.-ft. 

2,380

2,380

462

Daily gage height, in feet, of Little Tennessee River at Franklin, N. C.,for 1909. 

[T. W. Angel, observer.]

Day.

1........ .......

2...............

3...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17....... ........

18...............

19

20...............

21...............

22...............

23...............

24...............

25...............

26. ..............

27...............

28. ..............

29...............

30...............

31...............

Jan.

2.4

2.2

2.05

2.8

3.6

2.8

2.5

2.4

2.3

2.2

2.15

2.1

2.0

2.1

2.4

2.45

3.1

2.7

2.5

2.35

2.3

2.2

2.2

2.1

2.05

2.0

1.95

2.0

2.1

1.9

Feb.

1 9

1.9

1.85

1.8

2 Q

2.4

2.0

2.0

4.9

3.4

2.75

3.8

3.2

2.85

5.1

4.0

3.3

3.5

3.2

3.6

4.5

4.1

3.7

3.4

3.2

.......

Mar.

3.0

3.0

2.9

2.8

2.75

2.8

3.0

2.8

2.7

5.6

4.3

3.6

5.1

6.8

4 9

3.6

3.5

3.3

3.2

9 QPL

2.9

6.6

4.1

4 9

3.8

3.5

3.3

Apr.

3.1

3.0

3.0

9 Q£

2.8

2 7

2

0

2 7

2.65

2.6

2.5

3.3

3 ft

2 AC

2.75

2.65 9 PIP;

2.5

2.5

2.45

3 ft

2.7

2.65

2.55

2.4

2.8

2.55

2.5

May.

6.0

4.0

3.4

3.0

3.0

2.85

2.75

2.7

2.6

5.7

4.0

3.1

2.9

2.8

2.7

2.6

2.55

2.5

2.5

7.0

5.6

6.4

6.0

4.6

4.2

3.8

3.8

3.5

3.3

3.2

3.1

June.

3.8

2.95

4.4

10.0

7.1

5.0

4 9

4.8

4.4

4.0

3.7

3.5

<! i

3.4

3.2

3.5

3.3

3.0

3.0

3.2

3.5

3.4

3.0

3.0

3.7

3.0

3.0

3.3

3.2

July.

3.0

3.0

2.95

2.6

2.95

2.8

3.0

3.4

3.1

2.8

2.75

2.6

3.0

2.7

2.5

2.6

2.4

2.35

2.3

2.25

2.25

2.8

2.3

2.25

2.4

2.25

2.15

2.1

2.2

2.2

Aug.

2.4

2.3

2.55

2.6

2.8

2.4

2.3

2.3

2.3

2.25

2.25

2.3

2.35

2.8

2.3

4.8

2.95

2.3

2.25

2.15

2.1

2.1

2.05

2.0

1.9

1.85

1.8

1.8

1.85

1.8

1.85

Sept.

1.8

1.7

1.65

1.6

1.65

1.65

1.7

1.65

1.7

1.8 

1.7

1.7

1.7

1.65

1.65

1.8

1.75

1.7

1.65

1.6

1.55

3.1

3.5

3.0

2.4

2.2

2.0

1.9

1.85

1.85

Oct.

1.85

1.8

1.8

1.75

1.6

1.6

1.6

1.6

1.5

1.5

3.0

1 9

1.6

2.3

3.2

2.35

2.2

2.1

1 Q

1.8

1.8

1.8

1.75

1.75

1.75

1.7

1.7

1.65

1.65

1.6

1.6

Nov.

1.6

1.65

1.6

1.6

1.55

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.8

1.5

1.5

1.5

1.5

1.5

1.5

1.5

Dec.

1.4

1.4

1.35

1.35

1.35

1.3

4.2

3.2

2.8

2.5

1.85

6.0

5.3

4.2

3.2

3.0

2.8

2.5

2.3

2.2

2.1

2.0

1.85

1.9

1.95

1.8

1.8

1.85

1.85

1.85

1.9
U. S. GEOLOGICAL SURVEY

CULLASAGEE FALLS, CULLASAGEE RIVER, 3 MILES NORTHWEST OF HIGHLANDS, N. C,
OHIO KIVEB BASIN. 155 

Daily discharge, in second-feet, of Little Tennessee River at Franklin, 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.

895

775

692

1 140

1,720

1,140

955

895

835

775

748

665

720

895

09*;

1,350

1,080

955

o«c

835

77K

748

775

720

692

665

638

665

720

610

Feb.

610

610

585

560

560

1,210

895

665

665

2,840

1,570

1,110

1,880

.1,420

1,180

3,020

2,050

1,500

1,240

1 640

1,420

1,720

2,570

2,480

2,140

1,800

1,570

1,420

Mar.

1,280

1,280

1,210

1 140

1,110

1,140

1,280

1,140

1 ACA

2,300

1,720

3,020

2,840

2,140

1,720

1 640

l'500

1,570

1,420

1,420

1,240

1,210

2,140

1,720

2,840

1 ftfifl

1 640

1,500

Apr.

1,350

1,280

1,280

1,240

1,140

1,080

1,140

1,080

1,180

1,050

1,020

955

1,500

1,280

1,240

1,180

1,110

1,050

985

955

955

925

1,280

1,080

1,050

985

895

1,140

985

955

May.

2,050

1,570

1,280

1,280

1,180

1,080

1,020

2,050

1,350

1,210

1 080

1,020

985

955

955

2,570

1,880

1,880

1,640

1,500

1,420

1,350

June.

1,880

1,240

2,390

2,930

9 S4fl

2,390

2,750

2,390

2,050

1 800

1^640

1,570

1,570

1,420

1,640

1,500

1,280

1,280

1,420

1 640

1,570

1,280

1,280

1,800

1,280

1,280

1,420

July.

1,280

1,280

1,240

1,020

1,240

1 140

1,280

1,570

1,350

1,140

1,020

1,280

1 080

955

1,020

895

865

835

805

805

1,140

835

805

895

805

748

720

775

775

Aug.

895

835

985

1,020

1,140

895

835

835

835

805

805

835

865

1,140

835

2,750

1,240

835

805

748

720

720

692

665

610

585

560

560

585

560

585

Sept.

560

510

488

488

488

510

488

510

560

510

510

488

488

560

535

510

488

465

442

1,350

1,640

1,280

895

775

665

610

585

585

Oct.

585

560

560

535

465

465

465

465

420

420

1,280

610

465

835

1,420

865

775

720

610

560

560

560

535

535

535

510

510

488

488

465

465

Nov.

465

488

465

465

420

420

420

420

420

420

420

420

420

420

420

420

420

420

420

420

560

420

420

420

420

420

420

420

Dec.

375

375

355

355

355

335

2,220

1,420

1 140

955

585

2,220

1,420

1,280

1,140

' 955

835

775

720

665

585

610

638

560

560

585

585

585

610

NOTE. These discharges are based on a rating table that is not well defined. Discharges for missing 

days are above 2,900 second-feet.

LITTLE TENNESSEE RIVER NEAR JUDSON, N. C.

This station is located at the Southern Railway bridge about onefourth mile from Judson, N. C., and a short distance below the 

mouth of Sawyer Branch. It was established in June, 1896, for 

the purpose of obtaining general run-oif and water-power data. 

The station is 1\ miles below the mouth of Nantahala River and 

about 4 miles above the mouth of Tuckasegee River.

During 1903 the original wire gage was replaced by a standard 

chain gage having the same location and datum, which was used 

until June 30, 1905. Since July 1, 1905, a vertical gage bolted to 

a solid rock on the right bank, about 100 feet above the bridge, 

has been used. This gage was set to read with the chain gage at 

a gage height of 3 feet, but owing to the large amount of slope in 

the river the actual elevation of its zero is 0.50 foot above the datum 

of the chain gage.

The river bed is rocky and uneven and the current is swift and 

rough, making measurements difficult at any but low stages. The 

flow is little affected by artificial control, and conditions are probably 

constant, although many of the measurements plot wide, owing, it 

is thought, to the rough bottom and broken current.
. A.

156 SURFACE WATER SUPPLY, 1909, PART in.

Discharge measurements of Little Tennessee River at Judson, N. C., in 1909.

Date.

April 14........

April 15........

October 26.....

October 27.....

Hydrographer.

M. R. Hall. .......................................

.....do..............................................

.....do..............................................

Width

Feet. 

160

278

147

147

Area of 

section.

Sq.ft. 

534

868

318

321

Gage 

height.

Feet. 

4.80

4.60

3.00

2.99

Discharge.

Sec.-fl. 

2,850

2,850

937

943

Daily gage height, in feet, of Little Tennessee River at Judson, N. C.,for 1909. 

[Miss E. G. Enloe, observer.]

Day.

1... ............

2...............

3...............

4. ..............

5...............

6...............

7...............

8...............

9...............

11...............

12...............

14..............

15...............

16...............

17...............

18...............

19............... 20.......:.......

21...............

22...............

23...............

24. ..............

25. ..............

26...............

27...............

28. ..............

29...............

31...............

Jan.

3.8

3.7

3.6

3 9

5.1

4.7

4.3

4.0

3.9

3.7

3.7

^ n

3.8

4.0

5.8

6.5

5.0

4.2

4.1

4.0

3.9

3.9

3.8

^ Q

3 Q

3.8

3.5

3.5

Feb.

3.5

3.4

3.4

3.3

3.3

3.4

3.5

3.8

3.7

3.0

7.4

4.7

4.6

4.7

4.5

6.6

5.6

6.5

6.4

5.9

5.0

6.6

6.8

5.0

5.6

5.7

4.9

5.0

Mar.

4.9

4.8

4.6

4.5

4.7

4.8

5.0

4.9

4.8

5.6

5.2

9.5

8.7

7.0

6.5

5.2

5.1

5.0

5.0

5.0

4.9

4.8

5.0

6.0

6.9

5.5

6.0

6.0

5.3

5.0

Apr.

5.0

4.8

4.5

4.5

4.4

4.5

4.5

4.5

4.6

" 4.5

4.3

4.2

5.1

4.6

4.6

4.7

4.2

4.1

4.1

4.0

4.7

4.5

4.1

4.1

4.4

4 P;

May.

5.0

7.6

5.1

4.8

4.5

4.5

4.5

4.4

5.0

5.1

4.3

4.3

4.2

4.1

4.1

4.0

4.1

4.1

4.1

5.0

7.7

7.7

7.8

6.3

6.3

5.7

5.5

5.0

4.8

4.7

4.5

June.

4.5

5.0

5.6

9.4

9.0

9.8

8.0

7.6

6.0

5.2

5.1

5.1

,5.0

5.1

4.7

4.7

4.6

4.5

4.4

4.5

4.5

4.5

4.0

4.0

4.7

4.7

4.8

4.7

4.9

4.7

July.

4.6

4.3

4.2

4.1

4.1

4.3

5.5

5.5

5.1

4.5

4.5

4.3

5.6

5.0

4.5

4.2

4.0

3.9

3.8

3.8

3.9

5.1

3.9

3.8

3.7

3.7

3.6

3.5

3.5

3.5

3.5

Aug.

3.5

3.5

4.5

4.5

4.2

4.1

3.8

3.8

3.8

4.0

4.0

4.2

4.2

4.0

4.0

4.2

5.2

3.5

3.8

3.8

3.8

3.5

3.5

3.5

3.4

3.4

3.4

3.2

3.2

3.1

3.1

Sept.

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.2

3.1

3.0

3.0

3.0

3.1

4.0

3.5

3.2

3.0

3.0

3.3

3.3

5.2

4.3

4.3

4.3

4.3

4.3

3.3

3.0

Oct.

3.0

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

3.4

3.4

3.4

3.5

3.5

3.5

3.5

3.4

3.4

3.3

3.2

3.2

3.2

3.1

3.1

3.0

3.0

' 2.9

2.9

2.9

2.9

Nov.

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2

0

2.8

2.9

3.0

2.9

2.8

2.8

2.8

2.8

2.8

2.8

2.8

2.7

2.7

2.7

Dec.

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

6.1

5.6

5.5

5.5

5.5

4.6

4.6

4.5

4.3

4.3

4.2

4.1

3.0

3.0

3.3

3.3

3.0

2.7

3.0
OHIO EIVEE BASIN. 157

Daily discharge, in second-feet, of Little Tennessee River at Judson, 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. ............ yj..... ........

28. ............

29.............

30.............

31.............

Jan.

1,700

1,600

1,490

1,820

3,750

2,990

2,320

1,930

1,820

1,700

1,600

1,600

950

1,700

1 930

5,360

7,380

3,550

2,180

2,050

1,930

1,820

1,820

1,700

1,820

1,820

1,700

1,390

1,390

1,390

Feb.

1,390

1 300

1,300

1,200

1,200

1,300

1,390

1,700

1,600

950

10,200

2,990

2,810

2,990

2,640

7,690

4,850

7,380

7,070

5,630

3,550

7,690

8,310

3,550

4,850

5,100

3,360

3,550

Mar.

3,360

3,170

2,810

2,640

2,990

3,170

3,550

3,360

3,170

12,300

4,850

3,950

17,800

14, 800

8,930

7,380

3,950

3,750

3,550

3,550

3,550

3,360

3,170

3,550

5,900

8,620

4,610

5,900

5,900

4,160

3,550

Apr.

3,550

3,170

2,640

2,640

2,480

2,640

2,640

2,640

2,810

2,640

2,320

2,180

2,480

3,750

2,810

2,810

2,990

2,180

2,050

2,050

2,050

1,930

2,990

2,640

2,050

2,050

2,050

2,050

2,480

2,640

May.

3,550

10,900

3,750

3,170

2,640

2,640

2,640

2,480

3,550

3,750

2,320

2,320

2,180

2,050

2,050

1,930

2,050

2,050

2,050

3,550

11,200

11,200

11,600

6,770

6,770

5,100

4,610

3,550

3,170

2,990

2,640

June.

2,640

3,550

4,850

17,400

15,900

19,000

12,300

10, 900

5,900

3,950

3,750

3,750

3,550

3,750

2,990

2,990

2,810

2,640

2,480

2,640

2,640

2,640

1,930

1,930

2,990

2,990

3,170

2,990

3,360

2,990

July.

2,810

2,320

2,180

2,050

2,050

2,320

4,610

4,610

3,750

2,640

2,640

2,320

4,850

3,550

2,640

2,180

1,930

1,820

1,700

1,700

1,820

3,750

1,820

1,700

1,600

1,600

1,490

1,390

1,390

1,390

1,390

Aug.

1,390

1,390

2,640

2,640

2,180

2,050

1,700

1,700

1,700

1,930

1,930

2,180

2,180

1,930

1,930

2,180

3,950

1,390

1,700

1,700

1,700

1,390

1,390

1,390

1,300

1,300

1,300

1,120

1,120

1,030

1,030

Sept.

950

950

950

950

950

950

950

950

950

1,120

1,030

950

950

950

1,030

1,930

1,390

1,120

950

950

1,200

1,200

3, 950

2,320

2,320

2,320

2,320

2,320

1,200

950

Oct.

950

875

875

875

875

875

875

875

875

875

1,300

1,300

1,300

1,390

1,390

1,390

1,390

1,300

1,300

1,200

1,120

1,120

1,120

1,030

1,030

950

950

875

875

875

875

Nov.

875

875

875

875

875

875

875

800

800

800

800

800

800

800

800

800

800

875

950

875

800

800

800

800

800

800

800

725

725

725

Dec.

725

725

725

725

725

725

725

725

725

725

725

725

6,180

4,850

4,610

4,610

2,810

2,810

2,640

2,320

2,320

2,180

2,050

950

950

1,200

1,200

1,200

725

950

NOTE. These discharges are based on a rating curve that Is not well defined.

Monthly discharge of Little Tennessee River at Judson, N. C.,for 1909. 

[Drainage area, 675 square miles.]

Month.

May.. . ....................................

July.. .....................................

Discharge in second-feet.

Maximum.

7,380 

10,200 

17,800 

3,750 

11, 600 

19,000 

4,850 

3,950 

3, 950 

1, 390 

950 

6,180

19, 000

Minimum.

950 

950 

2,640 

1,930 

1,930 

1,930 

1,390 

1,030 

950 

875 

725 

725

725

Mean.

2,180 

3,840 

5,330 

2,550 

4,230 

5,180 

2,390 

1,760 

1,370 

1,060 

820 

1,870

2,720

Per 

square 

mile.

3.23 

5.69 

7.90 

3.78 

6.27 

7.67 

3.54 

2.61 

2.03 

1.57 

1.21 

2.77

4.02

Run-off 

(depth in 

inches on 

drainage 

area).

3.72 

5.92 

9.11 

4.22 

7.23 

8.56 

4.08 

3.01 

2.26 

1.81 

1.35 

3.19

54.46

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

LITTLE TENNESSEE EIVEE. NEAE M GHEE, TENN.

This station is located at the Louisville & Nashville Kailroad 

bridge about one-third mile south of McGhee, Tenn., and one-half 

mile below the mouth of Tellico River. It was established by the
158 SURFACE WATER SUPPLY, 1909, PART III.

-United States Weather Bureau late in 1904, the gage readings beginning November 29 of that year. Since that time discharge measurements have been made by the United States Geological Survey and 

the daily gage readings have been furnished by the Weather Bureau.

The boxed chain gage is located on the railroad bridge. Owing to 

a new location of the railroad a new crossing of the river was made 

1,000 feet above the old one. The gage was moved to the new 

bridge December 1, 1905, and was set to read the same as before 

by raising its datum the exact amount of the slope of river between 

the points (0.30 foot at gage height 4 feet).

Although the river is navigable up to the station, very valuable 

water-power sites exist a short distance above. There are no dams 

of sufficient size to cause any noticeable interference with the natural 

flow of the stream. The section is about 530 feet wide at ordinary 

stages. The current is very swift even at low water and is somewhat 

broken at places, but it is fairly satisfactory for measuring.

The following discharge measurement was made by E. H. Swett.

May 25, 1909: Width, 508 feet; area, 2,860 square feet; gage height, 6,64 feet; discharge, 12,500 second-feet.

Daily gage height, infect, of Little Tennessee River at McGkee, Tenn.,for 1909.

Day.

1. ..............

2. ..............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

15. ..............

16...............

18...............

19...............

20................

21...............

22. ..............

23...............

24. ..............

25...............

26. ..............

27...............

28

29...............

30...............

31...............

Jan.

4.7

4.4

4.1

3.9

4.9

6.7

7.0

5.0

4.6

4.4

4.2

4.0

4.0

4.0

4.2

5.3

Q 7

6.9

5.7

5.1

4.8

4.5

4.3

4.2

4.2

4.0

3.9

3.8

3.7

3.6

3.4

Feb.

3.3

3.2

3.6

3.5

3.5

5.2

4.9

4.4

4.2

9.7

8.0

6.2

5.3

<; 9

5.2

11.0

8.6

6.7

6.2

6.6

6.3

6.1

12.2

9.2

9.5

7.5

6.7

6.2

Mar.

5.7

5.5

5.3

5 2

5.G

5.2

7.0

5.6

9.6

8.7

7.0

6.8

13.6

9.9

8.0

7.1

6.4

6.0

6.3

6.0

5.7

<; 4

5.2

5.8

7.7

6.3

7.1

8.3

6.8

6.1

Apr.

5.7

5.5

5.3

5.0

4.9

4.7

4 Q

5.1

4.9

4.7

4.5

4.3

5.8

4.9

4.6

K A

4.4

4.3

4.3

4.2

4.3

4.3

<; 7

4.7

4.4

A Q

4.7

4.5

5.0

May.

13.8

9.7

6.8

5.9

5.5

5.2

4.9

4.7

4,7

5.3

6.4

5.1

4.7

4 6

44.

4*4

4.6

44

4.2

4.6

9.1

8,6

13.2

8.3

6.8

6.2

6.1

5.6

5.3

5.0

5.2

June.

5.4

5.2

S o

14.1

14.0

9 n

7.4

6.7

6.8

7.6

6.7

5.8

6.0

5:7

5.3

<; 9

K A

5.4

4.8

4.7

4.8

4.9

4.7

5.2

4.7

4 7

4.9

5.5

<; i

July.

5.2

5.4

48

4.5

4.3

4.2

4.8

9.2

10.0

7.2

5.9

5.3

4.9

7.7

5.6

4.8

% f,

4.8

4.4

4.2

4.1

4.0

4.6

6.1

4.6

4.2

4.3

4.2

4.0

3.9

5.2

Aug.

4.6

7.6

7.0

6.7

5.7

5.2

4.8

4.6

4.3

4.2

4.2

4.1

4.6

4.4

4.2

4.1

8.6

5.2

4.5

4.2

4.0

3.9

3.8

3.6

3.5

3.5

3.5

3.4

3.4

3.3

3.4

Sept.

3.3

8.3

3:2

3.1

3.2

3.2

3.2

3.1

3.2

3. a

3.8

3.3

3.1

3.2

3.0

3.1

3.7

3.4

3.2

8.1

3.0

3.1

6.9

4.5

4.0

3.5

3.3

3.2

3.1

3.0

Oct.

3.0

3.0

3.0

3.0

2.9

2.8

2

0

2

0

2

0

2.8

3.3

4.0

3.2

3.2

5.6

4.9

3.8

3.5

3.3

3.1

3.1

3.1

3.1

3.0

3.0

3.0

3.0

3.0

3.0

2.9

2.9

Nov.

2.9

2.9

2

0

2.8

2.8

. 2.7

2.7

2.7

2.7

2.7

2.7

2.7

2.7

9 7

2.7

2.7

2 7

3.0

2.8

2.7

2.7

2.6

2.7

&2

2.9

2

0

2.8

2.8

2.8

2.6

Dec.

9 fi

2.6

2.6

9 7

9 fi

2 A

2.8

6.2

4.2

3.6

3.2

3

O

3.3

7.3

5.0

4.3

3 9

3.7

3.6

3.4

3.2

3.0

3.0

3.5

3.7

3.1

3.4

3.2

3.1

2.7
OHIO RIVER BASIN. 159 

Daily discharge, in second-feet, of Little Tennessee River at MtGhee, Tenn.,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.

7,350

6,500

5,680

5,150

7,930

13,400

14,300

8,220

7,060

6,500

5,950

5,410

5,410

5,410

5,950

9,120

23,200

14,000

10,300

8,520

7,640

6,780

6,220

5,950

5,950-

5,410

5,150

4,890

4,630

4,380

3,890

Feb.

3,650

3,420

4,380

4,130

4,130

8,820

7,930

6,500

5,950

23,200

17,500

11,800

9,120

8,820

8,820

27,700

19,500

13,400

11,800

13,100

12,200

11,300

32,100

21,500

22,500

15,900

13,400

11,800

Mar.

10,300

9,720

9,120

8,820

8,220

8,820

14,300

10,900

10,000

22,900

19,800

14,300

13,700

37,300

23,900

17,500

14,600

12,500

11,200

12,200

11,200

10,300

9,420

8,820

10,600

16,600

12,200

14,600

18,500

13,700

11,500

Apr.

10,300

9,720

9,120

8,220

7,930

7,350

7,930

8,520

7,930

7,350

6,780

6,500

6,220

10,600

7,930

7,060

9,420

6,500

6,220

6,220

5,950

6,220

6,220

10,300

7,350

6,500

6,220

7,350

6,780

8,220

May.

38,100

23,200

13,700

10, 900

9,720

8,820

7,930

7,350

7,350

9,120

12,500

8,520

7,350

7,060

6,500

6,500

7,060

6,500

5,950

7,060

21,200

19,500

35,800

18,500

13,700

11,800

11,500

10,000

9,120

8,220

8,820

June.

9,420

8,820

10,900

39,200

38,800

20,800

15,600

13,400

13,700

16,200

13,400

11,200

10,600

11,200

10,300

9,120

8,820

9,420

9,420

7,640

7,350

7,640

7,930

7,350

8,820

7,350

7,350

7,930

9,720

8,520

July.

8,820

9,420

7,640

6,780

6,220

5,950

7,640

21,500

24,200

15,000

10,900

9,120

7,930

16,600

10,000

7,640

10,000

7,640

6,500

5,950

5,680

5,410

7,060

11,500

7,060

5,950

6,220

5,950

5,410

5,150

8,820

Aug.

7,060

16,200

14,300

13,400

10,300

8,820

7,640

7,060

6,220

5,950

5,950

5,680

7,060

6,500

5,950

5,680

19,500

8,820

6,780

5,950

5,410

5,150

4,890

4,380

4,130

4,130

4,130

3,890

3,890

3,650

3,890

Sept.

3,650

3,650

3,420

3,200

3,420

3,420

3,420

3,200

3,420

3,650

4,890

3,650

3,200

3,420

2,990

3,200

4,630

3,890

3,420

3,200

2,990

3,200

14,000

6,780

5,410

4,130

3,650

3,420

3,200

2,990

Oct.

2,990

2,990

2,990

2,990

2,790

2,600

2,600

2,600

2,600

2,600

3,650

5,410

3,420

3,420

10,000

7,930

4,890

4,130

3,650

3,200

3,200

3,200

3,200

2,990

2,990

2,990

2,990

2,990

2,990

2,790

2,790

Nov.

2,790

2,790

2,600

2,600

2,600

2,420

2,420

2,420

2,420

2,420

2,420

2,420

2,420

2,420

2,420

2,420

2,420

2,990

2,600

2,420

2,420

2,250

2,420

3,420

2,790

2,600

2,600

2,600

2,600

2,250

Dec.

2,250

2,250

2,250

2,420

2,250

2,250

2,600

11,800

5,950

4,380

3,420

3,420

3,650

15,300

8,220

6,220

5,150

4,630

4,380

4,130

3,890

3,420

2,990

2,990

4,130

4,630

3,200

3,890

3,420

3,200

2,420

NOTE. These discharges are based on a rating curve that is well defined between 1,600 and 14,300 secondfeet.

Monthly discharge of Little Tennessee Rivef at McGhee, Tenn.,for 1909. 

[Drainage area, 2,470 square miles.]

Month.

January... ................................

February. . ...................

April .........................

July......................................

October. ......................

December. ....................

Discharge in second-feet.

Maximum.

23,200 

32,100 

37,300 

10,600 

38,100 

39,200 

24,200, 

19,500 

14,000 

10,000 

3,420 

15,300

39,200

Minimum.

3,890 

3,420 

8,220 

5,950 

5,950 

7,350 

5,150 

3,650 

2,990 

2,600 

2,250 

2,250

2,250

Mean.

7,620 

12, 700 

13,800 

7,630 

12,200 

12,300 

9,020 

7,170 

4,020 

3,570 

2,550 

4,360

8,080

Per 

square 

mile.

3.09 

5.14 

5.59 

3.09 

4.94 

4.98 

3.65 

2.90 

1.63 

1.45 

1.03 

1.76

3.27

Run-off 

(depth in 

inches on 

drainage 

area).

3.56 

5.35 

6.44 

3-45 

5.70 

5.56 

4.21 

3.34 

1.82 

1.67 

1.15 

2.03

44.28

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A..

CULLASAGEE a EIVEE AT CULLASAGEE, N. C.

This station, which, is located at a wagon bridge at Cullasagee, 

N. C., 5 miles southeast of Franklin, N. C., and about 1 mile below 

the mouth of Ellijay Creek, was established June 13, 1907, in coopa Spelling changed to accord with decision of United States Geographic Board.
160 SURFACE WATER SUPPLY, 1909, PART III.

eration with the Forest Service, to obtain data concerning the water 

resources in the southern Appalachian Mountains. The station was 

discontinued December 31, 1909.

The low-water flow is probably affected to some extent by the 

operation of mills above. The staff gage is attached to the bridge 

abutment. Its datum has not been changed. Discharge measurements were made from the wagon bridge, where the section is excellent for the purpose. Owing to the flashy nature of the river highwater measurements have not been obtained to develop the upper 

portion of the rating curve.

Discharge measurements of Cullasagee River at Cullasagee, N. C., in 1909.

Date.

Do.........

October 30.....

Do.........

Hydrographer.

M. R. Hall .........................................

.....do..............................................

E. H. Swett. ...................................... .

..... do.................. ............................

Width.

Feet. 

53

53

36

36

Area of 

section.

Sq.ft. 

159

159

77

77

Gage 

height.

Feet. 

3.15

3.15

1.42

1.42

Discharge.

Sec.-ft. 

612

613

125

130

Daily gage height, in feet, of Cullasagee River at Cullasagee, N. C.,for 1909. 

[J. M. Moore, observer.]

Day.

1...............

2...............

3. ..............

4...............

5...............

6...............

7...............

8...............

10..........:.... 

11...............

12...............

14...............

16...............

17...............

18...............

19...............

20. ..............

21...............

22...............

23...............

24. ..............

25...............

26...............

27...............

28. ..............

29...............

30. ..............

31...............

Jan.

1.9

1.9

1.9

2.8

2.4

2.0

2.0

1 9

1.9 

1.85

1.85

1-85

1.9

2.1

2.2

2.1

2.1

2.0

1 9

1 9

1.9

1.8

1.76

1 7^.

1.75

1.75

1.75

Feb.

1.75

1.65

1.65

1.65

1.55

2.1

2.0

1.7

2 0

3.0 

2.3

2.1

2.0

1.8

5.0

3.7

3.1

2.8

3.0

4.0

4.0

4.0

3.3

3.0

2

0

2.6

Mar.

2.6

2.6

2.5

2.45

2

9

3.0

2.5

2.2

3.7 

3.0

9 Q

6.6

3.8

3.3

3.1

3.0

2.8

2.85

2.8

2.75

9 7

2.5

4.0

i n

2.9

3 A

3.0

2 Q

2.7

Apr.

2.6

2.55

2.35

2.5

2.6

2.4

2.2 

2.2

2.1

4.1

2.8

2.6

2.5

2.45

2.2

2.1

2.1

2

f\K

3

ft

2.65

2.4

2.2

9 3

2.2

3 n

May.

3.9

2.7

2.7

2.65

2.5

2.45

2.4

2 4

4.0 

3.0

2.7

2.6

2.45

2.4

2.4

2.35

2.3

2.2

8.2

5.5

3.6

3.6

4.5

3

O

3

ft

2

0

2

9

2.3

June.

2.7

2.75

4.3

6.5

4.2

3.6

3.4

3.4

3.1

3.2 

3.0

3

ft

2.6

2.5

2.6

2.5

2.45

2.4

2.0

2.6

2.55

9 7

2.6

2.5

2.4

2.4

2.35

2.3

4.0

July.

4.0

2.85

2.35

2.0

2.0

2.0

2.75

2.8

2.85

2.6 

2.2

2.2

2.7

2.65

2.1

2.15

2.0

1.9

1.8

1.75

1.7

2.5

1.9

1.7

1.7

1.7

1.7

1.65

1.75

1.7

Aug.

1.7

2 0

2.5

2.5

2.4

2.3

1.9

1.9

1.65

1.8 

1.8

2.0

1.95

2.2

2.0

6.0

2.7

2.4

2.0

1.9

1.8

1.85

1.7

1.65

1.6

1.5

2.5

1.6

1.5

Sept.

1.5

1.4

1.35

1.35

1.35

1.5

1.35

1.35

1.8 

1.35

1 z

1.4

1.3

1.8

1.6

1.5

1.45

1.45

1.4

1.4

K A

9 £

2.4

2.4

1 9

1.7

1.6

1.6

1 K

Oct.

1.4

1 4

1.4

1.4

1.35

1.3

1.35

1.3

1.3

2.85

2.8

1.4

2.55

2.3

2.2

1.8

1.7

1.7

1.65

1.65

1.65

1.6

1.6

1.5

1.5

i 4.p;

1.45

1.35

1.3

1.3

Nov.

1.3

1 4

1.3

1.3

1.2-5

1.25

1.25

1 25

1.25

1.25 

1.25

1.25

1.3

1.3

1.3

1.25

1.25

1.5

1.3

1.3

1.3

1.3

1.3

1.25

1.25

1.25

1.25

1.25

1.25

Dec.

1.-25

1.25

1.25

1.2

1.2

5.5

4.0

-30

1.8

1.6 

1.5

4.0

6.5

2.6

2.6

2.6

2.4

2.3

2.4

2.0

2.0

1.95

i 1.8

1.8

1.95

1.8

2.0

1.9

1.8

1.8
OHIO RIVER BASIN. 161

Daily discharge, in second-feet, of Cullasagee River at Cullasagee, 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............... f/*\

26...............

27............ .

28

29...............

30. ..............

31...............

Jan.

230

230

230

230

485

357

252

252

230

230

220

220

220

230

276

302

289

276

276

252

230

230

230

220

209

199

199

199

199

199

199

Feb.

199

180

180

180

161

276

252

' 189

252

329

276

252

209

593

485

252

670

556

485

418

Mar.

418

418

387

372

329

556

472

387

302

556

520

670

KQO

556

485

502

485

468

451

434

387

556

520

710

556

520

451

Apr.

A.'iK.

418

402

387

372

343

387

418

357

302

302

276

485

418

387

372

302

302

276

276

264

556

434

357

302

329

302

302

556

May.

451

451

387

387

372

357

357

556

451

418

070

357

357

343

qOQ

302

670

556

485

329

329

June.

451

468

710

710

593

631

556

536

418

387

418

387

372

357

252

418

402

451

418

387

357

357

343

329

July.

502

343

252

252

252

468

485

502

418

302

302

451

434

276

289

252

230

220

209

199

189

387

230

189

189

189 189

180

199

189

Aug.

189

252

387

387

357

329

230

230

180

209

209

252

241

302

252

451

OC7

264

252

230

209

220

189

180

170

152

152

387

170

152

Sept.

1 V>

136

128

128

128

128

152

128

128

209

128

152

136

121

209

170

152

144

144

136

136

387

357

357

230

189

170

170

152

Oct.

136

136

136

136

128

121

128

121

121

312

502

485

136

402

329

302

209

189

189

180

180

180

170

170

152

152

144

144

128

121

121

Nov.

121

136

121

121

114

114

114

114

114

114

114

114

121

121

121

114

114

152

121

121

121

121

121

121

114

114

114

114

114

114

Dec.

114

114

114

108

108

556

209

170

152

418

418

418

357

329

357

252

252

241

209

209

241

209

230

252

230

209

209

NOTE. These discharges are based on a rating curve that is well defined between 110 and 750 secondfeet. Above this the curve has not been developed. Discharges for all missing days are above 750 

second-feet.

NANTAHALA EIVER NEAR NANTAHALA, N. C.

This station, which is located at Mathew Cole's footbridge, about 

1 mile up the river from Nantahala, N. C., and just above Nelsons 

Creek, was established May 22, 1907, in cooperation with the Forest 

Service, though discharge measurements referred to a bench mark 

had been previously made. A flume for transporting lumber takes 

its water from a tributary creek several miles above and passes the 

station. The water in the flume is measured when the station is 

visited and is usually about 10 to 12 second-feet. This flow is not 

included with the regular measurements.

The staff gage attached to the right bank abutment has the same 

datum as the bench marks formerly used. The rough and rocky 

bed causes broken currents and makes it difficult to determine the 

proper depth of soundings.

The station was discontinued December 31, 1909. 

67443° WSP 263 11 11
162 SURFACE WATER SUPPLY, 1909, PART III.

Discharge measurements of Nantahala River near Nantahala, N. C., in 1909.

Date.

April 14........

July 19. .......

Do.........

Julv 24. ........

Do.........

October 26 .....

Do.........

Hydrographer.

M. R. Hall .........................................

F. P. Thomas... ..................................

.....do..............................................

.....do..............................................

.....do..............................................

E. H. Swett....... ............... .................

.....do..............................................

Width.

Feet. 

65

66

66

66

66

65

65

Area of 

section.

Sq.ft. 

234

229

221

218

220

175

175

Gage 

height.

Feet. 

2.32

1.85

1.85

1 80

1.82

1.27

1.27

Discharge.

Sec.-ft. 

667

417

395

Wi

396

222

216

Daily gage height, infect, of Nantahala River near Nantahala, N. C.,for 1909. 

[Mathew Cole, observer.]

Day.

2. ............ ..

3...............

6...............

7.. .............

9..-.----.---...

11...............

12...............

13..... ..........

14...............

15...............

16...............

18...............

17...............

21...............

22. ..............

24. ..............

26...............

27...............

28...............

29...---.-.......

30

31...............

Jan.

1.8

1.8

1.8

1.8

2.75

2.3

2.0

2.0

1.9

1 9

1.9

1 9

2.45

2.8

2.8

2.5

2.4

2.2

2.1

1.9

1 9

1.8

1.8

1.7

1.7

Feb.

1.7

1.7

1.6

1.6

2.2

1.85

1.8

1.9

2.7

2.5

2.65

9 x,

3.15

3.5

2 Q

2.9

2 7

0 A

3.65

0 QK

3.0

2 9

Mar.

2.5

2.5

9 ^

2.4

3 A

2.6

2

C

2.4

Q JC2.9

2.8

4.4

4.1

3.7

o q

3 0

2.85

2.8

2 Q

2.7

9 (\%

9 ^

3

QC

2 Q

3 A

2

7c

2.5

Apr.

2.5

2.5

2.3

9 °.

2.4

2.35

2.2

2.8

2 0

2 A

2.0

1 9

1.85

2.15

2.0

2.0

2

oc

2.2

2.0

May.

2.65

2.3

2.3

2

0

2.2

2.1

°i 7^

2.25

2.1

O AC

2.0

2 A

2 A

2.0

0 A

3.6

3.0

2 Q

3.35

2

QC

2.65

2.45

2.4

2.65

June.

2.45

2.55

3 9

3.35

2.9

3.05

2.7

2.6

2

C

2.5

2.5

2.35

2

Q

2.2

2.15

2.1

2.3

2.3

2.6

July.

2.4

2.2

2.1

2.1

2 0

2.15

2.4

2.45

2.4

2.3 -

2.25

2.25

2.3

2.3

2.1

1.95

1.8

1.8

1.8

1.8

2.25

1.8

1.8

1.7

1.7

1.7

1.65

1.6

1.6

Aug.

1.6

2.15

1.9

1.9

2.35

1.8

1.8

1.7

1.6

1.45

1.4

2.7

1.6

1.6

1.5

1.5

1.45

1.4

1.4

1.4

1.4

1.3

1.3

1.3

1.3

Sept.

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1 ?

1.3

1.5

1.3

1.3

1.3

1.3

1.3

1.7

1.65

1.3

1.3

1.3

1.25

2.55

1.95

1.8

1.6

1.45

1.4

1.4

1.3

1.3

Oct.

1.3

1.3

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.85

1.25

1.2

2.65

2.3

1.7

1.5

1.5

1.4

1.4

1.35

1.3

1.3

1.3

1.3

1.3

1.3

1.25

1.2

1.2

1.2

Nov.

1.2

1.2

1.2

1.2

1.1

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.0

1.35

1.1

1.1

1.0

1.0

1.35

1.1

1.0

1.0

1.0

1.0

1.0

1.0

Dec.

1 0

1.0

1.0

1.0

1.0

1.0

2.85

2.1

1.8

1.25

1.35

3.0

2.3

2.0

1.6

1.4

1.3

1.3

1.2

1.2

1.2

1.2

1.6

1.4

1.3

1.2

1.2

1.2

1.1
OHIO RIVER BASIN. 163

Daily discharge, in second-feet, of Nantahala River near Nantahala, 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.

385

385

385

385

650

480

480

480

480

430

430

430

430

710

620

590

508

535

430

430

385

385

385

345

345

Feb.

345

345

345

310

310

590

408

385

430

Mar.

710

710

Apr.

710

680

650

650

710

680

620

590

535

710

535

508

480

480

480

480

430

408

562

480

480

620

590

480

620

May

710

650

650

650

590

535

535

620

KQA

535

508

480

480

480

480

480

710

June.

710

680

fiKfl

EGA

EGA

CftO

CQK

620

650

KQft

650

July.

710

590

535

535

480

562

710

710

650

620

620

650

650

535

480

455

385

385

385

385

62Q

385

385

345

345

345

310

310

Aug.

310

562

480

430

430

480

680

385

385

345

310

295

266

252

252

385

310

310

280

280

266

- 252

252

225

99S

225

225

Sept.

225

225

225

225

225

225

225

225

225

280

225

225

225

225

225

345

328

225

225

455

385

310

266

252

99S

225

Oct.

225

225

225

225

199

199

199

199

199

199

408

212

1QQ

650

345

280

280

252

252

238

225

225

225

225

225

225

212

199

199

Nov.

199

199

199

199

175

152

152

152

152

152

152

152

152

152

152

152

295

238

175

175

152

152

238

175

152

152

152

152

152

152

Dec.

152

152

152

152

152

152

535

385

266

212

238

650

480

-310

252

262

225

225

199

199

199

199

310

252

225

199

199

199

175

NOTE. These discharges have been obtained from a rating curve that is fairly well defined between 

discharges 200 and 710 seeond-feet. Above this the curve has not been developed. Discharges for all 

missing days are above 710 second-feet.

TUCKASEGEE RIVER NEAR EAST LAPORT, N. c.

This station, which is located at the steel wagon bridge at East 

Laport, N. C., about 10 miles from Dillsboro, was established May 27, 

1907, in cooperation with the Forest Service, and was discontinued 

December 31, 1909. The station is about 2 miles below the mouth of 

Caney Fork.

The vertical staff gage is fastened to a post on the left bank, about 

75 feet below the bridge.

Discharge measurements have been made from the bridge. The 

current is good, and the bed is partly rock and should be fairly 

constant.

Discharge measurements of Tuckasegee River near East Laport, N. C., in 1'909.

Date.

Do.........

Hydrographer.

.....do..............................................

Width.

Feet. 

112

112

Area of 

section.

Sq.ft. 

189

191

Gage 

height.

Feet. 

1.58

1.58

Discharge.

Sec.-ft. 

288

284
164 SURFACE WATEB SUPPLY, 1909, PART III.

Daily gage 'height, in feet, of Tuckasegee River near East Laport, N. C.,for 1909.

[Will Rogers, 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...............

qi

Jan.

2.0

2 0

2.0

2 o

4.0

3 0

2.6

2.5

2.4

2.2

2.1

2 0

1.9

1.9

2 0

2.5

3.0

2.4

2

0

2.2

2.1

2.0

2.0

2.0

2.0

1.9

1.9

1.8

1.8

1.9

1 9

Feb.

2.0

20

2 0

1.9

1.9

2.8

2.5

2.0

2.0

3.5

3.0

2.5

2.0

20

2.4

6.0

3.5

3.2

2.8

2.0

2.4

3.0

3.4

3.0

2.9

2.5

2.4

Mar.

2.8

2.7

2.6

2.6

2.5

2.5

2.6

2.5

2.5

5.0

4 n

4.0

5.5

3.0

3.6

3.4

3.3

3.2

3.1

3.0

2.9

2.8

2.7

5.5

3.9

30

3.5

3.4

3.3

S

A

Apr.

2.9

2.8

2.7

2.6

2.5

2.5

2.4

2.5

2.4

2.4

2.3

2.3

5.0

3.4

2.9

2.7

2.6

2.5

2.5

2.5

2.4

2.4

2.8

2.6

2.5

2.5

2.5

2.5

2.9

2.7

May.

5.0

3.5

3.1

3.0

2.9

2.6

2.6

2.5

2.5

5.7

4.0

3.5

3.0

2.9

2.7

2.6

2.6

2.6

2.5

2.8

5.5

4.0

3.9

3.8

3.7

3.6

3.4

3.1

3.6

3.5

June.

4.0

3.0

3.4

8.0

6.0

5.0

4.0

3.4

3.9

3.6

3.4

3.3

3.1

3 0

2.9

2.8

2.7

2.7

2.6

2.6

2.9

2.8

2.7

2.7

2.6

2.5

2.7

2.8

2.9

3.0

July.

3.0

2.8

2.5

2.5

2.5

3.0

2.8

2.7

2.6

2.5

2.5

2.4

2.4

2.3

2.3

2.2

2.2

2.2

2.0

2 0

2.0

3 0

2.5

2.0

2.0

2.0

2.3

2.2

2.2

2.1

2.1

Aug.

2.5

2.4

2.3

2.2

2.2

2.2

2.1

2.0

4.0

3.0

2.9

2.8

2.7

2.6

2.5

'2.4

2.3

2.2

2.1

2 0

2.0

2. a

1.9

1.8

1.9

1.8

1.8 1.8'

1.7

1.7

1.7

Sept.

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.5

1.5

1.5

1.4

1.4

1.4

1.4

1.4

1.4

1.5

1.5

1.5

6.0

5.0

4.5

30

2.9

2.8

2.7

2.7

2.6

Oct.

1.9

1.9

1.8

1.7

1.6

1.6

1.6

1.5

1.5

1.5

4.5

3.0

2.9

2.8

3.9

3.8

3.0

2.9

2.8

2.7

2.6

2.5

2.4

2.3

2.2

2.2

2.1

2.1

2.0

2.0

1.9

Nov.

1.9

1.9

1.8

1.8

1.8

1.7

1.7

1.7

1.6

1.6

1.6

1.6

1.5

1.5

1.5

1.5

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

Dec.

1.2

1.2

1.2

1.2

1.2

1.2

2.0

4.0

2.0

2.0

1.9

1.9

6.0

3.0

3.0

2.9

2.8

2.7

2.7

2.7

2.6

2.6

2.6

2.5

2.4

2.3

2.3

2.2

2.2

2.0

2.0

Daily discharge, in second-feet, of Tuckasegee River near East Laport, N. C.,for 1909.

Day.

1........ .......

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.

460

460

460

460

745

680

565

510

460

415

415

460

745

680

620

565

510

460

460

4fin

460

415

415

370

370

415

415

Feb.

460

460

460

415

415

745

460

460

745

460

460

680

745

680

Mar.

745

745

745

745

Apr.

745

745

680

745

680

680

620

620

745

745

745

680

680

745

745

745

745

May.

745

745

745

June.

745

July.

745

745

745

745

745

680

680

620

620

565

565

565

460

460

460

745

460

460

620

565

565

510

510

Aug.

745

680

620 565'

565

565

510

460

745

680

620

565

510

460

460

460

415

415

<yj{\

370

370

330

330

330

Sept.

295

295

295

295

295

90S

295

295

295

268

268

268

244

244

244

244

244

244

268

268

268

......

Oct.

415

415

370

330

295

295

295

268

268

268

745

680

620

565

CAK

510

460

460

Nov.

415

415

370

370

370

330

330

330

295

295

295

295

268

268

268

268

244

244

244

244

244

223

223

223

223

223

223

223

223

223

Dec.

203

203

203

203

203

203

460

460

460

415

415

745

680

620

620

565

565

460

460

NOTE. Discharges as published are based on a fairly well-defined curve between discharges 185 and 745 

second-feet. Discharges for all missing days are above 745 second-feet. The high-water portion of the 

curve has not yet been developed.
OHIO BIVER' BASlN. 165

TTJCKASEGEE RIVER AT BRYSON, N. O.

This station is located at the highway bridge in the town of Bryson, 

N. C., one-half mile below the mouth of Deep Creek and about 15 

miles above the junction of Tuckasegee River with Little Tennessee 

River. Oconalufty River, an important tributary, comes in about 

8 miles above Bryson. The original' station was established in June, 

1896, at the Southern Railway bridge, 3 miles above Bryson, but 

was abandoned early in 1897 on account of poor measuring section. 

The present station was established November 7, 1897, and has been 

maintained continuously since that time. Observations at this station are particularly valuable for a number of purposes, including 

estimates of water power, which is very abundant both above and 

below the station.

The gage is read twice a day in order to equalize any small variations in flow caused by the operations of power plants.

Discharge measurements are made at the bridge, where the current and other conditions are good. A staff gage is attached to the 

left bank pier. Its datum has not been changed.

Discharge measurements of Tuckasegee River at Bryson, N. C., in 190$.

Date.

April 15........

Do.........

Hydrographer.

M. R. Hall...........'..............................

.....do..............................................

Width.

Feet. 

189

190

190

Area of 

section.

Sq.ft.

842

842

Gage 

height.

Feet.

1.45

1.42

Discharge.

Sec.-ft. 

2,140

850

861

Daily gage height, in feet, of Tuckasegee River at Bryson, N. C.,for 1909. 

[J. M. Welch, observer.]

Day.

1.. ...... .......

2...............

3...............

5...............

6...............

7. ..............

8...............

9..... ..........

10...............

11. ..............

12...............

13...............

14...............

15. ..............

16... ...........

17. ..............

18. . A ........... 

19...............

20...............

21...............

22...............

23...............

24. ..............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

2.0

1.9

1.8

1.9

3.4

2.55

2.3

2.1

2.0

1.95 1.9'

1.85

1.8

1.9

2.0

2.7

3.15

2.55 

2.35

2.15

2.0

1.9

1.9

1.9

1.8

1.8

1.75

1.7

1.8

1.75

1.6

Feb.

1.65

1.6

1.6

1.5

1.6

2.4

1.7

1.8

2.0

4.5

2.85

2.45

2.3

2.2

2.55

4.2

3.05

2.85 

3.1

2.8

2.6

2.55

3.8

3.85

3.45

3.1

2.85

2.65

Mar.

2.6

2.55

2.5

2.3

2.5

2.7

2.55

2.5

4.6

3.3

3.05

4.2

4.4

3.7

3.45

3.05

2.85 

2.7

2.9

2.6

2.5

2.4

2.4

4.2

3.1

2.85

4.3

3.45

3.1

2.75

Apr.

2.6

2.55

2.5

2.4

2.3

2.25

2.4

2.3

2.25

2.2

2.15

2.1

3.15

2.7

2.3

2.2

2.1

2.1 

2.0

2.0

2.0

2.0

2.65

2.15

2.0

2.0

2.0

2.0

1.9

4.5

May.

4.6

3.2

2.75

2.55

2.45

2.3

2.2

2.15

2.1

3.35

3.05

2.3

2.2

2.1

2.1

2.15

2.0 1.9 ' 

2.0

4.2

3.45

4.4

3.8

3.25

2.9

2.8

2.75

2.55

2.4

2.3

2.6

June.

2.5

2.35

3.6

 6.5

4.3

3.5

3.2

2.95

3.0

3.05

2.75

2.65

2.95

2.6

2.4

2.65

2.45 

2.3

2.2

2.3

2.4

2.3

2.3

2.2

2.35

2.4

2.3

2.65

2.5

July.

2.55

2.45

2.25

2.2

2.1

2.5

3.2

3.55

3.8

3.2

2.7

2.5

2.45

2.6

2.3

2.2

2.1

2.0 

2.0

1.9

1.9

2.3

2.9

2.05

2.0

1.9

 2.05

1.95

2.35

1.95

1.9

Aug.

1.95

2.05

2.85

2.7

2.6

2.45

2.15

2.0

2.0

1.95

1.9

2.5

2.0

2.2

2.0

3.6

2.85

2.35 

2.1

2.0

1.9

1.8

1.8

1.75

1.7

1.7

1.7

1.6

1.6

1.7

1.6

Sept.

1.6

1.55

1.5

1.55

1.5

1.5

1.5

1.5

1.5

1.75

1.55

1.5

1.55

1.45

1.45

1.7

1.7

1.55 

1.6

1.5

1.4

3.15

2.3

2.0

1.7

1.6

1.55

1.5

1.5

1.5

Oct.

1.45

1.4

1.4

1.4

1.4

1.4

1.4

1.35

1.3

1.3

2.2

1.6

1.4

2.25

2.0

1.85

1.65

1.6 

1.5

1.5

1.5

1.5

1.5

1.5

1.45

1.45

1.4

1.4

1.4

1.4

1.4

Nov.

1.35

1.4

1.35

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.3

1.45

1.3 

1.3

1.3

1.25

1.25

1.45

1.4

1.3

1.3

1.25

1.25

1.25

1.25

Dee.

1.2

1.2

1.2

1.2

1.2

1.2

2.6

2.3

1.65

1.45

1.45

1.45

3.45

2.45

2.15

1.9

1.75

1.7 

1.6

1.6

1.5

1.5

1.4

1.4

1.65

1.5

1.5

1.4

1.4

1.25

1.4
166 SURFACE WATER SUPPLY, 1909, PART III.

Daily discharge, in second-feet, of Tuckasegee River at Bryson, 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.

1,660

1,510

1,370

1,510

4,330

2,570

2,130

1,810

1,660

1,580

1,510

1,440

1,370

1,510

1,660

2,850

3,780

2,570

2,220

1,890

1,660

1,510

1,510

1,510

1,370

1,370

1,300

1,230

1,370

1,300

1,100

Feb.

1,160

1,100

1,100

980

1,100

2,300

1 230

1,370

1,660

7,220

3,150

2,390

2,130

1,970

2,570

6,350

3,560

3,150

3,670

3,050

2,660

2,570

5,290

5,420

4,440

3,670

3,150

2,760

Mar.

2,660

2,570

2,486

2,220

2,130

2,480

2,850

2,570

2,480

7,530

4,110

3,560

6,350

6,920

5,040

4,440

3,560

3,150

2,850

3,250

2,660

2,480

2,300

3,300

6,350

3,670

3,150

6,630

4,440

3,670

Apr.

2,660

2,570

2,480

2,300

2,130

2

fJKft

2,300

2,130

2,050

1,970

1,890

1,810

3,780

2,850

2,130

1,970

1,810

1,810

1,660

1,660

1,660

1 660

2,760

1,890

i fifin

1,660

1,660

1 660

1^510

7,220

May.

7,530

3,890

2,950

2,570

2,390

2,130

1,970

1,890

1,810

4,220

3,560

2,130

1,970

1,810

1,810

1,890

1,660

1,510

1,660

6,350

4,440

6,920

5,290

4,000

3,250

3,050

2,950

2,570

2,300

2,130

O cert

June.

2,480

2,220

4,800

16,100

6, -630

4,560

3,890

3,360

3,460

3,560

5,950

2,760

3,360

2,760

2,660

2,300

2,760

2,390

2,130

1,970

2 130

2 300

2 130

2, 130

1,970

2,220

2,300

2 130

2,760

2,480

July.

2,570

2,390

2,050

1,970

1,810

2,480

3,890

4,680

5,290

3,890

2,850

2,480

2,390

2,660

2,130

1,970

1,810

1,660

1,660

1,510

1,510

2,130

3,250

1,740

1,660

1,510

1,740

1,580

2,220

1,580

1,510

Aug.

1,580

1,740

3,150

2,850

2,«60

2,390

1,890

1,660

1,660

1,580

1,510

2,480

1,660

1,970

1,660

4,800

3,150

2,220

1,810

1,660

1,510

1,370

1,370

1,300

1,230

1,230

1,230

1,100

1,100

1,230

1,100

Sept.

1,100

1,040

980

1,040

980

980

980

980

980

1,300

1,040

980

1,040

920

920

1,230

1,230

1,040

1,100

980

860

3,780

2,130

1,660

1,230

1,100

1,040

980

980

980

Oct.

920

860

860

860

860

860

860

805

750

750

1,970

1,100

860

2,050

1,660

1,440

1,160

1,100

980

980

980

980

980

980

920

920

860

860

860

860

860

Nov.

805

860

805

750

750

750

750

750

750

750

750

750

750

750

750

750

920

750

750

750

700

700

920

860

750

750

700

700

700

700

Dec.

650

650

650

650

650

650

2,660

2,130

1,160

920

920

920

4,440

2,390

1,890

1,510

1,300

1,230

1,100

1,100

980

980

860

860

1,160

980

980

860

860

700

860

These discharges are based on a rating curve that is well defined below 3,500 second-feet.

Monthly discharge of Tuckasegee River at Bryson, N. C.,for 1909. 

[Drainage area, 662 square miles.]

Month.

March.. . ..................................

April. ....................................

May......................................

October. ..................................

November. .................... ..........

Discharge In second-feet.

Maximum.

4,330 

7,220 

6,920 

7,220 

7,530 

16,100 

5,290 

4,800 

3,780 

2,050 

920 

4,440

16,100

Minimum.

1,100 

980 

2,130 

1,510 

1,510 

1,970 

1,510 

 1,100 

860 

750 

700 

650

650

Mean.

1,810 

2,900 

3,670 

2,240 

3,070 

3,320 

2,340 

1,870 

1,190 

1,020 

762 

1,210

2,120

Per

square 

mile.

2.73 

4.38 

5.54 

3.38 

4.64 

5.02 

3.53 

2.82 

1.80 

1.54 

1.15 

1.83

3.20

Run-off 

(depth in 

inches on 

drainage 

area).

3.15 

4.56 

6.39 

3.77 

5.35 

5.60 

4.07 

3.25 

2.01 

1.78 

1.28 

2.11

43.32

Accuracy.

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B. 

B.

CLINCH RIVER DRAINAGE BASIN. 

DESCRIPTION.

Clinch River rises in the Cumberland Mountains in the southwest 

corner of Virginia, flows southwestward in a course generally parallel 

to that of the Holston, and enters Tennessee River at Kingston, Tenn. 

The main stream soon passes to the Appalachian Valley, where its 

basin closely resembles that of the Holston.
OHIO RIVER, BASIN. 167

The basin is for the most part mountainous, but the mountains 

consist chiefly of long parallel ridges, such as the Clinch Mountains, 

and the highest points, few of which are above 2,000 feet above sea 

level, do not compare in elevation with the highest points in the 

French Broad basin and the eastern part of the Holston basin.

Most of the western tributaries of the Clinch Powell and Emery 

rivers and other streams flow from the Cumberland Plateau, and 

Emery River especially is almost entirely in a coal region, dividing 

what is known as the Jellico district from the Chattanooga district.

Only one gaging station has been maintained on this branch of the 

Tennessee that on Clinch River at Clinchport, Va.

CLINCH RIVER AT CLINCHPORT, VA.

This station, which is located at Clinchport, Va., at the railroad 

bridge, about 400 feet east of the Virginia & Southwestern Railroad 

station, was established June 7, 1907, in cooperation with the Forest 

Service, to obtain data for use in connection with studies of the 

water resources of the southern Appalachian Mountains. The station 

is a short distance below the mouth of Stock Creek and about 1J miles 

above Copper Creek.

Discharge measurements have been made from the railroad bridge, 

where the current is rather sluggish during low water and the bed is 

probably slightly shifting.

The vertical staff gage is spiked to a sycamore 011 the right bank, 

about 500 feet upstream from the bridge.

The station was discontinued December 31, 1909.

Discharge measurements of Clinch River at Clinchport, Va.,for 1907 to 1909.

Date.

1907.

Do.........

1908.

July 2. ........

Do.........

1909. 

September 22...

Hydrographer.

Warren E. Hall. ...................................

B. M. Hall, jr ......................................

.....do..............................................

E. P. Thomas. ........................ A ...........

E. H. Swett. ..............'.........................

Width.

Feet. 

202

202

207

227

229

229

227

Area of 

section.

Sq.ft. 

918

910

810

1,150

971

971

823

Gage 

height.

Feet. 

1.30

.81

2.10

1.14

1.14

.70

Discharge.

Scc.-ft.

757

734

430

1,530

664

655

275
168 SURFACE WATER SUPPLY, 1909, PART III.

Daily gage height, in feet, of Clinch River at Clinchport, Va.,for 1909. 

[C. R. Lane and J. W. Morrison, observers.]

Day.

1. ..............

2. ..............

3...............

4. ..............

5...............

6. ..............

7. ..............

8...............

9...............

10...............

11............... 12..:............

13...............

14............... 

15...............

16...............

17...............

18. ..............

19...............

20...............

21...............

22...............

23. ..............

24...............

25. ..............

26. ..............

27. ..............

28...............

29. ..............

30. ..............

31...............

Jan.

3.1

3.0

2.6

2.3

2.4

2.9

2.7

2.4

2.2

2.0

1.8

1.7

1.6

1.6 

2.9

4.0

6.2

5.3

4.1

3.3

 2.8

2.4

2.2

2.0

1.8

1.8

2.1

2.1

2.0

1.9

1.8

Feb.

1.4

1.3

1.6

1.5

1.5

1.7

2.0

2.2

2.2

6.3

6.6

4.4

3.4

2.9 

2.7

3.8

4.5

3.8

3.2

3.7

3.4

5.0

3.6

6.5

5.3

4.1

3.4

Mar.

2.9

2.5

2.3

2.4

2.4

3.9

4.5

4 4

3.7

5.9

7.7

5.0

4.0

4.5 

4.2

3.7

3.2

2.8

2.5

2.3

2.2

2.1

2.5

2.3

3.6

6.2

4.7

5.8

6.8

4.9

3.8

Apr.

3.1

2.7

9 t;

2.2

2.0

1.9

1.9

2.0

1.8

1.7

1.6

1.5

1.4

1.5 

1.5

1.5

1.4

1.3

1.2

1.2

1.4

1 9

2.8

4.0

3.5

2.8

2.5

2.2

2.0

2.3

May.

9.0

8.5

6.7

4.3

3.8

3.0

2.6

2.4

2.1

2.7

3.2

3.0

2.7

2.3 

2.1

1.9

1.8

1.7

1.5

1.5

1.7

1.6

1.5

1.4

1.3

1.4

1.2

1.2

1.1

1.1

June.

1.0

1.3

1.1

3.3

2.8

2.3

1.9

1.6

3.3

4.8

3.5

3.3

3.0

6.5 

5.6

4.2

3.8

3.5

3.2

2.0

2.1

1.9

2.3

2.6

3.2

2.6

2.0

2.3

2.1

2.4

July.

2.8

2.5

2.3

1.5

1.4

1.3

1.4

1.3

3.5

3.0

2.3

2.1

2.5

5.3 

4.1

2.9

5.9

3 9

2.4

2.0

1.6

1.5

1.4

1.4

1.3

1.2

1.3

1.3

1.2

1.2

1.4

Aug.

2.3

3.2

3.0

2.3

1.6

1.6

1.5

1.5

1.4

1.2

1.1

1.0

1.0

a 1.0 

a 1.0

2.5

2.5

2.3

2.1

2.6

1.3

1.0

1.0

.8

a 1.1

a 1.1

.8

a 1.0

.8

.8

.8

Sept.

0.8

.8

.7

.6

.5

.5

.5

.7

.7

.7

.7

.9

.7

.6 

.6

.6

.8

.7

.6

.6

.6

.8

.8

.8

.7

.6

.6

.6

.6

.6

Oct.

0.6

.6

.6

.6

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5 

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

.6

Nov.

0.6

.6

.6

.6

.6

.6

.6

.6

.5

.5

.5

.5

.5

.4 

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

.4

Dec.

' 0.4

.4

.4

.4

.4

.4

.4

.5

.5

.5

.5

.5

.8

.8 

.8

.6

.6

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

a Gage height estimated. 

Daily discharge, in second-feet, of Clinch River at Clinchport, Va.,for 1907-1909.

Day.o

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.............. 9";

26. ..............

27. ..............

28. ..............

29.... ..........

30.... ..........

31...............

Jan. Feb. Mar. Apr. May.

.......

June.

1,420

1,780

1,780

1,660

1,310

1,310

1,420

1,100

1,010

835

680

July.

1,310

920

755

680

610

545

680

610

545

545

610

680

1,010

1,660

1,420

1,010

920

755

680

610

545

480

420

420

1,110

1,010

835

1,100

755

1,660

1,310

Aug.

1,010

1,010

835

610

835

1,310

1,100

1,100

1,420

920

755

680

1,200

835

680

755

1,660

1,540

1,100

1,010

920

920

835

835

680

610

545

480

Sept.

420

480

680

835

545

480

420

545

480

420

1,010

835

755

680

545

480

420

420

360

360

360

755

1,540

1,780

1,540

1,010

755

610

610

545

Oct.

545

480

420

420

480

545

545

610

610

545

" 480

420

420

420

360

360

. 360

305

305

305

305

305

305

305

305

250

305

360

305

305

305

Nov.

360

480

2,050

1,310

920

755

680

680

610

1,780

1,310

1,100

1,200

1,780

1,540

2,050

1,540

Dec.

1,310

1,100

1,010

920

835

755

680

610

610

755

1,200

2,050

1,660

1,540

1,780

1,540

1,420

1,310

1,100

1,010

920

1,660

1,910

1,660

1,420

a See footnote at end of 1909 table.
OHIO RIVER BASIN. 169

Daily discharge, in second-feet, of Clinch River at Clinchport, Va.,for 1907-1909 Cont'd.

Day.

1908. 

1...............

2...............

3...............

4...............

6. ..............

7...............

9...............

10...............

11...............

12...............

13...............

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.

1,780 

1,540

2,050 

1,780

1 660

1,540

1,540

1,420 

1,310

1,200 

1,780

1,660

1,680 

1,800

1,800 

1,560 

1,340

1,120 

1,020 

925 

925

1,560

1,340

1,120

1,120 

1,450 

1,450 

1,340 

1,230 

1,120

Feb.

1,660

1.910

1,660

1,780

1,910

1,660

1,540 

1,420

1,660

1,910

750 

670 

925 

835, 

835

1,020

1,340 

1,560 

1,560

Mar.

1,910

1,920 

1,680 

,1,800 

1,800

1,920 

1,680

1,560 

1,450 

1,920 

1,680

Apr.

2,050 

1,780

1,660 

1,780 

2,050 

1,780 

1,660

1,540 

1,420 

1,310 

1,310 

1,310

1,200 

1,100 

1,010 

920 

1,100

1,910 

1,540

1,920 

1,560 

1,340

1,230

1,230 

1,340 

1,120

1,020

925 

835 

750 

835 

835

835 

750 

670 

595 

595

750 

1,230

1,920 

1,560 

1,340 

1,680

May.

1,420 

1,310 

1,310 

1,310 

1,200

1,310 

1,780

2,050

1,660 

1,420 

1,200 

1,100 

920

920 

835 

835 

835 

1,310

1,910 

1,660 

1,540

1,420 

1,310 

1,310 

1,420

1,910

1,800 

1,450

1,680 

1,450

1,230 

1,120 

1,020 

835 

835

1,020 

925 

 835 

750 

750

670 

750 

595 

595 

525 

525

June.

1,310 

920 

835 

755 

1,010

2,050 

1,310 

1,010 

835 

755

755 

680 

610 

545 

610

2,050 

1,200 

835 

680

1,010 

1,100

1,540 

1,100 

920 

755 

755

455 

670 

525

1,680 

1,230 

925

1,340

1,450 

1,230 

1,680

1,340 

1,680 

1,450 

1,800

July.

680 

680 

610 

545 

545

545 

680 

1,010 

680 

610

545 

480 

420 

420 

1,010

545 

680 

545 

545 

480

420 

360 

360 

305 

360

360 

360 

360 

360 

610 

545

1,920 

1,680 

835 

750

670 

750 

670

1,680 

1,450 

1,920

1,800 

1,340

925 

835 

750 

750 

670

595 

670 

670 

595 

595 

750

Aug.

420 

360 

305 

305 

305

305 

420 

420 

545 

610

1,010 

610 

480 

420 

360

420 

420 

680 

920 

680

610 

1,310 

1,660 

1,100 

755

545 

480 

420 

420 

420 

360

1,680

1,680 

925

925 

835 

835 

750 

595

525 

455 

455 

455 

455

1,920 

1,920 

1,680 

1,450

670 

455 

455 

330 

525

525 

330 

455 

330 

330 

330

Sept.

305 

305 

250 

250 

305

1,780 

1,100 

755

610 

545 

480 

420 

420

360 

360 

360 

305 

305

305 

305 

305 

250 

250

250 

250 

250 

250 

250

330 

330 

275 

225 

178

178 

178 

275 

275 

275

275 

390 

275 

225 

225

225 

330 

275 

225 

225

225 

330 

330 

330

275

225 

225 

225 

225 

225

Oct.

250 

250 

250 

250 

200

200 

200 

200 

200 

360

610 

420 

360 

305 

305

305 

250 

200 

200 

200

200 

200 

250 

360 

545

420 

360 

360 

480 

610 

755

225 

225 

225 

225 

178

178 

178 

178 

178 

178-

178 

178 

178 

178 

225

225 

225 

225 

225 

225

225 

225 

225 

225 

225

225 

225 

225 

225 

225 

225

Nov.

835 

610 

545 

420 

420

360 

360 

305 

305 

305

360 

920 

1,100 

835 

755

680 

680 

680 

755 

755

755 

680 

610 

545 

545

480 

480 

420 

420 

480

255 

225 

225 

225 

225

225 

225 

225 

178 

178

178 

178 

178 

134 

134

134 

134 

134 

134 

134

134 

134 

134 

134 

134

134 

134 

134 

134 

134

Dec.

835 

1,200 

1,200 

835 

835

755 

2,050

1,660

1,660 

1,310 

1,100 

1,010 

1,010

1,010 

1,100

134 

134 

134 

134 

134

134 

134

178 

178 

178

178 

178 

330 

330 

330

225 

225 

178 

178 

178

178 

178 

178 

178 

178

178 

178 

178 

178 

178 

178

NOTE. These discharges are based on rating curves which are applicable as follows: June 7, 1907, to 

December 31, 1908, well defined between discharges 200 and 1,600 second-feet; January 1. to December 31, 

1909, not well defined. For all missing days June 7, 1907, to December 31, 1908, the discharge was greater 

than 2,100 second-feet. For all missing days January 1, to December 31, 1909, the dischar^^as greater 

ban 1,900 second-feet.
170 SURFACE WATER SUPPLY, 1909, PART in.

HIWASSEE RIVER DRAINAGE BASIN. 

DESCRIPTION.

Hiwassee River rises in the mountains of the Blue Ridge in western 

North Carolina and northern Georgia, takes a northwesterly direction, breaks through the Unaka Mountains, and enters Tennessee 

River 36 miles above Chattanooga, after flowing for 41 miles through 

a level country.

Nottely and Ocoee rivers, important tributaries, head in the Blue 

Ridge in Georgia. The Nottely enters the Hiwassee a short distance 

below Murphy, N. C., but the Ocoee has cut for itself a separate 

channel through the mountain border and enters the Hiwassee about 

6 miles below Savannah Ford, which is the head of navigation. The 

lower mountain channels of both Hiwassee and Ocoee are exceedingly narrow, with high, precipitous banks, and the fall of both streams 

is very large.

The Hiwassee River basin occupies the southwestern portion of 

the Appalachian Mountains northwest of the Blue Ridge, and is 

therefore the southern extremity of the great mountain drainage area 

whose southeastern border is the top of the Blue Ridge, extending 

solid without a single crosscutting stream south of Roanoke River 

in Virginia.

The altitude of this tract, separated from the Little Tennessee 

basin by a mountainous divide, extending from the Blue Ridge to 

the Unaka Mountains, ranges between 1,500 and 5,000 feet. Spurs 

from 5 to 20 miles long reach from the eastern divide toward the 

river, and deep valleys extend from the river far into the mountains. 

The mountain sides are steep and in many places rocky, and the creek 

valleys, several of which are important, have considerable areas of 

alluvial flats and rolling foothills.

HIWASSEE RIVEK NEAR HAYESVILLE, N. C.

This station is located at the iron wagon bridge known as Barnard Bridge, 2J miles east of Hayesville. It was established May 

20, 1907, in cooperation with the Forest Service, and has been continued to supply general run-off and water-power data. The station 

is about 1 mile below the mouth of Shooting Creek and 4 miles above 

Tusquitee Creek, both of which are important tributaries. Only 

slight, if any, variations are due to controlled flow.

The gage is a vertical rod attached to a maple tree on the left bank 

about 200 feet above the bridge. Its datum has not been changed. 

Discharge measurements are made from the single-span bridge, where 

the current is swift and the bed is composed largely of rock and is 

permanent.

The station was discontinued December 31, 1909.
OHIO EIVEB BASIN. 171

Discharge measurements of Hiwassee River near Hayesville, N. C., in 1909.

Date.

April 12........

July 22.........

October 23.:...

Hydrographer.

M.R.Hall.. .......................................

E. H. Swett ........................................

Width.

Feet. 

90

87

88

Area of 

section.

Sq.ft. 

182

147

128

Gage 

height.

Feet. 

1.79

1.42

1.07

Discharge.

Sec.-ft. 

549

440

249

Daily gage height, in feet, of Hiwassee River near Hayesville, N. C.,for 1909. 

[Mrs. V. A. Barnard, observer.]

Day.

2. ..............

3. ..............

4...............

5. ..............

6. ..............

7. ..............

8. ..............

9. ..............

10...............

11...............

12...............

13...............

14 ..............

15. ..............

16...............

17...............

18...............

19............:..

20... ............

fl.. .............

22...............

23...............

24...............

25. ..............

26. ..............

27...............

28...............

29. ..............

30. ..............

31. ..............

Jan.

1.4

1.35

1.3

1.3

2.66

2.0

1 7K

1.6

1.5

1.4

1.4

1.4

1.4

2.75

2.0

2.35

2.0

1.85

1.7

1.6

1.55

1.5

1.5

1.45

1.4

1.35

1.4

1.4

1.3

Feb.

i ?

1.3

1.3

1.25

1.25

1.75

1 45

1.4

1.35

3 OK

2.2

1.9

2.4

2.1

9 9

3.45

2.2

2.5

2.4

2.2

4.0

3.5

3.5

2

0

2.5

2.35

2.2

Mar.

2.05

2.25

2.0

1.9 

1.85

2.1

2.1

1.95

1.85

4.7

3.65

2.5

10.8

6.0

4.2

3.35

3.0

2.7

2.5

2.5

2.3

2.2

2.1

2.05

4.0

2.6

2.4

4.4

2.6

2.5

2.3

Apr.

2.25

2.1

2.0

1.95

1.9

1.8

2.1

1.9

2.0

1.8

3.1

2.65

2.3

9 1

2.0

1.9

1.9

1.85

1.85

1.8

3.2

2.1

1.95

2.05

1.9

2.2

2.05

2.0

May.

3.3

2.7

2.5

2.2

2.15

2.1

2.0

1.95

4.4

2.5

2.2

2.1

2.0

1.9

1.95

1 9

1.85

1.8

6.2

4.9

7.0

4.2

3.3

2

7K

2.6

2.65

2.45

2.35

2.1

2.2

June.

2.1

2.0

2.6

7 9

3.9

3.1

2.7

2.7

2.5

2.8

2.5

2.35

2.25

2.2

2.0

2.0

2.05

2.2

1.95

1.9

1.9

2.2

2.1

2.05

i £>>;

1 9

2.0

2.0

2.0

2.1

July.

1.9

1.85

1.8

1.7

1.65

2.3

2.0

2.1

1.8

1.7

1.65

2.0

1 7K

1.5

1.6

1.55

1.5

1.5

1.45

1.4

9 ?

1.45

1.4

1 OK

1.5

1.4

1.35

1.4

1.3

Aug.

1.4

2.1

1.6

1.7

1.5

1.45

1.8

1.5

1.4

1.4

1.5

1.35

1.7

1.4

1.4

1.3

1.25

1 9

1.2

1.15

i 1 >»

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

Sept.

1.1

1.05

1.0

1.0

1.0

1.0

1.0

1.0

1.05

1.4

1.05

1.05

1.0

.95

1.05

1.1

1.05

1.1

1.05

1.0

1.0

3.3

1.5

1 Q

1.25

1.1

1.1

1.05

1.05

Oct.

1.0

1.0

.95

.95

.95

1.0

.95

.95

.9

.9

2.05

1.1

1.0

2.0

2.4

1.5

1.3

1.2

1.15

1.1

1.1 .

1.1

1.05

1.1

1.05

1.05

1.05

1.0

1.0

1.0

Nov.

1.0

1.0

.95

.95

.95

.95

.95

.9

.9

.9

.9

.9

.9

.9

.9

.9

1.2

1.0

.9

.9

.9

.9

1.2

.95

.95

.9

.9

.9

.9

.9

Dec.

0.9

.9

.9

.9

.9

.85

2.5

1.6

1.35

1.2

1.15

1.1

3.8

2.25

1.75

1.5

1.4

1.1

1.1

1.05

1.15

1.15

1.15

1.15

. 1.95

1.1

1.15

1.25

1.15

1.15

2.6
172 SURFACE WATER SUPPLY, 1909, PART III.

Daily discharge, in second-feet, of Hiwassee River near Hayesville, N. C.,for 1909.

Day.

1...............

2...............

3...............

4...............

5...............

6...............

7...............

8......'.........

9...............

10. ..............

11...............

12...............

13...............

14. ..............

1 c\

16...............

17...............

18. ..............

19...............

20. ..............

21...............

22...............

23...............

24. ..............

25...............

26. ..............

27...............

28...............

29. ..............

30. ..............

31...............

Jan.

430

400

370

370

500

430

430

430

430

430

500

500

500

4-fi^

430

400

430

430

07(1

Feb.

370

370

370

344

465

430

400

Mar. Apr. May. June. July.

t

500

500

500

465

430

465

430

400

500

430

400

430

370

Aug.

430

500

465

500

430

500

430

400

500

400

430

430

370

344

318

318

296

296

274

274

274

274

' 274

274

274

274

Sept.

274

255

236

236

236

236

236

236

255

430

255

255

236

220

255

274

255

274

255

236

236

500

370

344-

274

274

255

255

Oct.

236

236

220

220

220

236

220

220

204

204-

274"

236

500

370

318

296

274

274

274

255

274

274

255

255

255

236

236

236

Nov.

236

236

220

220

220

220

220

204

204

204

-, 204

" 204

204

204

204

204

318

236

204

204

204

204

318

220

220

204

204

204

204

204

204

Dec.

204

204

204

204

204

190

400

318

296

274

500

430

274

274

255

296

296

296

296

274

296

344

296

296

NOTE. These discharges are based on a rating curve that is well defined between discharges 152 and 

500 second-feet. The high-water portion of the curve has not been developed. Discharges for all missing 

days are above 500 second-feet. *

HIWASSEE RIVEK AT MURPHY, N. C.

This station is located at the highway bridge in Murphy, N. C., 

about 80 feet above the Louisville & Nashville Railroad bridge. 

It is one-half mile above the mouth of Valley River. The station was 

established July 26, 1896, and the record is continuous except for a 

short period from August 8 to October 19, 1897. The records are 

valuable for water-power estimates, as well as other run-off problems. 

The natural flow is little, if any, affected either by diversions or dams 

above.

Prior to 1903 a wire gage located at the bridge was used. This was 

broken a number of times, introducing uncertainties in the gage height 

records. Since January 1, 1903, a chain gage fastened to the bridge 

has been used. There has been no change in the gage datum since 

October 20, 1897. At the measuring section the current is good and 

fairly regular, but the bed, which is rock, is uneven and soundings 

require careful work. Backwater from Valley River is not apt to 

disturb the rating, though such an effect is possible.
OHIO RIVER BASIN. 173

Discharge measurements of Hiwassee River at Murphy, N. C., in 1909.

Date.

April 10........

April 13. .......

Do.........

July 17.........

Do.........

July 23. ........

Do.........

Do.........

Hydrographer.

M. R. Hall. ........................................

.....do..............................................

.....do..............................................

F. P. Thomas ......................................

.....do..............................................

.....do..............................................

.....do..............................................

E. H. Swett.. ......................................

.....do..............................................

Width.

Feet. 

178

175

175

174

174

176

176

164

164

Area of 

section.

Sq.ft. 

518

691

797

498

502

605

329

QOQ

Gage 

height.

Feet. 

6.37

7 °.7

7 P;^

6.15

6.73

6.57

C QC

5.36

Discharge.

Sec.-ft. 

1 260

2 KOft

2

onn

1,130

1,070

1 790

1,550

4.R3

472

Daily gage height, in feet, of Hiwassee River at Murphy, N. C.,for 1909. 

[Miss Willie Mingus, observer.]

Day.

1...............

2.... ...........

3...............

4...............

5...............

6...............

7.. .............

8...............

9............... 10...............

11...............

12...............

13

14...............

p.... ...........

16. ..............

17...............

18. ..............

19...............

20. ..............

21...............

22.. .............

23...............

24...............

OC

26...............

27...............

29...............

30. .............

31..............

Jan.

6.0

5.95

5.9

5.85

7.0

6.65

6.35

6.25

6.1

6.0

5.95

5.9

5.85

5.9

6.3

6.75

7.7

6.9

6.55

6.4

6.25

6.15

6.1

6.0

,6.0

5.95

- 5.9

5.85

"5.85

5.85

'5.75

Feb.

5.85

5.8

5.75

5.7

5.7

6.6

6.0

5.9

5.85

8.8

7.1

6.65

6.7

6.8

6.85

8.9

7.5

7.1

6.9

6.9

6.7

7.0

8.1

8.0

7.5

7.1

7.0

6.8

Mar.

6.6

6.6

6.5

6.4

6.35

6.6

6.7

6.65

6.45

8.8

7.4

7.1

10.8

10.2

8.4

7.7

7.4

7.1

7.0

7.1

6.9

6.7

6.6

6.6

9.1

7.4

7.0

8.4

7 4

7.1

6.9

Apr.

6.75

6.65

6.55

6.5

6.4

6.4

6.7

6.4

6.6

6.4

6.35

6.3

6.3

6.9

6.3

6.5

6.4

6.35

6.3

6.25

6.2

6.2

6.75

6.7

6.45

6.45

6.4

7.0

7.0

6.55

May.

10.5

7.8

7.2

7.0

6.8

6.7

6.55

6.55

6.45

i*.8

6.85

6.0

6.5

6.4

6.3

6.4

6.35

6.25

6.2

8.3

9.3

10.3

8.6

7.7

7.3

7.2

7.0

6.8

6.7

6.6

6.65

June.

6.55

6.4

7.2

10.2

8.2

7.4

7.2

7.1

7.1

7.3

6.9

6.7

6.65

6.5

6.7

6.4

6.45

6.75

6.35

6.25

6.3

6.8

6.5

6.55

6.4

6.4

6.6

6.5

6.5

6.65

July.

6.3

6.25

6.1

6.05

6.0

6.05

8.2

6.7

7.0

6.4

6.35

6.2

6.1

7.4

6.25

6.1

6.2

6.0

5.95

5.9

5.8

5.8

6.25

5.95

5.8

5.75

5.85

' 5.8

5.75

5.9

5.8

Aug.

5.6

7.6

6.1

6.0

5.6

5.85

6.1

5.85

5.8

5.9

' 5.7

5.8

6.1

5.75

6.6

5.8

5.8

5.7

5.6

5.6

5.5

5.5

5.45

5.45

5.4

5.4

5.35

5.4

5.4

5.4

Sept.

5.45

5.35

5.3

5.4

5.4

5.4

5.3

5.4

5.5

5.65

5.5

5.4

5.4

5.3

5.3

5.8

5.7

5.8

5.4

5.4

5.35

5.45

6.6

6.0

5.6

5.5

5.45

5.4

5.4

5.3

Oct.

5.3

5.5

5.3

5.3

5.25

5.4

5.3

5.25

5.2

5.25

5.6

5.4

5.25

5.55

8.0

6.0

5.7

5.6

5.5

5.45

5.45

5.4

5.4

5.45

5.4

5.35

5.35

5.3

5.25

5.25

5.25

Nov.

5.25

5.25

5.25

5.2

5.2

5.2

5.25

5.25

5.25

5.25

5.25

5.25

5.25

5.25

5.25

5.25

5.4

5.35

5.25

5.25

5.25

5.25

5.35

5.35

5.3

5.25

5.25

5.25

5.25

5.25

.......

Dec.

5.25

5.25

5.25

5.25

5.25

5.25

5.85

6.45

5.85

5.65

5.55

5.5

6.65

6.6

6.1

5.9

5.75

5-7

5.65

5.6

5.55

5.5

5.55

5.6

6.05

5.85

5.8

5.65

5.6

5.4

5.8
174 SURFACE WATEE SUPPLY, 1909, PART III.

Daily discharge, in second-feet, of Hiwassee River at Murphy, N. C.,for 1909.

Day.

1... ............

2...............

3...............

4...............

6...............

T.... ...........

&...............

9...............

10...............

11...............

12...............

13. ..............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22. ..............

23...............

24...............

25. ..............

26. ..............

27...............

28. ..............

29...............

30...............

31...............

Jan.

950

905

860

818

2,130

1,660

1,300

1,200

1 fUfl

950

905

860

818

860

1,250

1,800

3,290

1,990

1,540

1 360

1,.200

1,090

1,040

950

osn

905

860

818

818

818

735

Feb.

818

775

735

695

695

1 Ron

950

860

818

5,510

2,280

1,660

1,730

1 860

1,920

5,730

2

QQn

2,280

1,990

1,990

1,730

2 1 Qfl

4 050

3

QCn

2

Qqn

2,280

2,130

1,860

Mar.

1,600

1 600

1^480

1 360

1^300

1 600

1,730

1,660

1,420

5,510

2,760

10,300

8,800

4 660

3,290

2,760

2,130

1,990

1,730

1 600

1^600

0, 170

2,760

2 1 3ft

4 660 9' Tfln

2,280

1 ' 990

Apr.

1,800

1 660

1,540

1,480

1,360

i 3fifi

1,730

1,360

1 600

1 360

1,300

1,250

1,250

1,990

1,250

1,480

1,360

1,300

1,250

1,200

1,140

1 800

1 730

1,420

1,420

1,360

2,130

2,130

1,540

May.

9,550

3,470

2,430

2,130

1,860

1,730

1,540

1,540

1,420

5,510

1,920

950

1 480

1 360

l'250

1,360

1,300

1,200

1 Tin

4 450

6,630

9 050

5^ 080

3,290

2,590

2,430

2,130

1,860

1 7Qft

1,600

1 ' 660

June.

1,540

1,360

2,430

8,800

4,250

2,760

2,430

2,280

2,280

2,590

1,990

1,730

1,660

1,480

1,730

1,360

1,420

1,800

1,300

1,200

1,250

1,860

1 480

1 540

l^SfiO

l,3fiO

1,600

1,480

1 480

1,660

July.

1,250

1,200

1,040

995

950

995

4,250

1,730

2,130

1,360

1,300

1,140

1,040

2,760

1,200

1,040

1,140

950

905

860

775

775

1,200

905

775

735

818

775

735

860

775

Aug.

620

3,110

1,040

950

620

818

1,040

818

775

860

695

775

1,040

735

1,600

775

775

695

620

620

550

550

518

518

518

485

485

455

485

485

485

Sept.

518

455

425

485

485

485-

425

485

550

658

550

485

485

425

425

775

695

775

485

485

455

518

1,600

950

620

550

518

485

485

425

Oct.

425

550

425

425

398

485

425

398

370

398

620

485

398

585

3,850

975

720

640

565

528

528

490

490

528

490

455

455

420

385

385

385

Nov.

385

385

385

350

350

350

385

385

385

385

385

385

385

385

385

385

490

455

385

385

385

385

455

455

420

385

385

385

385

385

Dec.

385

385

385

385

385

385

842

1,440

842

680

602

565

1,670

1,610

1,070

885

760

720

680

640

602

565

602

640

1,020

842

800

680

640

490

800

NOTE. These discharges are based on rating curves applicable as follows: January 1 to October 15, 

well defined between 370 and 3.800 second-feet; October 16 to December 31, well defined above 400 secondfeet.

Monthly discharge of Hiwassee River at Murphy, N. C.,for 1909. 

[Drainage area, 410 square miles.]

Month.

April .....................................

May......................................

July ......................................

August. ..................................

October. ..................................

November ...............................

The year. ...........................

Discharge in second-feet.

Maximum.

3,290 

5,730 

10,300 

2,130 

9,550 

8,800 

4,250 

3, 110 

1,600 

3,850 

490 

1,670

10,300

Minimum.

735 

695 

1,300 

1,140 

950 

1,200 

735 

455 

425 

370 

350 

385

350

Mean.

1,180 

2,100 

2,920 

1,490 

2,760 

2,050 

1,210 

791 

572 

602 

393 

742

1,400

Per

square 

mile.

2.88 

5.12 

7.12 

3.63 

6.73 

5.00 

2.95 

1.93 

1.40 

1.47 

.959 

1.81

3.41

Run-off 

(depth in 

inches on 

drainage 

area).

3.32 

5.33 

8.21 

4.05 

7.76 

5.58 

3.40 

2.22 

1.56 

1.70 

1.07 

2.09

46.29

Accuracy.

A. 

A. 

A. 

B. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B.
OHIO RIVER BASIN. 175

H1WASSEE RIVER AT RELIANCE, TENN.

This station is located at the Louisville & Nashville Railroad bridge 

at Reliance, Tenn. It is 2 miles above Spring Creek and 1 mile below 

Lost Creek. It was established August 17, 1900, to obtain water 

power and general run-off data. The water power possibilities between Reliance and Murphy, N. C., are very great.

At ordinary stages the section is a fairly good one. The water is 

held back by a ledge of rock below and is rather sluggish at low stages. 

At one end of this ledge is a small corn mill, but it does not appear 

probable that the use of water power by this mill could affect the gage 

readings. ' It is possible, however, that at low water there is some 

effect, and also that the observed changes in rating may be due to 

variable heights of the temporary dam at the mill.

There has been no change in the datum of the staff gage, which is 

attached to a tree at the right ferry landing, 150 feet above the bridge.

Discharge measurements of Hiwassee River at Reliance, Tenn., in 1909.

Date.

May 26. ........

May 27. ........

July 28. . .......

Hydrographer.

E. H. Swett. . ......................................

.....do..............................................

F. P. Thomas. .....................................

Width.

Feet. 

340

,340

349

Area of 

section.

Sq.ft. 

2,480

2,540

2,330

Gage 

height.

Feet. 

3.11

3.26

2.07

Discharge.

Sec.-ft. 

4,970

5,610

2,420

Daily gage height, in feet, of Hiwassee River at Reliance, Tenn., for 1909. 

[C. V. Higdon, 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.

2.1

2.0

1.85

1.95

2.0

3.0

2.5

2.25

2.25

2.0

1.95

1.85

1.8

1.85

2.25

3.5

4.8

3.3

2.8

2.5

2.3

2.2

2.1

2.05

2.0

1.95

1 9

1.85

1.85

1.9

1.8

Feb.

1.8

1.85

1.8

1.7

1.7

2:5

2.3

2.2

2.1

6.2

3.8

^ n

2.85

3.2

3.3

8.1

4.4

3.5

3.1

3.4

2.95

2.95

5.6

4.2

4.0

3.5

3.2

2.95

Mar.

2.75

2.75

9 7

2.6

2.45

2.6

3.3

2.8

2.6

5.2

4.0

3 A

4.4

10.0

5.2

4

Q

3.4

3.4

3.2

3.2

3.1

3.0

2.8

2.7

3.0

3.6

3.2

3.4

3.8

3.3

3.0

Apr.

3.0

2.85

2.7

2.65

2.55

2.45

2.55

2.75

2.55

2.45

9 3*.

2.4

2.6

2.5

2.5

2.45

2.35

9 ^

2.3

2.3

2.25

2.4

3.25

2.5

2.6

9 %

2.6

2.9

2.75

May.

6.6

4.5

s %

S 9

S 1

2.95

2.85

2.65

2.5

3.2

3.1

9 ^

2.55

2.45

2.4

2.5

2.4

2.35

2.3 2.4'

4.8

7.7

5 Q

4.0

3.5

3.2

o o

3.2

2.75

2.65

3.0

June.

2.85

2.55

3.4

7 9

5.2

4.3

3.4

3.1

s s

s %

"i ec

3 0

S 9

9 Q

3.1

2.85

2

7K

3.0

2

7K

9 *.

9 *.

2

7K

2.65

2.6

2.6

2.55

3 A

3.6

2.7

2.7

July.

9 *

9 4

9 Q

2 9

2.2

2 9

2 A

3.8

3 1

9 7

2 7

2

K

3.8

2

0

2

C

2 A

2.3

2 9

2 1 ^

2 1

2.05

2 a

9 7

2.6

2.1

2 ft

2

1 K

2.0

1 9

1.9

Aug.

2 ft

9 P.*.

9 £

2 A

9 3

2

1

2

flK

2.1

2 ft

2 1

9 ft

2 A

9 9*.

2 1

1 Q

9 9

1 Q*.

1.8

1.8

1.7

1.7

1.7

1.65

1.6

1.6

1.55

1.55

1 K

1.5

1 ^

1.75

Sept.

i vi

1.5

1.5

1 4CC

1.5

1 ec

1 45

1.45

1.7

1.65

1.6

1.6

1 ^

1 45

1.5

1 f\f\

i fi*.

1.6

1.65

1 45

1.4

2.6

2.25

1.8

1.6

1 K

1 K

1.4

1.4

Oct.

1.4

1.35

1 0

1 ^

1 3

1 3*

1.35

1.3

1 3

1.25

1 45

i Q

i ^

2.3

4 0

3 ft

1 Q^

1.8

1 fi^

1.6

1.55

1.5 i P;

1.45

1.4

1.4

1.4

1 4

1.4

1.4

1.4

Nov.

1.4

1.4

1.4

1.4 i 31;

i 3^

1.35

1.35

1 3£

1.35

i ^

i ^

i ^

1.3

1.3

i "i

1.5

1.4

1.35

1.4

1.4

1.4

1.35

1.35

1.3

1 3

1.3

1.35

1.35

Dec.

1.3

1.3

1 ^

1 ^

1.3

1 9^

3.4

2.2

1 9

1 65

1.5

2 OK

3.2

2.5

2.1

1.9

1.8

1 7fi

1.7

1.7

1.65

1.6

1.55

1.9

2.2

2.1

2.0

1.8

1.8

1.9
176 SURFACE WATER SUPPLY, 1909, PAET III.

Daily discharge, in second-feet, of Hiwassee River at Reliance, Tenn.,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.

2,480

2,260

1,940

2,160

2,260

4 910

3,460

2,830

2,260

2,160

1,940

1,840

1,940

2,830

6,590

11,600

5,900

4,300

3,460

2,950

2,710

2,480

2,370

2,260

2,160

2,050

1,940

2,050

1,840

Feb.

1,840

1,940

1,840

1,640

1,640

3,460

2,950

2,480

17,600

7,660

4,450

5,560

5,900

26,100

9,940

6,590

5,230

6,240

4,760

4,760

15,000

9,160

8,400

6,590

5,560

4,760

Mar.

4,160

4,160

4,010

3,730

3,330

3,730

5,900

3,730

13,200

8,400

6,240

9 940

34,900

13,200

9,550

6,240

6,240

5,560

5,560

5,230

4,300

4,010

4 910

6,940

5,560

6,240

7,660

5,900

4 910

Apr.

4 910

4,450

4,010

3,870

3,600

3,330

3,600

4,160

3,870

3,600

3,330

3,080

3,200

3,730

3,460

3,460

3,330

3,080

3,080

2,950

2,950

2,830

3,200

5,730

3,460

3,730

3,460

3,730

4,600

4,160

May.

10 ^ftft

5

KAA

5,230

4,760

4,450

3,870

3,460

5,560

5,230

3,460

3,600

3,330

3,200

3,460

3,200

3,080

2,950

3,200

11,600

16,300

8,400

6,590

5,560

5,560

5,560

4,160

3,870

4 ' 910

June

4 450

3,600

6,240

22,000

13,200

9,550

6,240

5,230

5,900

6,590

6,590

5,560

4,600

5,230

4,450

4,160

4,910

4,160

3,460

3,460

4,160

3,870

3,730

3,730

3,600

4,910

6,940

4,010

4,010

July..

3,460

3,200

2,950

2,710

2,710

2,710

3,200

8,400

7,660

5,230

4,010

4,010

3,460

7,660

4,300

3,460

3,200

2,950

2,710

2,600

2,480

2,370

3,730

4,010

3,730

2,480

2,260

2,600

2,260

2,050

2,050

Aug.

2,260

4,450

3,460

3,200

2,950

2,480

2,370

2,480

2,260

2,480

2,260

2,260

2,830

2,480

2,050

2,710

2,160

1,840

1,840

1,640

1,640

1,640

1,540

1,450

1,450

1,360

1,360

1,270

1,270

1,270

1,740

Sept.

1,360

1,270

1,270

1,190

1,270

1,270

1,190

1,190

1,640

1,540

1,450

1,450

1,270

1,190

1,270

1,360

1,540

1,450

1,540

1,190

1,110

1,110

3,730

2,830

1,840

1,450

1,270

1,270

1,110

1,110

Oct.

1,110

1,040

960

960

960

1,040

1,040

960

960

890

1,190

960

960

2,950

8,400

4,910

2,160

1,840

1,540

1,450

1,360

1,270

1,270

1,190

1,110

1,110

1,110

1,110

1,110

1,110

1,110

Nov.

1,110

1,110

1,110

1,110

1,040

1,040

1,040

1,040

1,040

1,040

960

960

960

960

960

960

1,110

1,270

1,110

1*040

1,110

1,110

1,110

1,040

1,040

960

960

960

1,040

1,040

Dec.

960

960

960

960

960

890

1,640

6,240

2,710

2,050

1,540

1,270

3,080

5,560

3,460

2,480

2,050

1,840

1,740

1,640

1,640

1,540

1,450

1,360

2,050

2,710

2,480

2,260

1,840

1,840

2,050

NOTE. These discharges are based on a rating curve that is fairly well denned between 820 and 6,600 

second-feet.

Monthly discharge of Hiwassee River at Reliance, Tenn.,jfbr 1909. 

[Drainage area, 1,180 square miles.]

Month.

July......................................

Discharge in second-feet.

Maximum.

11,600 

26,100 

34,900 

5,730 

24,200 

22,000 

8,400 

4,450 

3,730 

8,400 

1,270 

6,240

34,900

Minimum.

1,840 

1,640 

3,330 

2,830 

2,950 

3,460 

2,050 

1,270 

1,110 

890 

960 

890

890

Mean.

3,050 

6,420 

6,990 

3,660 

6,470 

5,780 

3,570 

2,140 

1,460 

1,590 

1,040 

2,070

3,690

Per 

square 

mile.

2.58 

5.44 

5.92 

3.10 

5.48 

4.90 

3.03 

1.81 

1.24 

1.35 

.881 

1.75

3.12

Run-off 

(depth in 

inches on 

drainage 

area).

2.97 

5.66 

6.82 

3.46 

6.32 

5.47 

3.49 

2.09 

1.38 

1.56 

.98 

2.02

42.22

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

B. 

B. 

A.
OHIO RIVER BASIN. 177

TUSQUITEE CREEK NEAR HAYESVILLE, N. C.

This station was established May 20, 1907, in cooperation with the 

Forest Service. It is at the wagon bridge about 3 miles northeast of 

Hayesville and 2£ miles above the mouth of the creek, which is a 

tributary to Hiwassee River. The low water is probably affected to a 

small extent by mills above.

Discharge measurements are made from the wooden wagon bridge 

where the current is somewhat rough and the bottom of the stream is 

rocky and not liable to change. The vertical staff gage is attached to 

the bridge pier on the left bank. The station was discontinued 

December 31, 1909.

Discharge measurements of Tusquitee Creek near Hayesville, N. C., in 1909.

Date.

April 12.. ......

July 21.. .......

Do.........

Do.........

Do.........

Hydrographer.

M. R . Hall .........................................

.....do..............................................

.....do..............................................

E. H. Swett. .......................................

.....do..............................................

Width.

Feet. 

34

34

34

34

31

31

Area of 

section.

S^%

67

69

68

56

56

Gage 

height.

Feet. 

1.71

1.52

1.52

1.52

1 19

1 19

Discharge.

Sec.-ft. 

122

85

88

82

44

44

Daily gage height, in feet, of Tusquitee Creek near Hayesville, N. C.,for 1909. 

[T. C. Moore, observer.]

Day.

1...... .........

2...............

3...............

4.. .............

5...............

6...............

7...............

8...............

9...............

10...............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24. ..............

25...............

26...............

27...............

28...............

29...............

30...............

31...............

Jan.

1.7

1.6

1.55

1.6

2.2

2.0

1.9

1.75

1.65

1.6

1.55

1.55

1.5

1.5

2.15

2.5

2.8

2.3

2.0

1.9

1.8

1.75

1.7

1.7

1.6

1.55

1.5

1.5

1.55

1.5

1.45

Feb.

1.45

1.4

1.4

1.4

1.35

1.6

1.5

1.45

2.1

3.0

2.7

2.2

2.45

2.0

2.7

2.8

2.4

2.2

2.3

2.2

1.95

2 Q

2.5

2.85

2 7

2.65

2.6

2.0

Mar.

1.95

2.0

1.85

1.8

1.8

2.1

1.9

1 9

1.85

2.7

2.3

2.1

5.0

3.7

2.9

2.7

2 A

2.3

2.1

2.1

9 n

2.0

1.9

1.85

2 9

2.4

2.1

2.5

2.45

2.2

2.1

Apr.

2.0

2.0

1 9

1.9

1.85

1.8

2.0

1.8

1.8

1.8

1.75

1.7

1 95

1.85

1.8

1.8

1.75

1.75

1.7

1.65

1.6

1.7

2.4

1.9

1.8

1.85

2.3

2.0

1.9

2.6

May.

2.9

2.4

2.1

2.0

1.95

1 9

1.85

1.8

1.8

2 0

1.9

1.8

1.75

1.7

1.7

2.0

1.7

1.65

1.65

2.6

2

C

4 0

O f\

2.5

9 1

2.1

2.0

1.95

1 Q

1.9

June.

1.85

1.8

2.85

3.8

2.7

2.4

2.2

2.1

2.45

2.1

2.2

2.0

1.95

1.85

1.85

1.8

1.8

1 9

1.8

1.75

9 RF1

1 QC

1.8

1.85

1 7£

1 7£

1.7

1.75

1 7S

1.7

July.

1.7

1.65

1.6

1.6

1.55

1.6

2.1

2.1

2.25

2.0

1.8

1.8

1.75

2.0

1.85

1.8

1.8

1.7

1.65

1.6

1.6

1.6

2.1

1.6

1.55

1.5

1.5

1.5

1.45

1.4

1.45

Aug.

1.5

2.1

1.6

1.8

1.6

1.5

1.5

1 f.

1.5

1.55

1.5

1.5

1.5

1.45

1.4

1.6

1.5

1.4

1.4

1.4

1.35

1 ie<

1.35

1.3

1.3

1 Q

1.3

1.25

1.25

1.25

1.25

Sept.

1.2

1.2

1.2

1.2

1.2

1.2

1.25

1.2

1.2

1.35

1.25

1.3

1.2

1.2

1.2

1.3

1 AK

1.3

1.25

1.2

1.2

1.7

1.4

1.35

1.25

1.25

1.2

1.2

1.2

1.15

Oct.

1.15

1.15

1.15

1.1

1.1

1.15

1.1

1.1

1.1

1.1

1.4

1.15

1.1

2.4

1.8

1.3

1 Q

1.3

1.25

1.2

1.2

1.2

1.2

1.25

1.2

1.2

1.2

1.15

1.1

1.1

1.1

Nov.

1.1

1.2

1.15

1.15

1.1

1.1

1.2

1.15

1.15

1.15

1.1

1.1

1.1

1.1

1.1

1.1

1.55

1.3

1.15

1.15

1.1

1.1

1.4

1.2

1.2

11^

1.15

1.1

1.1

1.1

Dec.

1.1

1.1

1.15

1.15

1.15

2.8

1.8

1.5

1.4

1.35

1.35

1.6

1.55

1.45

1.4

1.4

1.35

1.35

1.3

1.3

1.25

1.3

1.3

1.7

1.5

1.45

1.4

1.35

1.3

1.4

67443° WSP 263 11 12
178 SURFACE WATER SUPPLY, 1909, PART III.

Daily discharge, in second-feet, of Tusquitee Creek near 'Hayesville, N. C.,for 1909.

Day.

1...............

2...............

4...............

5.. .............

6...............

7. ..............

8...............

9

10.-...-.-.......

11...............

12...............

13...............

14...............

15.-.-.-.-.-.....

16...............

17...............

18...............

19

20.... ...........

Zl. ..............

22.... ...........

23.... ...........

24...............

25...............

26...............

27...............

28...............

29. ..............

30...............

31.............'..

Jan.

117

99

92

99

162

128

99

no

92

84

84

1QQ

162

138

117

117

99

92

84

84

92

84

Feb.

77

70

70

70

64

99

84

77

loo

175

1 QQ

Mar.

175

188

1 W

138

138

162

162

i ^

1 QQ

162

tw

Apr.

188

188

162

162

150

1 3Q

117

175

1 tfi

138

138

128

117

108

99

117

162

iw

loo

162

May.

188

175

162

150

138

188

162

138

128

117

117

188

117

108

IfiQ

1 QS

i?p;

162

162

June.

150

138

 175

I CA

150

138

138

162

1^

138

1 W

128

128

117

128

117

July.

117

108

99

99

Q°

99

138

128

188

150

138

138

117

108

99

99

 99

99

92

84

84

S4

77

70

77

Aug.

84

99

138

99

84

84

84

84

92

84

84

84

77

70

99

84

70

70

70

64

64

64

57

57

57

K7

52

52

52

TO

Sept.

46

46

46

46

46

46

52

46

46

64

52

57

46

46

46

57

77

57

KO

46

46

117

70

64

52

52

46

46

46

41

Oct.

41

41

41

36

36

41

36

36

36

36

70

41

36

138

57

57

57

KO

46

46

46

46

52

46-

46

46

41

36

36

36

Nov.

36

46

41

41

36

36

46

41

41

41

36

36

36

36

36

36

92

57

41

41

36

36

70

46

46

41

41

36

36

36

Dec.

36

36

- 46

41

41

41

138

84

70

64

64

99

Q9

77

70

70

64

64

17

57

52

57

57

117

84

77

70

64

57

70

NOTE. These discharges were obtained from a rating curve that is well defined between discharges 

28 and 190 second-feet. The high water portion of the curve has not been developed. Discharges for all 

missing days are above 190 second-feet.

VALLEY RIVER AT TOMOTLA, N. C.

This station is located at a footbridge about 250 feet below a public 

road ford at Tomotla, N. C. It is 5 miles above Murphy, N. C., and 

about one-fourth mile above Rodgers Creek. It was established 

June 29, 1904. The records are probably of more value as showing 

the amount of water entering Hiwassee River below the Murphy 

station than for estimates of power in Valley River.

Some water is used in lumber flumes, but is returned to the river 

above the station. Considerable daily fluctuation occurs, on account 

of which the gage is read twice a day. The gage is a sloping section 

bolted to solid rock under the right bank end of the footbridge, 

continued as a vertical staff attached to the bridge abutment at 

the same point. The datum of the gage has not been changed.

Discharge measurements have been made from the single-span 

footbridge, where the section is good for measurements and conditions of flow constant. The station was discontinued December 

31, 1909.
OHIO EIVEE BASIN. 179

Discharge measurements of Valley River at Tomotla, N. C., in 1909.

Date.

April 12........

July 20.........

Do.........

Do.........

July 26.........

Do.........

Do.........

Do.........

Hydrographer.

M. R. Hall. . .......................................

.....do..............................................

.....do..............................................

.....do..............................................

.....do..............................................

. ....do........ -.......-.-.--.-.....- ................

.....do..............................................

Width.

Feet. 

57

59

59

,59

58

58

58

56

56

Area of 

section.

Sq.ft. 

147

136

137

136

134

133

132

102

102

Gage 

height.

Feet. 

1.90

1.68

1.68

1.68

1.60

1.60

1.60

1.20

1.20

Discharge.

Sec.-ft. 

262

215

210

205

188

187

193

97

99

Daily gage height, in feet, of Valley River at Tomotla, N. C.,for 1909. 

[J. T. Hayes, observer.]

Day.

1.... ...........

2...............

q

4...............

5............... 

6...............

7...............

8...............

9...............

10...............

11...............

12:..............

10

14...............

15...... ........ -

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24.... .......... .

25...............

26...............

27.. .............

28...-.-...-.....

29...............

30... ........... .

31...............

Jan.

1.9

1.9

1.55

1.75

2.6 

2.2

1.95

1.85

1.8

1.7

1.65

1.7

1.7

1.8

2.1

3.6

3.9

2.9

2.1

2.0

2.05

1.9

1.85

1.8

1.75

1.7

1.65

1.65

1.65

1.6

1 45

Feb.

1.3

1.3

1.3

1.3

-L. O

2.4

2.3

1 9

2.6

6.0

3.4

2.8

3.2

2.75

6.8

6.8

4.0

3.2

3.2

2.9

3.8

4.5

3.7

3 0

2.85

2.55

Mar.

2.55

2.7

2.7

2.45

£t. £tu

2.4

2.85

2.6

2.3

3.7

4.8

4.0

3.4

7.7

5.1

3.9

3.4

2.65

2.6

2.85

2.65

2.45

2.2

2.0

3.0

3.8

3.6

3.5

2.9

2.65

2.45

Apr.

2.4

2.3

2.25

2.2

. J.

2.1

2.35

2.1

2.05

2.0

1.95

1.9

1.9

2.05

2.0

1.9

1.8

1.75

1.7

1.7

1.7

2.2

1.95

1.9

1.9

1.9

1.9

1.8

2.15

4.0

May.

3.4

2.9

2.25

2.0

20 

1.95

1.9

1.9

2.0

2.6

1.95

1.9

1.9

1.9

1.75

1.7

1.7

1.7

2.0

2.8

3.6

5.9

4.8

4.0

3.2

2.65

2.5

2.4

2.25

2.1

2.1

June.

2.1

2 0

3.2

5.5

2.9

2.55

2.45

4.0

2.65

2.5

2.4

2.4

2.35

2.15

2.0

2 0

2.15

1.95

1.9

1.9

2.1

2.2

2.4

2.35

2.45

2.6

2.2

2.0

1.9

July.

1.85

1.8

1.8

1.8

2.25

3.8

3.3

2.95

2.3

2.1

2.1

2.35

2.2

2.0

1.9

1.8

1.75

1.7

1.65

1.6

1.8

2.8

1.85

1.7

1.65

1.6

1.6

1.6

1.6

1.6

Aug.

1.6

1.6

1.6

1.85

1.65

1.6

1.6

1.6

1.6

1.6

1.6

1.85

1.9

1.8

1.7

1.65

1.6

1.6

1.5

1.5

1.5

1.5

1.4

1.4

1.4

1.3

1.3

1.3

1.35

1.3

Sept.

1.25

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.5

1.45

1.4

1.35

1.3

1.3

1.4

1.3

1.35

1.8

1.8

2.25

3.8

3.3

2.95

2.3

1.55

1.2

1.1

1.1

1.1

Oct.

1.1

1.1

1.1

1.1

1.2

1.1

1.0

1.0

1.0

1.0

2.2

2.5

1.9

1.8

1.6

1.55

1.45

1.3

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.15

1.1

1.1

1.1

1.1

Nov.

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.25

1.2

1.1

1.1

1.1

1.1

1.1

Dec.

1.1

1.1

1.1

1.1

1.1 

1.1

3.0

2.8

2.2

1.5

1.45

1.4

3.2

2.65

2.0

1.7

1.55

1.5

1.5

1.5

1.45

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1.4

1 i

1.45
180 SURFACE WATER SUPPLY, 1909, PART III.

Daily discharge, in second-feet, of Valley River at Tomotla, 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....-....--..--

on

ql

Jan.

278

278

178

232

530

380

294

262

247

218

204

218

218

247

345

1,000

1,180

655

345

310

328

278

262

247

232

218

204

204

204

191

154

Feb.

122

122

122

122

122

450

415

278

 530

2,610

895

610

795

590

3,200

3,200

1,240

795

795

655

510

1,120

1,560

1,500

1,060

700

632

510

Mar.

510

570

570

470

398

450

632

530

415

1,060

1,770

1,240

895

3,870

1,980

1,180

895

550

530

632

650

470

380

310

700

1,120

1,000

950

655

550

470

Apr.

450

415

398

380

345

345

432

345

328

310

294

278

278

328

310

278

247

232

218

218

218

380

294

278

278

278

278

247

362

1,240

May.

895

655

398

310

310

294

278

278

310

530

294

278

278

278

232

218

218

218

310

610

1,000

2,540

1,770

1,240

795

550

490

450

398

345

345

June.

345

310

795

2,260

1,000

655

510

470

1,240

550

490

450

450

432

362

310

310

362

294

278

278

345

380

450

432

470

530

380

310

278

July.

262

247

247

247

247

398

1,120

845

678

415

345

345

432

380

310

278

247

232

218

204

191

247

610

262

218

204

191

191

191

191

191

Aug.

191

191

191

262

191

204

191

191

191

191

191

191

262

278

247

218

204

191

191

166

166

166

166

143

143

143

122

122

122

132

122

Sept.

112

102

102

102

102

102

102

102

102

166

154

143

132

122

122

143

122

132

247

247

398

1,120

845

678

415

178

102

84

84

84

Oct.

84

84

84

84

93

102

84

68

68

68

68

380

490

278

247

191

178

154

122

122

122

102

102

102

102

102

93

84

84

84

84

Nov.

84

84

84

84

84

84

84

84

84

84

84

84

84

84

84

84

84

84

84

84

84

84

84

112

102

84

84

84

84

84

Dec.

84

84

84

84

84

84

700

610

380

166

154

143

795

550

310

218

178

166

166

166

154

143

143

143

143

143

143

143

143

166

154

NOTE. These discharges are based on a rating curve that is well denned below 490 second-feet.

Monthly discharge of Valley River at Tomotla, N. C.,for 1909. 

[Drainage area, 106 square miles.]

Month.

April......................................

July.......................................

Discharge in second-feet.

Maximum.

1,180 

3,200 

3,870 

1,240 

2,540 

2,260 

1,120 

278 

1,120 

490 

112 

795

3,870

Minimum.

154 

122 

310 

218 

218 

278 

191 

122 

84 

68 

84 

84

68

Mean.

327 

902 

851 

343 

552 

524 

335 

183 

222 

133 

85.5 

220

390

Per 

square 

mile.

3.08 

8.51 

8.03 

3.24 

5.21 

4.94 

3.16 

1.73 

2.09 

1.25 

.807 

2.08

3.68

Run-off 

(depth in 

inches on 

drainage 

area).

3.55 

8.86 

9.26 

3.62 

6.01 

5.51 

3.64 

1.99 

2.33 

1.44 

.90 

2.40

49.51

Accuracy.

A. 

B. 

B. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

B. 

A.

OCOEE RIVER AT COPPERHILL, TENN. a

This station is located at a suspension footbridge just below 

McCays Ferry at Copperhill, Tenn., near the Georgia-Tennessee 

boundary and one-half mile below the railroad bridge of the Louisa The name of this town was formerly McCays.
OHIO EIVEE BASIN. 181

ville & Nashville Railroad. It is one-half mile above the mouth of 

Fightingtown Creek. It was established March 21, 1903. The 

records are especially valuable for estimates of water power, there 

being a great amount of fall in the river below. Gage readings are 

made' twice a day in order to equalize fluctuations due to mills 

above, which, however, are very slight.

No change has occurred in the datum of the staff gage, which is 

located at the right end of the bridge. The lower section is a sloping 

timber. Discharge measurements are made from the suspension 

footbridge, where the section is excellent. Swinging or shaking of 

the bridge during discharge measurements may cause some error, 

but this is not thought to be serious.

Discharge measurements of Ocoee River at Copperhill, Tenn., in 1909.

Date.

July 15. ........

July 16. ........

October 21 .....

Hydrographer.

.....do..............................................

E . H. Swett ........................................

Width.

Feet. 

158

158

150

Area of 

section.

Sq.ft. 

562

564

389

Gage 

height.

Feet. 

1.68

1.67

.84

Discharge.

Sec.-ft. 

924

928

458

Daily gage height, in feet, of Ocoee River at Copperhill, Tenn., for 1909. 

[Arch Ballew, observer.]

Day.

1...............

2...............

3...............

4...............

5...............

6...............

7...............

8...............

9...............

10. ..............

11...............

12...............

13...............

14...............

15...............

16...............

17...............

18...............

19...............

20...............

21...............

22...............

23...............

24. ..............

25...............

26...............

27. ..............

28...............

29...............

30. ..............

31...............

Jan.

1.2

1.15

1.15

1.3

1.85

1.55

1.4

1.3

1.3

1.3

1.2

1.2

1.4

2.6

3.0

2.7

2.15

1.85

1.7

1.6

1.5

1.5

1.5

1.5

1.4

1.3

1.3

1.4

1.35

1.2

Feb.

1.2

1.2

1.2

1.2

1.45

2.1

1.55

1.4

2.5

5.0

2.65

2.2

3.4

2.8

4.0

5.0

3.5

2.9

3.0

2.75

2.4

4.0

3.8

3.3

2.95

2.8

2.7

Mar.

2.5

2.5

2.5

2.3

2.2

2.3

2.3

2.4

5.0

3.2

i n

10.2

6.2

4.6

3.9

3.6

3.4

3.3

3.4

3.2

2.9

2.75

2.7

4.4

3.0

3.6

3.3

2.95

2.75

Apr.

2.7

2.65

2.5

2.4

2.35

2.3

2.55

2.4

2.55

2.35

2.2

2.2

2.4

2.45

2.3

2.2

2.1

2.1

2.1

2.0

2.0

2.0

3.4

2.5

2.4

2.4

2.2

2.3

2.3

2.25

May.

6.6

2.95

2.85

2.65

2.5

2.4

2.3

2.25

2.2

2.8

2.35

2.2

2.1

2.05

2.1

2.35

2.1

1.9

1.9

3.1

3.6

4.0

3.0

2.6

2.45

2.3

2.45

2.25

2.1

2.05

2.1

June.

2.0

2.0

4.3

6.0

2.65

2.65

2.35

2.6

3.3

2.5

2.55

2.4

2.35

2.2

2.5

2.25

2.55

2.35

2.1

2.0

2.1

2.1

2.2

2.2

2.3

2.45

2.6

2.8

2.85

2.65

July.

2.1

2.0

1 95

1.9

1.8

1.8

2.7

3.0

2.45

2.05

1.85

1.8

1 9

2.0

1.7

1.7

1.7

1.6

1.5

1.5

1.5

1.55

2.05

1.6

1.4

1.4

1.55

1.45

1.4

1.4

1.35

Aug.

1.3

2.15

2.3

1.65

1.55

1.4

1.45

1.3

1.35

1.3

1.3

1.25

1.4

1.4

1.3

1.2

1.2

1.1

1.1

1.1

1.0

1.0

1.0

.95

.95

.9

.9

.9

.9

1.1

1.1

Sept.

1.1

.9

.9

.9

.95

.95

.9

1.1

1.0

1.2

1.0

.95

1.1

.8

.8

.8

1.2

.85

.9

.8

.8

1.2

2.1

1.2

1.1

.9

.8

.8

.8

.8

Oct.

0.8

.75

.75

.72

.72

.72

.72

.72

.7

.65

1.6

1.6

.72

2.6

2.8

1.25

1.0

.9

.85

.82

.8

.8

.75

.75

.75

.7.7'

.7

.7

.7

.7

Nov.

0.7

.7

.7

.7

.7

.7

.7

.65

.65

.65

.65

.65

.65

.65

.65

.65

- .75

.75

.65

.65

.65

.65

.8

.85

.7

.65

.65

.6

.6

.6

Dec.

0.6

.6

.6

.6

.6

.6

2.45

2.1

1.1

1.0

 .9

.9

3.2

2.2

1.3

1.25

1.1

1.1

1.0

.95

.9

.9

.9

.95

1.15

1.15

1.0

1.0

.9

.9

.9
182 SURFACE WATEB SUPPLY, 1909, PART III.

Daily discharge, in second-feet, of Ocoee River at Copperhill, Tenn.,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.

640

615

615

695

1,350

1,020

840

750

695

695

695

640

640

750

1,510

1,790

1,580

1,220

1,020

930

870

810

810

810

810

750

695

695

750

722

640

Feb.

640

640

640

640

780

1,180

840

750

1,440

3,360

1,540

1,250

2,080

1,650

2,530

3,360

2,150

1,720

1,790

1,620

1,380

2,220

2,530

2,380

2,000

1 760

1^650

1,580

Mar.

1,440

1,440

1,440

1,320

1,250

1,380

1,320

1,320

1,380

3,360

1,930

1,790

8,920

4,530

3,020

2,450

2,220

2,080

2,000

2,080

1,930

1,720

1,620

1,580

2,850

1 790 I'eso

2,220

2,000

1,760

1,620

Apr.

1,580

1,540

1,440

1,380

1,350

1,320

1,480

1,380

1,480

1,350

1,250

1,250

1,380

1,410

1,320

1,250

1,180

1,180

1,180

1,120

1,120

1,120

2,080

1 44fl

1,380

1 ^IRfi

1,250

1,320

1,320

1,280"

May.

4,960

1,760

1,680

1,540

1,440

1,380

1,320

1,280

1,250

1,650

1,350

1,250

1,180

1,150

1,180

1,350

1,180

1,060

1,060

1,860

2,220

2,530

1,790

1,510

1,410

1,320

1,410

1,280

1,180

1,150

1,180

June.

1,120

1,120

2,770

4,330

1,540

1,540

1,350

1,510

2,000

1,440

1,480

1,380

1,350

1,250

1,440

1,280

1,480

1,350

1,180

1,120

1,180

1,180

1,250

1,250

1,320

1,410

1,510

1,650

1,680

1,540

July.

1,180

1,120

1,090

1,060

990

990

1,580

1,790

1,410

1,150

1,020

990

1,060

1,120

930

930

930

870

810

810

810

840

1,150

870

750

750

840

780

750

750

722

Aug.

695

1,220

1,320

900

840

750

780

695

722

695

695

668

750

750

695

640

640

590

590

590

540

540

540

515

515

490

490

490

490

590

590

Sept.

590

490

490

490

515

515

490

490

540

640

540

515

590

445

445

445

640

468

490

445

445

640

1,180

640

590

490

445

445

445

445

Oct.

445

422

422

409

409

409

409

409

400

380

870

870

409

1,510

1,650

668

540

490

468

454

445

445

422

422

422

400

400

400

400

400

400

Nov.

400

400

400

400

400

400

400

380

380

380

380

380

380

380

380

380

422

422

380

380

380

380

445

468

400

380

380

360

360

360

Dec.

360

360

360

360

360

360

1,410

1,180

590

540

490

490

1,930

1,250

695

668

590

590

540

515

490

490

490

515

615

615

540

540

490

490

490

NOTE. These discharges are based on a rating curve that is well defined between 400 and 2,200 secondfeet.

Monthly discharge of Ocoee River at Copperhill, Tenn.,for 1909. 

[Drainage area 374 square miles.]

Month.

July......................................

Discharge in second-feet.

Maximum.

1,790 

3,360 

8,920 

2,080 

4,960 

4,330 

1,790 

1,320 

1,180 

1,650 

468 

1,930

8,920

Minimum.

615 

640 

1,250 

1,120 

1,060 

1,120 

722 

490 

445 

400 

360 

360

360

Mean.

873 

1,650 

2,180 

1,350 

1,540 

1,530 

995 

678 

538 

535 

391 

626

1,070

Per 

square 

mile.

2.33 

4.41 

5.83 

3.61 

4.12 

4.09 

2.66 

1.81 

1.44 

1.43 

1.05 

1.67

2.87

Run-off 

(depth in 

inches on 

drainage 

area).

2.69 

4.59 

6.72 

4.03 

4.75 

4.56 

3.07 

2.09 

1.61 

1.65 

1.17 

1.92

38.85

Accuracy.

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A. 

A.
OHIO EIVEE BASIN. 183

MISCELLANEOUS MEASUREMENTS IN OHIO RIVER 

DRAINAGE BASIN.

The following miscellaneous discharge measurements were made in 

the Ohio River basin during 1909:

Miscellaneous measurements in Ohio River 'basin in 1909.

Date.

Feb. 26

Anff Q

Mar. 13 

Mar. 17

Sept. 17

Mar. 20

Mar. 22

Sept. 21d

Sept. 27

Stream.

French Broad River. . 

Nolichucky River. ....

.....do................

River.

.....do................

.....do................

Clinch River..........

Tributary to 

Ohio River............

Tennessee River ...... 

French Broad River. .

.....do................

.....do................

.....do................

.....do................

.....do................

Locality.

Hugo, 111. 

IT. S. Weather Bureau Station at Dandridge, Tenn. 

U. S. Weather Bureau station at Birdsbridge, Tenn., 

4 miles below former U.S. 

Geological Survey station 

at Jones Bridge, near 

Greenville, Tenn. 

.....do.......................

cal Survey gaging station, 

at Saltville, Va.

ern R. R. bridge, 1 mile 

east of Mendota, Va. 

...:.do.......................

.....do.......................

At new Polk County highway bridge, 1 mile southwest of Wetmore, Tenn., 

and 6 miles below Reliance 

station.

Gage 

height.

Feet. 

7.82

(«)

4.15 

1.85

1.22

( 6)

c4.28

c. 80

c.80

.20

«.40

Discharge.

Sec.-ft. 

19,400

26

16,400 

3,050

2,230

345

2,550

179

176

333

1,340

a Reference point is file mark on rivet above handrail, 62 feet from face left abutment, upstream side of 

bridge. Distance to water surface, 22.71 feet.

b Water surface 21.24 feet below top of downstream end of second floor beam from left bank. 

c U. S. Weather Bureau gage, 1J miles below the bridge, and about half a mile below Mendota. 

d Made by wading at ford 300 feet below U. S. Weather Bureau gage. 

e Gage on middle pier.

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 Ohio River drainage basin.

They show in a general way the seasonal distribution of run-off 

and the effect of snow, ground, surface, and artificial storage. But 

the most important fact worth noting is the almost entire lack of 

uniformity or agreement between any two streams. 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.
184 SURFACE WATER'SUPPLY, 1909, PART in.

Summary of discharge, in second-feet per square mile, for Ohio River basin for 1909.

Station.

Allegheny River at Red House, N. Y... 

Allegheny River at Kittanning, fa.... . . 

Kiskiminitas River at Avonmore, Pa.... 

Blacklick Creek at Blacklick, Pa. .......

Cheat River near Morgantown, W. Va. . 

Youghiogheny River at Confluence, Pa..

Laurel Hill Creek at Confluence, Pa. ....

Greenbrier River at Alderson, W. Va. . .

East Branch White River at Shoals, Ind. 

Skillet Fork near Wayne City, 111. ......

French Broad River at Rosman, N. C... 

Tennessee River at Knoxville, Tenn. ... 

Tennessee River at Chattanooga, Tenn. . 

Davidson River near Davidson River, 

N.C................... ...............

North Fork of Mills River at Pinkbed, 

N.C..................................

South Fork of Mills River near Sitton, 

N.C..................................

South Fork of Holston River near ChilSouth Fork of Holston River at Bluff 

City, Tenn. . ..........................

Holston River near Rogersville, Tenn. . . Middle Fork of Holston River at ChilLittle Tennessee River at Judson, N. C.. 

Little Tennessee River at McGhee, Tenn.

Hiwassee River at Murphy, N. C .......

Hiwassee River at Reliance, Tenn ...... 

Valley River at Tomotla, N. C ..........

Drainage area.

1,640 

8,690 

1,750 

403 

1,380 

435 

450 

118 

2,720 

1,340 >Wi

4,900 

481 

66 

8,990 

21, 400

41 

24

40.5 

655

108

828 

3,060

144 

675 

2,470 

662 

410 

1,180 

106 

374

3Hi

2.49 

2.90 

1.53 

2.04 

2.07 

1.77 

1.37 

2.50 

2.53 

2.87

.09 

.02 

4.53 

1.90 

2.47

3.02 

3.33

3.19 

2.38

2.29

2.36 

2.14

2.91 

3.23 

3.09 

2.73 

2.88 

2.58 

3.08 

2.33

,n 

o> 

fe

4.88 

4.21 

3.42 

4.12 

4.07 

4.39 

3.51 

5.45 

2.10 

3.04

1.22 

2.91 

7.33 

2.90 

3.92

4.98 

4.54

4.54 

4.23

2.74

2.75 

2.72

2.65 

5.69 

5.14 

4.38 

5.12 

5.44 

8.51 

4.41

S 

3

3.02 

2.97 

3.20 

3.50 

3.18 

3.15 

3.07 

4.81 

2.06 

3.01

2.24 

2.45 

6.29 

3.62

4.28

4.59 

5.17

4.67 

5.27

3.11

3.39 

3.37

3.62 

7.90 

5.59 

5.54 

7.12 

5.92 

8.03 

5.83

ft «!

3.32 

3.04 

3.81 

3.60 

4.57 

4.28 

3.91 

5.04 

1.95 

2.81

1.39 

3.12 

5.41 

1.79 

2.42

3.63 

4.17

3.56 

2.41

1.56

1.70 

1.74

2.19 

3.78 

3.09 

3.38 

3.63 

3.10 

3.24 

3.61

(A03

3

4.57 

3.65 

2.05 

2.27 

1.72 

1.58 

1.38 

2.10 

3.21 

2.41

1.90 

.40 

8.35 

2.74 

3.44

6.71 

5.71

5.36 

3.53

2.09

2.25 

2.56

2.41 

6.27 

4.94 

4.64 

6.73 

5.48 

5.21 

4.32

<c 

§H-5

1.74 

1.38 

1.43 

1.66 

3.43 

3.06 

1.89 

3.13 

2.32 

.84

1.25 

.70 

13.4 

2.61 

3.48

6.27 

6.79

7.28 

3.63

1.38

1.59 

2.11

1.53 

7.67 

4.98 

5.02 

5.00 

4.90 

4.94 

4.09

>>

%

0.36 

.37 

.24 

.38 

.79 

.33 

.33 

.28 

1.31 

.57

1.23 

.39

1.79 

2.45

2.73 

1.21

1.33 

1.42

.97 

3.54 

3.65 

3.53 

2.95 

3.03 

3.16 

2.66

bi

3

«!

0.16 

.16 

.22 

.22 

.99 

.66 

.75 

1.00 

1.05 

.32

.34 

.06

1.22 

1.68

2.27 

.64

.69 

1.08

.64 

2.61 

2.90 

2.82 

1.93 

1.81 

1.73 

1.81

ft<D m

0.11 

.11 

.12 

.09 

1.07 

.43 

.18 

.22 

.80 

.15

.14 

.09

.72 

.87

1.24 

.42

.40 

.62

.71 

2.03 

1.63 

1.80 

1.40 

1.24 

2.09 

1.44

-s

0

0.33 

.21 

.29 

.21 

1.57 

.82 

.55 

.46 

.93 

.30

.23 

.07

.59

.78

1.26

.47

.40 

.49

.50 

1.57 

1.45 

1.54 

1.47 

1.35 

3.25 

1.43

i *

0.54 

.39 

.19 

.22 

.87 

.55 

.37 

.35 

.59 

.35 

33

94

.41 

.48

.33

.53

.82 

.37

.31 

.38

.31 

1.21 

1.03 

1.15 

.96 

1.88 

.81 

L05

8 ft

0.39 

.67 

.87 

.48 

.82 

.85 

.87 

1.37 

.83 

.90 

.65

65

1.04 

1.32

.56 

.93

1.26 

.43

.40 

.55

.50 

2.77 

1.76 

1.83 

1.81 

1.75 

2.08 

1.67

£

1.83 

1.67 

1.45 

1.57 

2.10 

1.82 

1.51 

2.23 

1.64 

1.46

.96 

1.00

1.73

2.27

....

2.59 

1.39

1.46 

1.59

1.58 

4.02 

3.27 

3.20 

3.41 

3.12 

3.68 

2.87
INDEX.

Page.

Accuracy, degree of........................ 25-27

Acknowledgments to those aiding.......... 28

Acre-foot, definition of...................... 13

Alderson, W. Va.,

Greenbrier River at:

description......................... 88

discharge.......................... 88,184

discharge, daily.................... 89

discharge, monthly................. 89

gage heights........................ 88

Allegheny River at 

Kitanning, Pa.:

description......................... 38-39

discharge........................... 184

discharge, daily.................... 40

discharge, monthly................. 40

gage heights........................ 39

Red House, N. Y.:

description ......................... 36-37

discharge.......................... 37,184

discharge, daily.................... 38

discharge, monthly................. 38

gage heights........................ 37

Allegheny River drainage basin, description of................................ 36-36

stream flow in.......................... 36-45

Allisonia, Va.,

Big Reed Island Creek near:

description......................... 82

discharge........................... 82

gage heights........................ 82

Appropriations, amount of................. 7

Asheville, N. C.,

French Broad River at:

description......................... 126

discharge........................... 126

gage heights........................ 127

Authority for investigations................ 7

Avonmore, Pa.,

Kiskiminitas River at:

description......................... 40-41

discharge........................... 184

discharge, daily.................... 42

discharge, monthly ................ 42

gage heights ....................... 41

Belington, W. Va., 

Tygart River at:

description ....... .-................. 46-47

discharge........................... 47

gage heights ....................... 47

Belva, W. Va.,

Gauley River at:

description......................... 92

discharge........................... 92

gage heights........................ 92

Page.

Big Reed Island Creek near 

Allisonia, Va.:

description................... ..... 82

discharge........................... 82

gage heights........................ 82

Birdsbridge, Tenn.,

Nolichucky River at:

discharge........................... 183

Blacklick Creek at 

Blacklick, Pa.:

description......................... 43

discharge........................... 184

discharge, daily.................... 44

discharge, monthly ................ 45

gage heights........................ 43-44

Bluestone River at 

Lilly, W. Va.:

description......................... 86

discharge........................... 86

gage heights........................ 86

Bluff City, Tenn.,

Holston River (South Fork) at:

description......................... 144

discharge......................... 145,184

discharge, daily.................... 146

discharge.'monthly.................. 146

gage heights........................ 145

Bolster, R. H., work of..................... 28

Brushton, W. Va., 

Coal River at:

description......................... 98

discharge........................... 98

gage heights........................ 98

Bryson, N. C.,

Tuckasegee River at:

description......................... 165

discharge......................... 165,184

discharge, daily.....'............... 166

discharge, monthly................. 166

gage heights........................ 165

Buckhannon River at 

Hall, W. Va.:

description......................... 48,49

gage heights........................ 49

Canton, N. C.,

Pigeon River at:

description....;.................. 138,139

discharge........................... 139

discharge, daily.................... 139

gage heights........................ 139

Carmi, 111.,

Little Wabash River at:

description......................... 115

discharge........................... 116

gage heights........................ 116

view of............................. 115

185
186 INDEX.

Casselman River at Page.

Confluence, Pa.:

description.......................... 65

discharge.......................... 66,184

discharge, daily .................... 66-67

discharge, monthly.................. 67

gage heights........................ 66

Chapman, Max, work of.................... 28

Chattanooga, Tenn.,

Tennessee River at:

description ......................... 131

discharge......................... 131,184

discharge, daily .................... 132

discharge, monthly................. 132

gage heights........................ 131

Cheat River near 

Morgantown, W. Va.: « 

description......................... 51-53

discharge.......................... 53,184

discharge, daily.................... 58-61

discharge, monthly................. 61-62

gage heights........................ 54-57

rating tables........................ 57

Cherry River at 

Richwood, W. Va.:

description......................... 93

discharge........................... 93

gage heights........................ 93

Chilhowie, Va.,

Holston River (Middle Fork) at:

description......................... 149

discharge......................... 149,184

discharge, daily.................. 150-152

discharge, monthly................. 152

gage heights...................... 149-150

Holston River (South Fork) near:

description......................... 142

discharge......................... 143,184

discharge, daily.................... 144

discharge, monthly................. 144

gage heights........................ 143

Clay City, 111.,

Little Wabash River near:

description......................... 113

discharge........................... 113

gage heights........................ 113

Clendenin, W. Va.,

Elk River, at;

description......................... 97

discharge........................... 97

gage heights........................ 97

Clinch River at 

Clinchport, Va.:

description......................... 167

discharge............. . »............ 167

discharge, daily.................. 168-169

gage heights........................ 168

Speers Ferry, Va.:

discharge........................... 183

Clinch River drainage basin, description of.............................. 166-167

stream flow in........................ 167-169

Coal River at 

Brushton, W. Va.:

description......................... 98

discharge........................... 98

gage heights..................... 98

Coal River at Continued. 

Tornado, W. Va.:

description......................... 99

discharge........................... 99

gage heights........................ 99

Confluence, Pa.,

Casselman River at:

description......................... 65

discharge.......................... 66,184

discharge, daily..................i. 66-67

discharge, monthly................. 67

gage heights........................ 66

Laurel Hill Creek at:

description ......................... 67-68

discharge.......................... 68,184

discharge, daily.................... 69

discharge, monthly................ 69

gage heights........................ 68

Youghiogheny River at:

description ......................... 62-63

discharge.......................... 63,184

discharge, daily.................... 64

discharge, monthly ................ 65

gage heights........................ 64

Cooperative data, use of.................... 27-28

Cooperation, credit for..................... 28

Copperhill, Tenn., 

Ocoee River at:

description......................... 180

discharge......................... 181,184

discharge, daily.................... 182

discharge, monthly ................ 182

gage heights........................ 181

Copper Valley, Va., 

Little River near:

description......................... 83

discharge........................... 83

gage heights........................ 83

Covert, C.C., work of....................... 28,37

Grumpier, N. C.,

New River (North Fork) near:

description......................... 80

discharge........................... 80

gage heights........................ 80

New River (South Fork) near:

description......................... 74

discharge........................... 74

gage heights......................... 75

Cullasagee Falls, view of................... 154

Cullasagee River at 

Cullasagee, N.C.:

description....................... 159-160

discharge........................... 160

discharge, daily.................... 161

gage heights........................ 160

Current meter, description of............... 19-20

use of................................... 20-21

views of .............. 1................. 20

Current-meter stations, views of............ 18

Curves, discharge, figure showing.......... 36

Dandridge, Tenn.,

French Broad River at:

discharge........................... 183

Data, accuracy of........................... 25-27

use of................................... 27
INDEX. 187

Davidson River near 

Davidson Elver, N. C.:

description......................... 133

discharge......................... 133,184

discharge, daily.................... 134

discharge, monthly................. 134

gage heights........................ 133

Dayton, Ohio,

Miami River at:

description......................... 102

gage heights...................... 102-103

Definitions of terms......................... 13

Discharge, computation of.................. 21-25

curves for............................... 22

figure showing ..................... 36

measurement of."....................... 16-21

summary of........................... 183-184

Discharge measurements, nature of........ 15

Domestic water supply, importance of ..... 9

Drainage, stream flow and.................. 9-10

Drainage basins, list of..................... 10

East Laport, N. C.,

Tuckasegee River near:

description......................... 163

discharge........................... 163

discharge, daily.................... 164

gage heights........................ 164

Elk River at 

Clendenin, W.Va.:

description......................... 97

discharge............................ 97

gage heights........................ 97

Gassaway, W. Va.:

description......................... 96

discharge........................... 96

gage heights........................ 96

Webster Springs, W.Va.:

description......................... 95

discharge........................... 95

..................... 95

Embarrass River at or nearHugo, 111.:

discharge........................... 183

Oakland, 111.:

description......................... 107

discharge......................... 107,184

discharge, daily.................... 108

discharge, monthly ................ 108

gage heights........................ 107

St. Marie, 111.:

description......................... 108

discharge......................... 108,184

discharge, daily .................... 109

discharge, monthly................ 109

gage heights....................... ; 109

Embarrass River drainage basin, description of.......................... 106

stream flow in........................ 107-109

Enterprise, W. Va., 

West Pork River at:

description ......................... 49-50

discharge........................... 50

gage heights........................ 50

Equivalents, listof......................... 14

Fayette, W. Va., 

New River at:

description......................... 78-79

discharge........................... 79

gage heights........................ 79

Fetterman, W. Va., 

Tygart River at:

description._..................... 47-48

discharge........................... 48

gage heights........................ 48

Field methods, features of.................. 16-21

Float method, description of............... 19

Floods, prevention of....................... 10

Franklin, N. C.,

Little Tennessee River near:

description ....................... 153-154

discharge...........................' 154

discharge, daily.................... 155

gage heights........................ 154

French Broad River at 

Asheville, N. C.:

description......................... 126

discharge........................... 126

gage heights........................ 127

Dandridge, Tenn.:

discharge........................... 183

Rosman, N. C:

description......................... 124

discharge......................... 124,184

discharge, daily.................... 125

discharge, monthly ................ 125

gage heights........................ 124

Gage heights, readings of .................. 15

Gaging stations, classification of ........... 22-25

listof, in Ohio River basin............. 32-35

types of, description of................. 18

views of................................ 18

Gassaway, W. Va., 

Elk River at:

description......................... 96

discharge........................... 96

gage heights........................ 96

Gauley, W. Va., 

New River near:

view of............................. 72

Gauley River at or near 

Allingdale, W. Va.:

description......................... 90

discharge........................... 90

gage heights........................ 90

Belva, W. Va.:

description......................... 92

discharge........................... 92

gage heights........................ 92

Summerville, W. Va.:

description......................... 91

discharge........................... 91

gage heights........................ 91

Golden Gate, HI.,

Little Wabash River near:

description......................... 114

discharge........................... 114

gage heights........................ 115

Grahams Forge, Va., 

Reed Creek at:

description......................... 81

discharge........................... 81

gage heights........................ 81
188 INDEX.

Grayson, Va., Page.

New River near:

description......................... 75

discharge........................... 75

gage heights........................ 76

Greenbrier River at or near 

Alderson, W. Va.:

description......................... 88

discharge.......................... 88,184

discharge, daily.................... 89

discharge, monthly ................ 89

gage heights........................ 88

Marlinton, W. Va.:

description......................... 87

discharge........................... 87

gage heights........................ 87

Hall, M. R., work of................... 28,131,139

Hall, W. Va.,

Buckhannon River at:

description......................... 48-49

gage heights........................ 49

Hamilton, Ohio,

Miami River at:

discharge........................... 183

Hayesville, N. C.,

Hiwassee River near:

description......................... 170

discharge........................... 171

discharge, daily.................... 172

gage heights........................ 171

Tusquitee Creek near:

description......................... 177

discharge........................... 177

discharge, daily.................... 178

gage heights........................ 177

Henshaw, F. F., work of................... 28

Hiwassee River, at or near 

Hayesville, N. C.:

description......................... 170

discharge........................... 171

discharge, daily.................... 172

gage heights........................ 171

Murphy, N. C.:

description .......................... 172

discharge......................... 173,184

discharge, daily.................... 174

discharge, monthly................. 174

gage heights........................ 173

Reliance, Tenn.:

description......................... 175

discharge......................... 175,184

discharge, daily.................... 176

discharge, monthly ................ 176

gage heights........................ 175

Wetmore, Tenn.:

discharge........................... 183

Hiwassee River drainage basin, description

of............................... 170

stream flow in........................ 170-182

Holston River drainage basin, description

Of............................... 142

stream flow in........................ 142-152

Holston River near 

Mendota, Va :

discharge........................... 183

Holston River near Continued. 

Rogersville, Tenn.:

description......................... 147

discharge......................... 147,184

discharge, daily .......... ......... 148

discharge, monthly................. 148

gage heights ....................... 147

Holston River (Middle Fork) at 

Chilhowie, Va.:

description......................... 149

discharge ........................ 149,184

discharge, daily.................. 150-152

discharge, monthly................ 152

gage heights..................... 149-150

Holston River (North Fork) at 

Saltville, Va.:

discharge........................... 183

Holston River (South Fork) at or near 

Bluff City, Tenn.:

description....................... 144-145

discharge......................... 145,184

discharge, daily.................... 146

discharge, monthly................ 146

gage heights........................ 145

Chilhowie, Va.:

description......................... 142

discharge......................... 143,184

discharge, daily.................... 144

discharge, monthly ................ 144

gage heights........................ 143

Horton, A. H., work of..................... 28

Hoyt, W. G., work of....................... 28

Hugo, 111.,

Embarrass River near:

discharge........................... 183

Ice, measurements under.................. 21,25

Investigations, authority for ............... 7

purposes of............................. 9-10

scope of ...................*............ 8

Irrigation, stream flow and ................ 9

Jackson, H. J., work of............ 28,80,82,86,92

Jones, B. E., work of ....................... 28

Judson, N. C.,

Little Tennessee River near:

description......................... 155

discharge......................... 156,184

discharge, daily.................... 157

discharge, monthly................ 157

gage heights........................ 156

Kanawha River drainage basin, description of.......................... 72-74

stream flow in......................... 74-100

Kiskiminitas River at 

Avonmore, Pa.:

description......................... 40-41

discharge........................... 184

discharge, daily.................... 42

discharge, monthly ................ 42

gage heights........................ 41

Kittanning, Pa.,

Allegheny River at:

description ...._.................. 38-39

discharge........................... 184

discharge, daily.................... 40

discharge, monthly ................ 40

gage heights........................ 39
INDEX.

189'

Knoxville, Tenn.,

Tennessee River at:

description................^...... 127-128

discharge......................... 128,184

discharge, daily.................... 130

discharge, monthly ................ 130

gage heights...................... 128-129

Lamb, W. A., work of..................... 28,147

Laurel Hill Creek at 

Confluence, Pa.:

description ......................... 67-68

discharge.......................... 68-184

discharge, daily.................... 69

discharge, monthly................. 69

gage heights........................ 68

Lilly, W. Va.,

Bluestone River at:

description......................... 86

discharge........................... 86

gage heights........................ 86

Little River near 

Copper Valley, Va.:

description ......................... 83

discharge........................... 83

..................... 83

Little Tennessee River drainage basin,

description of................... 153

stream flow in........................ 153-166

Little Tennessee River nearFranklin, N. C.:

description..........:............ 153-154

discharge........................... 154

discharge, daily .................... 155

gage heights........................ 154

Judson, N. C.:

description......................... 155

discharge......................... 156,184

discharge, daily .................... 157

discharge, monthly................. 157

gage heights........................ 156

McGhee, Tenn.:

description....................... 157-158

discharge......................... 158,184

discharge, 'daily.................... 159

discharge, monthly................. 159

gage heights........................ 158

Little Wabash River at or near 

Carmi, 111.:

description ......................... 115

discharge........................... 116

gage heights........................ 116

view of............................. 116

Clay City, 111.:

description......................... 113

discharge........................... 113

gage heights........................ 113

Golden Gate, 111.:

description......................... 114

discharge........................... 114

gage heights........................ 115

Little Wabash River drainage basin, description of..................... 112

stream flow in........................ 113-119

McGhee, Tenn., Page. 

Little Tennessee River near:

description ....................... 157-158

discharge......................... 158,184

discharge, daily.................... 159

discharge, monthly................. 159

gage heights........................ 158

Marlinton, W. Va.,

Greenbrier River near:

description......................... 87

discharge........................... 87

gage heights.. ..................... 87

Mathers, J. G., work of..................... 28

Meadow River near 

Russell ville,W.Va.:

description......................... 94

discharge........................... 94

gage heights........................ 94

Mendota, Va.,

Holston River near:

discharge........................... 183

Miami River at 

Dayton, Ohio:

description......................... 102

gage heights...................... 102-103

Hamilton, Ohio:

discharge........................... 183

Miami River drainage basin, description

of............................. 101-102

stream flow in........................ 102-103

Mill Shoals, in.,

Skillet Fork near:

description......................... 119

discharge........................... 119

gage heights........................ 119

Mills River (North Fork) at 

Pinkbed, N. C.:

description ......................... 134

discharge......................... 134,184

discharge, daily.................... 135

discharge, monthly ................ 135

gage heights........................ 135

Mills River (South Fork) near 

Sitton, N. C.:

description......................... 136

discharge......................... 136,184

discharge, daily.................... 137

discharge, monthly ................ 137

gage heights........................ 136

Miner's inch, definition of.................. 13

Miscellaneous measurements in 

Ohio River drainage basin ............. 183

Monongahela River drainage basin, description of.......................... 45-46

stream flow in.......................... 46-69

Morgantown, W. Va., 

Cheat River near:

description......................... 51-53

discharge.......................... 53,184

discharge, daily.................... 58-61

discharge, monthly ................ 61-62

gage heights......................... 54-57

rating tables........................ 57
190 INDEX.

Mount Carmel, 111., Page. 

Wabash River at:

description....................... 104-105

discharge........................... 105

gage heights........................ 105

Murphy, N. C.,

Hiwassee Elver at:

description......................... 172

discharge ........................ 173,184

discharge, daily.................... 174

discharge, monthly ................ 174

gage heights........................ 173

Muskingum River at 

Zanesville, Ohio:

description......................... 71

gage heights........................ 72

Muskingum River drainage basin, description of.......................... 70-71

stream flow in.......................... 71-72

Nantahala River near 

Nantahala, N. C.:

description......................... 161

discharge........................... 162

discharge, daily.................... 103

gage heights........................ 162

Narrows, Va.,

Wolf Creek near:

description......................... 85

discharge........................... 85

gage heights........................ 85

Navigation, stream flow and............... 9

Newport, Tenn., 

Pigeon River at:

description....................... 139-140

discharge. ..........=............. 140,184

discharge, daily.................... 141

discharge, monthly................ 14i

gage heights........................ 140

New River at or near 

Fayette, W.Va.:

description......................... 78-79

discharge........................... 79

gage heights........................ 79

Gauley, W. Va.:

view of............................. 72

Grayson, Va.:

description......................... 75

discharge........................... 75

gage heights........................ 76

Radford, Va.:

description......................... 76-77

discharge.......................... 77,184

discharge, daily.................... 78

discharge, monthly ................ 78

gag-e heights........................ 77

New River (North Fork) near 

Grumpier, N. C.:

description......................... 80

discharge........................... 80

gage heights........................ 80

New River (South Fork) nearGrumpier, N. C.:

description......................... 74

discharge........................... 74

gage heights........................ 75

Nolichucky River at 

Birdsbridge, Tenn.:

discharge........................... 183

Oakland, 111,, Page. 

Embarrass River, near:

description.......................... 107

discharge......................... 107,184

discharge, daily.................... 108

discharge, monthly ................ 108

gage heights......... .............. 107

Ocoee River at 

Copperhill, Tenn.:

description....................... 180-181

discharge......................... 181,184

discharge, daily.................... 182

discharge, monthly................. 182

gage heights........................ 181

Office methods, features of................. 21-25

Ohio River drainage basin, general description of.......................... 28-32

gaging stations in...................... 32-35

miscellaneous measurements in........ 183

summary of discharge for.............. 184

O'Neill, W. M., workof .................... 28

Padgett, H. D., work of.................... 28

Parker, G. L., workof...................... 28

Pigeon River at 

Canton, N. C.:

description....................... 138-139

discharge .......................... 139

discharge, daily.................... 139

gage heights........................ 139

Newport, Tenn.:

description....................... 139-140

discharge......................... 140,184

discharge, daily.................... 141

discharge, monthly ................ 141

gage heights........................ 140

Pinkbed, N. C.,

Mills River (North Fork) at:

description......................... 134

discharge......................... 134,184

discharge, daily.................... 135

discharge, monthly................ 135

..................... 135

Pocotaligo River at 

Sissonville, W. Va.:

description......................... 100

discharge........................... 100

gage heights........................ 100

Price meters, views of...................... 20

Publications, lists of........................ 10-13

Radford, Va., 

New River at:

description......................... 76-77

discharge ........./............... 77,184

discharge, daily.................... 78

discharge, monthly................ 78

gage heights........................ 77

Rating curves, construction and use of .... 21-22

Rating tables, construction of.............. 22

nature of............................... 15-16

Red House, N. Y.,

Allegheny River at:

description......................... 36-37

discharge.......................... 37,184

discharge, daily.................... 38

discharge, monthly................ 38

..................... 37
INDEX. 191

Reed Creek at Page. 

Grahams Forge, Va.:

description......................... 81

discharge...................... .... 81

gage heights ....................... 81

Reliance, Tenn., 

Hiwasse River at:

description ........................ 175

discharge......................... 175,184

discharge, daily.................... 176

discharge, monthly ................ 176

gage heights........................ 175

Revision, need or ......................... 27-28

Rice, R. C., work of ........................ 28

Richwood, W. Va., 

Cherry River at:

description......................... 93

discharge........................... 93

gage heights........................ 93

Rogersville, Tenn., 

Holston River near:

description......................... 147

discharge......................... 147,184

discharge, daily.................... 148

discharge, monthly ................ 148

gage heights ....................... 147

Rosman, N. C.,

French Broad River at:

description......................... 124

discharge......................... 124,184

discharge, daily.................... 125

discharge, monthly ............ .... 125

gage heights........................ 124

Run-off, computation of.................... 21-25

definition of............................ 13

Russellville, W, Va., 

Meadow River near:

description......................... 94

discharge........................... 94

gage heights........................ 94

St. Marie, 111.,

Embarrass Elver at:

description......................... 108

discharge......................... 108,184

discharge, daily.................... 109

discharge, monthly................. 109

gage heights........................ 109

Saltville, Va.,

Holston River (North Fork) at:

discharge........................... 183

Scheidenhelm, F. W., work of........... 63,66,68

Second-foot, definition of................... 13

Section, changes in, estimating for ........ 23-25

Shoals, Ind.,

White River (East Branch) at:

descriptio n......................... 110

discharge......... ............... 110,184

discharge, daily.................... Ill

discharge, monthly................. 112

gage heights........................ Ill

Sissonville, W. Va., 

Pocotaligo River at:

description......................... 100

discharge........................... 100

gage heights........................ 100

Sitton, N. a,

Mills Elver (South Fork) near:

description......................... 136

discharge......................... 136,184

discharge, dai y.................... 137

discharge,monthly................. 137

gage heights........................ 136

Skillet Fork nearMill Shoals, 111.:

description......................... 119

discharge........................... 119

gage heights........................ 119

Wayne City, 111.:

description......................... 116

discharge......................... 117,184

discharge, daily.................. 117-118

discharge, monthly................. 118

gage heights........................ 117

Slope method, description of............... 16-17

Speers Ferry, Va., 

Clinch River at:

discharge........................... 183

Staffordsville, Va., 

Walker Creek at:

description......................... 84

discharge........................... 84

gage heights........................ 84

Stevens, G. C., work of..................... 28

Stream measurement, accuracy of.......... 25-27

data on, use of.......................... 27

methods of ............................. 16-21

Summerville, W. Va., 

Gauley River near:

description ......................... 91

discharge........................... 91

gage heights........................ 91

Swamps, drainage of, stream flow and..... 9-10

Swannanoa River at 

Swannanoa, N. C.:

description......................... 137

discharge........................... 137

discharge, daily.................... 138

gage heights........................ 138

Swett, work of ................ 28,124,134,137,158

Tables, explanation of ..................... 15-16

Taylor, E. J., work of ...................... 28

Tennessee River at 

Chattanooga, Tenn.:

description........ I................ 131

discharge......................... 131,184

discharge, daily.................... 132

discharge, monthly ................ 132

gage heights........................ 131

Knoxville Tenn.:

description....................... 127-128

discharge.......................... 128,184

: discharge, daily.................... 130

discharge, monthly ................ 130

................... 128-129

Tennessee River drainage basin, description of........................ 120-123

stream flow in........................ 124-182

reports regarding hydrography of...... 123

Terms, definitions of ....................... 13
192 INDEX.

Tomotla, N. C., 

Valley River at:

description......................... 178

discharge......................... 179,184

discharge, daily.................... 180

discharge, monthly................ 180

gage heights........................ 179

Tornado, W. Va., 

Coal River at:

description......................... 99

discharge........................... 99

gage heights........................ 99

Tuckasegee River at or near 

Bryson, N. C.:

description ......................... 165

discharge......................... 165,184

discharge, daily.................... 166

discharge, monthly ................ 166

gage heights........................ 165

EastLaport, N. C.:

description......................... 163

discharge........................... 163

discharge, daily.................... 164

gage heights........................ 164

Tusquitee Creek near 

Hayesville, N. C.:

description!-........................ 177

discharge........................... 177

discharge, daily.................... 178

gage heights........................ 177

Tygart River at 

Belington, W. Va.:

description ......................... 46-47

discharge........................... 47

...................... 47

Fetterman, W. Va.:

description......................... 47-48

discharge........................... 48

gage heights........................ 48

Valley River at 

Tomotla, N. C.:

description......................... 178

discharge......................... 179,384

discharge, daily.................... 180

discharge, monthly................. 180

gage heights........................ 179

Velocity method, description of............ 17

Wabash River a1> 

Monnt Carmel, 111.:

description....................... 104-105

discharge........................... 105

gage heights........................ 105

Wabash River (Main), stations on....... 104-105

Wabash River drainage basin, description of........................ 103-104

stream flow in........................ 104-119

Walker Creek a1> Page. 

Staffordsville, Va.:

description......................... 84

discharge,.......................... 84

gageheights........... ......... 84

Walters, M. I., work of..................... 28

Water power, dependence of, on stream 

flow ...................................... 9

Water supply, dependence of, on stream 

flow ...................................... 9

Wayne City, 111., 

Skillet Fork near:

description......................... 116

discharge......................... 117,184

discharge, daily.................. 117-118

discharge, monthly................. 118

gage heights........................ 117

Webster Springs, W. Va., 

Elk River at:

description......................... 95

discharge........................... 95

gage heights........................ 96

Weir method, description of................ 17

West Fork River at 

Enterprise, W. Va.:

description......................... 49-50

discharge........................... 50

gage heights........................ 50

Wetmore, Tenn.,

Hiwassee River near:

discharge........................... 183

White River (East Branch) at 

Shoals, Ind.:

description......................... 110

discharge......................... 110,184

discharge, daily.................... Ill

discharge, monthly................. 112

gage heights........................ Ill

White River drainage basin, description of. 110 

stream flow in ........................ 110-111

Wolf Creek near 

Narrows, Va.:

description ......................... 85

discharge........................... 85

gage heights........................ 85

Wood, Mrs. B. D., work of.................. 28

Work, division of........................... 28

Youghiogheny River at 

Confluence, Pa.:

description ......................... 62-63

discharge.......................... 63,184

discharge, daily.................... 64

discharge, monthly................. 65

gage heights........................ 64

Zanesville, Ohio,

Muskingum River at:

description ......................... 71

gageheights........................ 72

o