DEPARTMENT OF THE INTERIOR

BULLETIN

OF TUB

UNITED STATES

GEOLOGICAL SURVEY

No. 14O

WASHINGTON

(JOVEENMENT PUIN TIN.O OFF I CE. 

189?
0
UNITED STATES GEOLOGICAL SURVEY

UHAKLES D. "WALCOTT, DIBECTOK

REPORT OF PROGRESS

OF THE

DIYISION OF HYMOGEAPHY

FOR

THE CALENDAK YEAK 1895

BY

FREDERICK HAYNES NEWELL

HYDKOGRAPHER IN CHARGE

WASHINGTON

GOVERNMENT PRINTING OFFICE

1896

CONTENTS.

PageLetter of transmittal........................................................ 11

Introduction................................................................ 13

Organization of field work.................................................. 13

Instruments and methods................................................... 14

Current meters.......................................................... 14

Registers and batteries.................................................. 16

Sounding lines.--........................................................ 17

Measurements from bridges and boats................................... 17

Cables.................................................................. . 18

Points of observation................................................... 18

California methods...................................................... 19

Instructions ............................................................ 20

Data to be recorded................................................. 20

Reports of river height.............................................. 21

Benchmarks........................................................ 22

Computations of discharge.......................................... 22

Field notes......................................................... 23

Reports of discharge measurements.................................. 25

Station rating tables................................................ 27

Tables for computing results for publication............................. 28

Northeastern rivers........................................................... 33

Merrimac River......................................................... 33

Nashua River........................................................... 34

Charles River....................__................................... 35

Sudbury River........................................................... 35

Connecticut River...................................................... 37

Potomac Basin............................................................... 41

Potomac River above Shenandoah River................................. 42

Springfield station, on South Branch................................. 43

Cumberland station, on Potomac River.............................. 45

Great Cacapon station, on Potomac River............................ 47

Shenandoah River.............................. ........................ 49

Port Republic station, on North and South rivers..................... 50

Millville station, on Shenandoah River............................... 53

Potomac River below Shenandoah River................................. 54

Point of Rocks station, on Potomac River........................... 54

Chain Bridge station, on Potomac River............................. 56

James River Basin.......................................................... 61

James River.......;.................................................... 61

Glasgow station, on North River....................................: 61

Buchanan station, on James River................................... 63

5
CONTENTS.

Eastern North Carolina rivers ............................................... 65

Clarksville station, on Dan and Staunton rivers......... .......... 66

Fayetteville station, on Cape Fear Eiver............................... 69

Holtsburg station, on Yadkin River.................................. 70

Fort Mill station, on Catawba Eiver................................. 71

Georgia rivers .................*.................:...............,........... 72

Macon station, on Ocmulgee Eiver. ................................... 74

Oakdale station, on Chattahoochee Eiver............................- 75

Ohio Eiver tributaries ...............:....................................... 77

Alderson station, on Greenbrier River................................ 77

Fayette station, on New Eiver....................................... . 78

Asheville station, on French Broad Eiver............................ 80

Western North Carolina streams .......................................... 81

Texas rivers..........................................................^...... 82

Colorado Eiver at Austin.............................. _........... 82

San Marcos Spring.................................................. 83

ComalEiver ........................................................ 84

San Antonio and San Pedr-o springs.........-......................... 84

Sabinal River....................................................... 84

Leona Eiver........................................................ 85

Las Moras'Spring ................................................... 85

San Felipe Springs.................................................1 85

Upper Missouri Basin ....................................................... 86

Gallatin, Madison, and Jefferson rivers .................................. 86

Salesville station, on West Gallatin River-.-........................... 86

Bozeman station, on Middle Creek................................... 88

Logan station, on Gallatin River...................................... 89

Threeforks station, on Madison Eiver ................................ 91

Sappington station, on Jefferson Eiver............................... 92

Townsend station, on.Missouri Eiver................................. 93

Sheridan station, on Big Goose Creek.........._................... 94

Platte Basin ................................................................ 95

North Platte River....................................................... 95

Woods.Lauding station, on Laramie Eiver........................... 95

Uva station, on Laraniie River-....................... ................ 96

Orin station, on North Platte Eiver.................................. 98

North Platte. station, on North Platto- Eiver-.......................... 99

SouthPlatte River...................................................... 102

Deansbury-station, on South Platte River............................. 103

Denver station, on South Platte Eiver............................... 104

Morrison station, on Bear Creek..................................... 106

Marshall station, on South Boulder Creek............................ 107

Boulder-station, on Boulder Creek..................._............. 108

Lyons station, on St. Vrain Creek.................................... 109

Arkins station, on Big Thompson Creek ............................. 110

Fort Collins station, on Cache la Poudre Eiver ...................... 112

Green City and Orchard stations, on South Platte River.............. 112

Loup River......................................................... 114

St. Paul station, on North Loup Eiver................................ 114

St. Paul station, on Middle Loup Eiver.............................. 115

Columbus station, on Loup Eiver.................................... 118

Platte River....................................i....................... 121

 Columbus station, on Platte River................................... 121

Salt Creek at Lincoln, Nebr............................................. 123
CONTENTS. 7

Paga,

Kansas Basin ............................................................... 123

Eepubl ican River ....................................................... 125

Benkelman station, on North Fork of Republican River.............. 125

Benkelman station, on South Fork of Republican River.............. 130

Wauueta station, on Frenchman River............................... 13.1

Palisade station, on Frenchman River............................... 132

Junction City station, on Republican River.......................... 136

Snioky Bill River....................."................................... 138

Beloit station, on Solomon River..................................... 138

Beverly station, on Saline River..................................... 140

Ellsworth station, on Smoky Hill River.............................. 142

Bine River...... .......................................................... 144

Manhattan station, on Blue River.................................... 144

Kansas River........................................................... 145

Lawrence station, on Kansas River...........:....................... 145

Arkansas Basin ............................................................. 153

Arkansas River ......................................................... 153

Granite station, on Arkansas River.................................. 154

Salicla station, on Arkansas River.................................... 155

Canyon station, on Arkansas River.................................. 156

Pueblo station, on Arkansas River...................................' 158

La Junta station, on Arkansas River.................................. 159

Holly station, on Arkansas River.................................... 160

Hutchinson station, on Arkansas River...... ........................ 160

Verdigris and Neosho rivers............................................. 162

Liberty station, on Verdigris River.................................. 162

Tola station, on Neosho River........................................ 163

Chikaskia, Medicine, and Cimarrou rivers ............................... 164

Kiowa station, on Medicine River.................................... 165

Arkalon station, on Carnarvon River.................................. 166

Canadian River......................................................... 167

Watrous station, on Mora River..................................... 168

Rio Grande Basin ........................................................... 169

Del Norte station, on Rio Grande...... .............................. 170

Alarnosa station, on RioGrando.......... ........................... 170

Embudo station, on Rio Grande..................................... 172

Abiquiu station, on Chama River.................................... 173

Rio Grande station, on Rio Graude................................... 175

San Marcial station, on Rio Grande.................................. 177

El Paso station, on Rio Grande...................................... 178

Rio Grande Valley near Albuquerque, by Philip E. Hnrroun .................. 180

Colorado Basin ............................................................. 186

Grand River .............................................................. 186

Grand Junction station, on Grand River............................. 186

Gunnison River......................................................... 188

Fort Crawford station, on Uncompahgre River ....................... 188

Whitewater station, on Gunnison River.............................. 189

Grand Junction station, on Grand River ............................. 189

Dolores and San Miguel rivers ........................................... 191

Dolores station, on Dolores River.................................... 191

Seymour station, on San Miguel River .......... .................... 193

San -Juan-River ......................................................... 195

Arboles station, on San Juan River .................................. 195

Arboles station, on Piedra River..................................... 197

Durango station, on Animas River................................... 198
8 CONTENTS.

Colorado Basin Continued. page.

Green River............................................................. 200

Greenriver station, on Green River ........... r.-..................... 200

White River station, on White River ................................ 202

Blake station, on Green River ....................................... 202

Helper station, on Price River ...................................... 203

Gila River .............................................................. 204

Buttes station, on Gila River ........................................ 207

Lower Colorado River................................................... 207

Yuma station, on Colorado River .................................... 207

Interior Basin in Nevada .................................................... 210

Tahoe station, on Truckee River .................................... 210

Empire station, on Carson River..................................... 212

Nordyke station, on Walker River................................... 213

Humboldt River .......................................................... 215

Elko station, on Humboldt River .................................... 216

Golconda station, on Humboldt River ............................... 217

Oreana station, on Humboldt River.................................. 220

Interior Basin in Utah and Idaho............................................ 220

Bear River.............................................................. 224

Battle Creek station, on Bear River .................................. 225

Collinston station, on Bear River .................................... 227

Ogdeu, Weber, andProvo rivers......................................... 229

Ogden station, on Ogden River ...................................... 230

Uinta station, on Weber River ...................................... 231

Provo station, on Provo River....................................... 234

Columbia Basin............................................................. 235

Snake River ............................................................ 235

Boise station, on Boise River ........................................ 236

Caldwell station, on Boise River .... ................. .............. 237

Payettestation, on Payette River.................................... 237

Weiser station, on Weiser River ..................................... 238

Grand View station, on Bruneau River .............................. 239

Montgomery station, on Snako River. ................................ 241

Nyssa station, on 0wyhee River ...................................... 242

Vale station, on Malheur River..........................-..:........ 242

Yakima River........................................................... 243

North Yakima station, on Naches River .............................. 244

Union Gap station, on Yakima River ................................ 245

Topinish station, on Topinish Creek ................................. 248

Satas station, on Satas River ......................................... 248

Kiona station, on Yakima River ..................................... 248

Sacramento Basin........................................................... 249

Sacramento River....................................................... 249

Redbluff station, on Sacramento River............................... 250

San Joaquin Basin, by J. B. Lippincott...................................... 256

Fort Tejon Creek ....................................................... 256

Salt and San Emidio creeks ............................................. 258

Pastoria Creek........................................................... 258

Tunis Creek ....................................................i....... 260

Tejon House Creek...................................................... ^260

Tejon House station, on Tejon House Creek.......................... 261

Rancheria Creek........................................................ 262

Caliente Creek......................................'.................... 264

Kern River ............................................................. 267

Poso Creek .............................................................. 274
CONTENTS. y

San Joaquin Basin, by J. B. Lippincott Continued. Page.

White and Deer creeks.................................................. 276

Tule River.............................................................. 276

Kaweah River .......................................................... 279

Kings River............................................................ 283

Kingsburg station, on Kings River.................................. 284

Suspension Bridge and Red Mountain stations, on Kings River....... 286

San Joaquin River...................................................... 288

Herndon station, on San Joaquin River ............................. 290

Fresno River ........................................................... 294

Chowchilla Creek....................................................... 295

Mariposa and other creeks .............................................. 295

Merced River........................................................... 296

Tuolumne River ........................................................ 297

Modesto station, on Tuolumne River................................ 298

Lagrange station, on Tuolumne River ............................... 301

Survey of Lagrange reservoir site................................... 303

Stanislaus River ......................................................... . 304

Oakdale station, on Stanislaus River ................................ 305

Mokelumne River....................................................... 308

Lodi station, on Mokelumne River .................................. 308

Measurements by California State officials................................... 310

Tables of average flow of California rivers .............................. 310

Methods of measurement.........:...................................... 312

Surveys by Commissioner of Public Works ............................. 313

Southern California streams ................................................ 315

San Gabriel River....................................................... 315

Azusa station, on San Gabriel River................................. 317

Mohave River........................................................... 318

Whitewater River ...................................................... 318

Santa Ana River ........................................................ 318

San Luis Rey River ..................... °............................... 321

Sweetwater River....................................................... 322

Rainfall in Sweetwater Basin ....................................... 323

Run-oft7 from Sweetwater Basin ..................................... 324

Floods in the river.................................................. 327

Increase of precipitation with altitude .............................. 328

Rating stations ............................................................. 331

Denver rating station................................................... 331

Kensington (Md.) rating station......................................... 331

Lawrence (Mass.) rating station......................................... 332

Meter rating tables ......................................................... 332

Methods of rating the meters................................................ 333

Drainage area measurements ................................................ 342

Evaporation and seepage measurements ..................................... 347

Seepage measurements on Frenchman River............................. 347

Seepage measurements on Kearney Canal, Nebraska ..................... 348

Evaporation and seepage from a small lake.............................. 349

Evaporation at Goodland, Kans ......................................... 350

LETTER OF TRANSMITTAL.

DEPARTMENT OP THE INTERIOR, 

UNITED STATES GEOLOGICAL SURVEY,

DIVISION OP HYDROGRAPHY,

Washington, D. C., February 29,1896.

SIR: I have the honor to transmit herewith a manuscript entitled 

"Eeport of progress of the Division of Hydrography for the calendar 

year 1895," and to request that it be published as a bulletin of the 

Survey.

Very respectfully, yours,

F. H. NEWELL, 

Sydrograplier in Charge. 

Hon. CHARLES D. WALCOTT,

Director United States Geological Survey.

11

REPORT OF PROGRESS OF THE DIVISION OF 

HYDROGRAPHY FOR 1895.

By F, H. NEWELL.

INTRODUCTION.

The following report gives the results of operations of the Division of

Hydrography for the calendar year 1895. It is similar in form to the 

preceding report that for the years 1893 and 1894 issued as Bulletin 

No. 131 of this Survey. Like that bulletin, its purpose is to present at 

as early a date as possible a statement in detail of the localities at which 

work has been undertaken, the character of the investigations, and the 

results obtained. To expedite the printing of the bulletin, all illustrations have been omitted, these being reserved, together with the general deductions, for papers accompanying the Annual Eeport of the 

Director. The present report is printed mainly for the use of the 

assistants on this Survey and of persons cooperating or immediately 

interested in the details of the work. The broader questions of the 

application of the data and their completion by the addition of collateral facts are reserved for the more widely distributed annual reports. 

The following pages contain, after general remarks on the drainage 

basin or stream, a description of the location of the river stations and 

of the measurements carried on at each, followed by lists of discharge 

measurements, rating tables, and other material relating to river work. 

The compilations of well schedules and correspondence in reference to 

underground waters, together with descriptions of the field work, have 

been reserved for a later publication.

ORGANIZATION OF FIELD WORK.

In an investigation of this kind, which from its very nature must be 

carried on over widely scattered portions of country, it is impracticable, with the small appropriations available, to employ salaried hydrographers to carry on all of the field work. An attempt is therefore 

made to secure gratuitous or inexpensive cooperation, and to place the 

local charge and oversight of the work under the direction of resident 

hydrographers men who have not only a strong personal interest in 

and inclination toward investigations of this character, but who also 

have some permanent occupation or position by which a living is,

13
14 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL.MO.

assured. For example, assistance of this kind is sought from professors of geology or of hydrographic engineering, who have practical 

acquaintance with the difficulties and methods of water measurements 

and with the behavior of streams and underground sources of supply. 

These men are paid for the time actually employed a moderate compensation, which includes their incidental expenses, and are furnished with 

the necessary instruments and blanks^

The observers of river height and of other phenomena in each State 

report directly to the resident hydrographer. Their observations are 

received by him each week and forwarded to the Washington office. 

From time to time the resident hydrographer visits each river station, 

measures the discharge, learns from the observer any facts which may 

not have been reported, and at all times keeps a direct supervision of 

the work within the district allotted to him. He also compiles the daily 

reports of gage heights, and constructs from the discharge measurements a rating table showing the relation between the height of river 

and the discharge, modifying this table from time to time and applying 

it as occasion demands. Copies of these reports and tables are sent to 

the office at Washington and are placed upon the records, being scrutinized and compared in order to bring all such data into similar form.

The resident hydfographers are kept in touch with the work of each 

other and with that of the office force through the assistance and advice 

given by the inspecting hydrographers regularly employed by this Survey, who constantly travel from point to pointj assisting in establishing 

river stations> making measurements, repairing damages caused by 

floods> rating current meters, and perfecting methods and deviceSi By 

this means improvements suggested by the experience of one man are 

communicated iii turn to all the rest, and especial attention can be 

given to difficult problems.

The oversight of the stream measurements of the West has been

placed iii the hands of Mr. Arthur P. Davis, and that of those of the 

Appalachian area has been intrusted to Mr. Cyrus C. Babb. The gen? 

eral direction of work and the especial consideration of questions relating to artesian wells and underground waters have been assigned to 

the writer, who has had the assistance or cooperation of a number of 

the geologists of the Survey.

INSTRUMENTS AND METHODS. , 

CURRENT METERS.

The instruments used during this year have not been essentially 

different from those described in the Eleventh Annual Eeport of this 

Survey, Part II, pages 5-10, and in the Fourteenth Annual Eeport, Part 

II, pages 96-98. The large Haskell electric meter figured upon page 9 

of the Eleventh Annual Eeport, Part II, has been used only to a small 

extent^ its large size and high rate of revolution during floods giving
WKWELL.] INSTRUMENTS. 15

rise to objections on the part of hydrographers. Attempts have been 

made to improve the electric registering devices, but it has been found 

impracticable to use the ordinary form of recorders or registers where 

the revolutions are more than five or six per second. At a greater 

speed than this the ratchet movement of the electrical devices is apt to 

skip, and either the wheel fails to advance or else the indicator hand is 

pushed forward two places. To obviate this difficulty one of the large 

Haskell meters has been altered by the insertion of a small five-tooth 

wheel in front of the contact spring in the spindle of the meter. Every 

fifth revolution of the head causes this small wheel to open and close 

the circuit once, thus allowing the register to run with one^fifth the 

speed of the head. The small five-tooth wheel can be readily taken 

outjand the meter will then, as originally, open and close the circuit at 

every revolution. 

The small Haskell meter figured on page 97 of the Fourteenth.

Annual Report, Part II, has had the greatest use, on account of its 

lightness and the ease with which it can be employed from a bridge or 

suspended car. It does not, however, turn in sluggish currents, owing 

to the relatively high friction, and it has not been found practicable to 

use this form of meter in streams whose velocity is less than one-half 

foot per second. Most of these instruments have been altered somewhat from the form shown on the page above referred to by unscrewing 

the lower vertical standard and boring a hole horizontally through the 

meter immediately in front of the tail. A bolt is inserted through this 

hole, and upon this the meter revolves in a vertical plane, being hung 

in a clevis to which weights can be attached below and the cord for 

suspending the meter fastened above. An extra tail has also been 

inserted at right angles to the one shown in the illustration, extending 

plightly beyond this and balancing the head of the meter, so that the 

instrument is kept horizontal when in the water. The experiment of 

nickel-plating these meters in order to prevent corrosion has also been 

tried, but without marked advantage.

The Colorado current meter shown on page 7 of the Eleventh Annual 

Report, Part II, more properly known as the Bailey meter, has been 

used occasionally in the smaller streams and ditches. The instrument 

possesses certain advantages in that it can be placed immediately upon 

the bottom of a shallow stream, and not being provided with electric 

devices it can be used without the annoyance inseparable from such 

mechanism. The instruments of this make owned by the Survey are, 

however, so delicate that the cost of repairs has become a serious matter, and on the score of economy it has seemed advisable to condemn 

them as they become worn.

A single Buff & Berger meter of the Ellis type has been successfully 

used. It is light and easily handled, and has been found of advantage 

in some of the deeper rivers whose maxifnum velocity is not excessive. 

The Buff & Berger register has been used for a number of years with
16 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

various electric current meters, and seems to be the pattern favored by 

the hydrographers of this Survey.

The Price electric meter, with 6-inch wheel, illustrated in catalogue of 

W. & L. E. Gurley, has been successfully used, and although heavier 

than the small Haskell meter, mainly employed during the preceding 

years, has been highly approved by the field parties because the same 

meter can be used in high or low velocities. It has been possible to 

make a number of flood measurements where the speeds were far greater 

than those previously obtained with other instruments. The little Price 

acoustic meter, lately introduced, has also been successfully used, even 

under unusual difficulties. The instrument has commended itself by 

its extreme lightness and its sensitiveness, and it has been found possible 

to employ it from bridges by suspension from the end of long rods made 

of gas pipe.

REGISTERS AND BATTERIES.

One of the chief sources of objection to electric current meters Las 

been the weight of the necessary batteries and the difficulty in handling 

them. Dry batteries of various make have been used and found to be 

unreliable or inefficient, especially after exposure to the hot sun in dry 

climates. Whether these dry batteries could be depended upon during 

an extended trip could never be ascertained in advance, and therefore 

a large number were carried, adding considerably to the weight and 

bulk of the field equipment. It was finally decided to use the wet 

batteries and charge them each time; but this, too, was a source of 

considerable annoyance, owing to breakage of jars and the loss of 

chemicals. During the past year, however, a small battery cell has 

been found which has proved highly efficient. It consists of a small 

rectangular hard-rubber box, about 1.5 inches high, 1.7 inches wide, 

and 1.3 inches thick. This is closed by a soft-rubber stopper carrying 

the zinc pole of the battery. The opposite pole is made by a metallic 

point projecting through the bottom, connected with the carboii lining 

the cell. The battery is charged with a small quantity of bisulphate 

of mercury powder and water whenever it is to be used. As employed 

by the Survey, two of these cells are placed side by side in a small 

wooden box 4 inches wide and 3 inches high, so 'arranged that when 

hooked to the end of the registers the electric connection is made with 

the batteries. The batteries and box complete, with all the connections, weigh only a little over 6 ounces. The single objection so far 

discovered is that these hard-rubber cells may be easily cracked, but 

the cost of replacing them is far less than the expense incident to any 

other form of battery yet tried.

The Buff & Berger register above mentioned has been used to a 

considerable extent, and also instruments of smaller design, in which a 

stop watch has been inserted. The latter, known as watch registers, 

are so arranged that when the watch is started the circuit is closed, 

and when stopped the circuit is opened, cutting off the electric current
NEWELL.] INSTRUMENTS. 17

from the register. A third pressure upon the stem of the watch sends 

the hands back to zero, but leaves the connection to the register open 

for another observation. Most of these instruments have been provided with small bisulphate of mercury batteries, adding greatly to 

their efficiency. Yet another successful device employs ordinary telegraphic sounders in place of registers. These sounders, having a base 

about 3 by 5 inches and giving a loud click, have been mounted upon 

the small boxes containing bisulphate of mercury batteries; the battery 

and sounder together do not weigh more than a pound, and being in 

compact form there is very little annoyance from wires and loose connections. When in use this sounder can be placed on the hand rail of 

a bridge or fastened to the front of the observer's coat in such a position that he can readily hear it. Instead of reading the register before 

and after each observation the hydrographer merely counts the number 

of clicks during a given period. This possesses certain advantages in 

that the attention is fixed upon the behavior of the meter, and the fluctuations or irregularities in the rate of flow can be readily noted, and 

also any accident which may happen to the meter. Time is saved also 

in that it is possible to jot down the number of revolutions and continue to take check measurements without stopping. After some 

experience the hydrographer finds it practicable to count revolutions 

up to four or five per second.

SOUNDING LINES.

Experience has shown that for sounding rivers at high stages a very 

fine line is required and a lead weight of from 3 to 5 pounds. The best 

results so far obtained have been with the fine-braided silk trout line.

MEASUREMENTS FEOM BRIDGES OR BOATS.

In the measurement of streams by this Survey the velocity of the 

water is ordinarily obtained by the use of current meters; the width 

of the stream is usually measured by stretching a line across it, and 

the depth is computed by soundings, at proper intervals, by a pole or 

a lead-weighted line. In a few instances floats have been employed to 

measure the velocity, and occasionally computations have been based 

upon weir formulas; but such cases are exceptional, and the methods 

developed have been dependent upon the use of the instruments above 

described. There is a tendency toward the exclusive use of electric 

or acoustic meters, which record the number of revolutions by sound or 

by other suitable registers. These can be used from a bridge, boat, or 

suspended car, and do not require such near approach to the surface 

of the water as is necessary with meters in which the number of revolutions is recorded by dials within the instrument itself.

Measurements have been made from bridges, wherever possible, on 

account of convenience and small expense involved. Often, however, 

a river channel is badly obstructed by piers, which set up cross cvu> 

2
18 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.-

rents and render it impossible to obtain accurate results. In such 

cases, and at localities where bridges have not been constructed, it is 

necessary to employ other means. Where the streams are deep, boats 

are used, or cables are suspended out of the reach of flood water. In 

some localities boats possess a .certain advantage; but where they 

can not be hired at moderate outlay it has been deemed inadvisable to 

purchase and keep them, as they are liable .to be injured or stolen during the intervals between measurements. A light canvas folding boat 

has been advantageously used by Prof. Elwood Mead in Wyoming. 

This boat complete, with oars and seats, may be rolled into a cylindrical package weighing only 60 pounds.

CABLES.

The cables in use at the various river stations are usually from onehalf to five-eighths of an inch in diameter. Wherever possible, a steel 

standing.cable has been employed, this being cheaper than a hoisting 

cable. It is preferable to have these cables galvanized .or protected 

from the weather, as they are used only at intervals. The spans are 

usually from 200 to 300 feet, although several are nearer 400 feet. The 

cables are suspended at both ends, usually by passing over tall vertical 

timbers or light structures, but occasionally they are held up by grow-' 

ing trees or tall sound stumps. The ends are firmly attached to anchors 

of timber or stone buried securely in the earth. Each cable is made as 

taut as possible by means of block and tackle.

The car used with the cable is a box about 3 feet square and from 2 

to 4 feet deep. It is hung from two pulley blocks running on the cable, 

and is moved from side to side by the hydrpgrapher, who grasps the 

cable above his head and pulls in the direction in which he wishes to 

go. The river is sounded aiicl the current meter is used from this suspended car. Near the cable is what is known as the "tagged wire." 

This consists of a stout wire upon which marks or numbered tags are 

placed at intervals of 10 or 20 feet. It has been found advantageous 

to use common barbed fence wire for this purpose, as the tags can be 

held in place more readily and this wire is less liable to be stolen or 

injured than the smooth forms. Where the current is swift, a third 

wire or light cable is stretched across the river at a distance of from 

50 to 100 feet above the main cable. This serves to support a small 

pulley block or trolley from which a Vire runs to the meter to prevent 

it from being swept downstream when the current is ver.y swift.

POINTS OF OBSERVATION.

The best point at which to take meter observations is still undetermined. In streams having a depth of 5 feet or less, it has been cus. 

tomary to take observations at a distance below the surface sufficient 

to immerse the meter approximately 0.5 of a foot, and at a distance 

above the bottom sufficiently great.that the wheel is free to turn. With
.NEWKLL.] CALIFORNIA METHODS. 19

meters having large lead weights the center of the wheel is usually 0.8 

of a foot above the bottom. The average velocity thus obtained has 

been assumed to represent the mean velocity of this portion of the river. 

In deeper rivers the attempt is usually made to determine velocities at 

points near the surface and at intervals of about 5 feet to the bottom, the 

mean velocity being obtained by averaging these. In the case of a wide, 

deep river it is desirable to select points .sufficiently far apart to fairly 

represent the variations in velocity, and yet not sufficiently numerous 

to necessitate spending more than three or four hours, at the outside, 

in velocity observations, exclusive of the time required for preparation. 

In the case of rapidly fluctuating rivers it is desirable that the series of 

measurements be completed as quickly as possible.

Mr. J. B. Lippincott states that his experience in the case of the Sacramento River is that if surface and bottom velocities are taken as

described cibove, the result obtained when the discharge is, say, 10,000

second-feet, is about 2 per cent too small, as compared with the result 

obtained by reading surface, mid-depth, and bottom velocities. It is, 

however, difficult to definitely locate the meter at mid-depth on account 

of the tendency of the current to swing the meter out of its proper 

position. Where observations are made from a bridge at considerable 

elevation above a stream, the effect of the moving water in swinging the 

meter is large, and it is almost impossible to properly estimate the true 

position of the instrument. In order to steady the meter in the current^ 

devices have been tried consisting of inclined vanes attached above or 

below the meter in such position as to tend to force the meter downward 

and partly upstream. None of these devices, however, have proved 

wholly satisfactory, and they have been abandoned in favor of the extra 

stay line of fine wire run from a point immediately above the meter to 

some p.oint of support upstream, as described in the Eleventh Annual 

Report, Part II, Irrigation, page 17.

CALIFORNIA METHODS.

The following is a description of the method employed by the State 

engineering department of California to obtain the results furnished 

in the report on physical data and statistics:

Three wire marking or tag lines were first stretched across the stream 

where the gaging was to be made. These marking wires were from 

50 to 100 fe.et apart, the distance depending on the width of the stream. 

In large streams a boat was used from which to drop floats. This boat, 

made of canvas, could be folded into small bulk, and was very light 

and portable. The wires were hung low, so that the position of the 

passing floats could be easily located. Surface floats only were used, 

no effort being made to obtain bottom velocities in the gagings of 

streams near the foothills. Observers were stationed at each wire as 

well as in the boat. The observer in the boat placed-the float and gave 

a signal at the time it crossed the first line. The .observer at each of
20 PROGRESS REPORT, HYDROGRAPHY, 1895. {BULL.MO.

the other uues gave a signal at the moment it crossed his line, both the 

time and position being recorded by the engineer in charge. The floats 

were dropped into the water across the stream at distances of from 10 

to 20 feet, depending on the total width. On the smallest streams or 

brooks smaller intervals were taken. The observations for velocity 

were repeated three times. The average of the three observations at 

each locality was taken as the mean surface velocity of this portion of 

the stream. The mean velocity was taken as from 75 to 80 per cent of 

the surface velocities.

Soundings were made at each of othe three wire crossings, at intervals 

of 20 feet in the larger streams and of from 5 to 10 feet in the smaller 

ones. Areas were computed for each of the three sections, and were 

averaged in order to determine a mean area. This mean area was then 

multiplied by the mean velocity obtained as above, giving the total 

discharge. In the large trunk streams in the lower valleys, such as 

the Sacramento, elaborate experiments were made, especial pains being 

taken to determine velocities at all depths and at all points. In this 

work the velocities were obtained chiefly by the use of a meter similar 

to the Haskell meter. Double floats were tried, but abandoned as 

unreliable. A full description of the methods pursued has been given 

by Messrs. Marsden Mauson and C. E. G-runsky. 1

INSTRUCTIONS.

In order to unify and facilitate work the following suggestions have 

been made to the hydrographers from time to time, and as they cover 

points which are constantly arising they are inserted for general 

information.

DATA TO BE RECORDED.

It must be borne in inind at all times that the object of the hydrographic work is to produce a report which will give clearly and 

concisely data of the most value to the public. Work which has only 

local application or limited scope should not be undertaken. In entering upon any investigation or reporting any detail or result of field work, 

full information should be given as to the purpose of the work, and statement should be made of all the circumstances which may in any way 

affect its value. The bare fact that a given stream was carrying at a 

certain time a stated amount of water is in itself an important item j but 

its value can be greatly increased by the statement of additional facts 

concerning the reason for measurement, the character of the drainage 

basin above and below, and the modifications of behavior of the stream 

which may have been brought about by annual fluctuations in water 

conditions or by artificial obstructions or diversions of the water. Such 

facts are often well known to the hydrographer at the time his report is 

made, and may appear to him too trivial for statement; but it must be

1 Report of the Commissioner of Public Works to the Governor of California. A. H. Rose, commissioner; Marsden Hanson, C. E. Grunsky, consulting engineers, pp. 79-94. Sacramento, 1894.
NEWELL.] INSTRUCTIONS. 21

remembered that these facts are to be handled again and again by persons who do not understand the local conditions as known to the hydrographer, and who may be tempted to misapply them or to generalize from 

misapprehension of the conditions.

KKPORTS OF KlVEtt HEIGHT.

The principal work of the hydrographer is the measurement of the 

streams at selected points. The reasons controlling the selection of 

tlieriver stations should alwaj^s be carefully recorded at the outset, and 

after the work is once begun vigilance should be exercised that the 

daily heights and their interpretation into quantities of discharge should 

be complete and accurate. The observers should be required to fill in 

the blanks fully and carefully, as these are the original records and are 

to be preserved upon the files of the Washington office. Carelessness 

in forming the figures or in omitting dates and other details should be 

promptly checked, and blanks thus sent in should be copied and at once 

returned to the observer with the request that the lacking details be 

supplied.

One of the greatest difficulties in the river work as at present conducted is in securing accurate and reliable reports from the observers, 

whose pay, of course, is not sufficiently large to make them at all times 

fully alive to the importance of accuracy. Vigilance should be exercised to verify occasionally the readings of observers, and if there is 

well-founded suspicion that at any time heights are reported which are 

not actually observed the observer should be reprimanded, and, if necessary, the station discontinued. It is better to discontinue a station than 

to encourage dishonesty and have records open to suspicion. In cases 

where it is impracticable for the observer to take regular readings this 

fact should be noted under the head of " Eemarks," and he should be 

assured that it is far better to report that an observation has been 

omitted than to attempt to fill it in by guessing at the river height.

The blanks provided for the use of observers have space devoted to 

remarks. This space is intended, as noted at the bottom of the blank, 

for the insertion of facts concerning the rain, snow, and change of 

weather, and other occurrences liable to affect the height of the river. 

It is also intended that in time of floods some memorandum shall be 

kept of the rate at which the water rises, the extreme height reached, 

and the time of day at which this occurs. The observers are liable to 

carelessly omit making memoranda of this character, and their attention 

should be called to this from time to time, as it is essential to have these 

minor details noted in order to correctly interpret the changes in the 

height of the river. The resident hydrographers are therefore particularly requested to note whether these facts are being entered, and 

to take steps to have this space properly filled when occasion requires.

The object of the daily observation of river heights is to secure material for the computation of discharge. If the difficulties at any station
22 PROGRESS REPORT, HYDROGRAPHY, i§95.

are such that these computations or estimates can not be made with a 

reasonable degree of accuracy, the observations should not be continued. 

These difficulties may arise from several causes either from the irregularly shifting character of the channel, or from the impossibility of 

securing proper observations of river height and soundings of the 

channel, or from the inability of the resident hydrographer to reach 

the point at proper times and seasons. It is therefore necessary to 

carefully consider from time to time the advisability of maintaining 

stations once established, in order that efforts may not be wasted in 

keeping up readings of dubious value.

BENCH MARKS.

All river rods should be referred to one or more permanent bench 

marks, so located as to be easily found and identified. These should 

be, if possible, within from 100 to 200 feet of the locality and at an 

elevation slightly above high water, so that the marks on the rod can be 

easily and quickly referred to the permanent bench mark in order to 

detect possible changes due to the action of floods or driftwood. These 

bench marks should be fully described by reference to conspicuous objects, and by course and distance from the river rod. If the gaging 

station is near bridges having stone abutments, one of the bench marks 

can with advantage be placed on the iron or stone work.

COMPUTATIONS OK DISCHARGE.

The ordinary method of computing the total discharge from the 

observations is indicated by the small field notebooks (Form 9-198) 

ruled for the purpose. The velocity at each section of the stream is ascertained by observations at various depths, and the area is obtained 

by multiplying the width by the mean depth. The total discharge of 

the section is the product of the velocity by the area, and the discharge 

of the whole river is the sum of these products. This has been found 

to be^ under usual circumstances, the most convenient method of computation, as the field notes can be written up at leisure moments. Prof. 

O. V. P. Stout, however, suggests a method of computation which offers 

a number of advantages. This is mainly by graphic methods, and is 

as follows:

On rectangularly ruled paper plot the depth as measured at internals across the 

stream and sketch a free-hand line through the.points, thus showing the vertical 

cross section at the point of measurement. Plot also the mean of the measured 

velocities obtained in each vertical plane in their proper relative positions across the 

stream and sketch through these points a curve which repres'ents the mean discharge 

for all vertical planes. The discharge for any plane or section is the product of the 

ordinates of these two curves. The total discharge of the stream is proportional to 

,the area of a figure constructed by taking as a base a line whose length is proportional to the width of the stream, laying off the products obtained above as ordinates to this base, and drawing a free-hand line through the extremities of these 

ordiiiates. The area of the figures thus, obtained may be computed by Simpsou's
MELD NOTES. 23

riilo, or measured with a planimeter, the arm being set to give discharges without 

further deduction.

In cases where the depths and velocities are measured in the same vertical, the 

curve showing depth arid that showing velocity may be omitted and only the curve 

inclosing the area of total discharge drawn.

FIKLI) NOTES.

For the purpose of uniformity in recording results of current meter 

work, the small blank book (Form 9-198) has been provided. This is 

entitled "United States Geological Survey, Division of Hydrography, 

Current Meter Notes." At the top of the page are spaces for recording 

the date, name of the hydrographer, the number of the ineter, the 

locality, the height of the water at the time of beginning and ending of 

the measurement, and the average height; and also for a statement as 

to whether the river is rising, falling, or stationary. There is also 

space left for inserting the results, giving the total area, the mean 

velocity, and the total discharge in cubic feet per second. On the 

extreme left are double columns for recording the soundings, the first 

column being for the purpose of giving the distance from the initial 

point, and the second for the depth at the particular place. At all 

river stations, besides the bench marks for the zero of the gage rod there 

should be chosen an initial point at which to begin all soundings, so that 

they may be made at the same point at all subsequent measurements. 

This initial point maybe some permanent object on the bank, the end of 

a bridge, or the edge of a pier. A bench mark should be permanent and 

easily identified, and in such position that it shall always be at a short 

distance beyond the high-water mark. Starting from this initial point 

the soundings are usually made at every 10 or 20 feet, or in the case of 

very small streams, at intervals of 5 feet.

The first sounding should be at the edge of the water, and the notebook should give its distance from the initial point, the sounding being 

recorded as zero. In the same way the last sounding should be at the 

further edge of the water, and should be noted as so many feet from 

the initial point and as zero in depth. If there are any intermediate 

islands or bars projecting above water the notes should clearly state 

this fact, giving the distance of both margins from the initial point. 

This greatly simplifies the comparison of subsequent changes of depth.

To the right of the columns for soundings are spaces for the observations, giving distance, depth of the observation, or number of feet 

and tenths below the surface of the water at which the meter is read, 

and also the number of seconds, usually 50 or 100, during which the 

revolutions of the meter are noted. To the right of these are the three 

columns for use in case a recording register is used with the meter. In 

the first of these is to be placed the register reading at the beginning 

of the observation, in the second the reading at the end of the 50 or 

100 or other number of seconds, and in the third the difference between 

these two readings. In cases where the revolutions of an electric
24 PROGRESS REPORT, HYDROGRAPHY, 1895. [BDLL.MO.

meter are counted by listening to the sounder only this third column 

of the three is used. It is customary to take two observations of 50 

seconds each at a point, and if these do not agree, to take a third or 

fourth, continuing until it is ascertained whether there may have been 

any accidental irregularity in the behavior of the instrument. If these 

observations appear to have equal value the average of all is taken; 

if one or more are of doubtful value these are rejected when this fact 

is clearly proved.

The number of revolutions of the meter as recorded in the column of 

differences divided by the number of seconds gives the revolutions per 

second to be inserted in the adjacent column. Where two observations 

of 50 seconds each have been made it is necessary merely to add the 

revolutions and point off two places. The next column, headed "Coefficient," has been inserted for the purpose of noting the relation for that 

particular velocity between the revolutions of the meter and the speed 

of the water. In practice, however, it has been found more convenient 

to construct a rating table for each meter, giving for various values 

the velocity of the water corresponding to the revolutions of the meter 

at different speeds. This column is therefore seldom used, but the 

revolutions of the meter per second are converted at once into velocity 

per second. This is then entered upon the opposite page.

The observations for velocity per second are usually taken not only 

at intervals across the stream, but also at each of these localities at the 

top, near the bottom, and at intermediate points. Where the stream is 

shallow it has been found that the average of the observations taken 

slightly below the surfoce and above the bottom at a distance where 

the meter runs freely represents very closely the mean velocity of the 

section. In deeper streams the mean velocity of the vertical section 

may be obtained by observations at a large number of points, or by 

assuming that the measurement obtained at a distance below the surface of three-fifths of the depth is the mean velocity, or by taking 0.98 

of the mid-depth velocity. Taking, therefore, the average of the velocities in the vertical plane as obtained in either way, these are assumed 

to represent the average velocity for a portion of the river on both sides 

of this plane, which is taken parallel to the course of the stream and as 

extending halfway to the points of observation on each side. If these 

points of observations are 10 feet apart, the width of the section is taken 

as 10 feet, and this is entered in the proper column.

The mean depth of the section is taken, in the case of a broad, 

smooth channel, as the depth of water at the place where the meter 

is run, or as an average obtained by adding the depth of water on 

each side halfway to the next point of observation, adding to this 

twice the depth where the meter is run, and dividing the whole by four. 

This mean depth in feet multiplied by the width in feet gives the area 

of this particular section in square feet. This area multiplied by the 

velocity per second, as given in the column thus headed, is the discharge
NEWELL.] FIELD NOTES. 25

in cubic feet per second, or second-feet, to be inserted in the column 

thus designated. The total of the discharges of the various sections is 

the total discharge of the river. This amount is inserted at the top of 

the page. The total of the individual areas is the total area in square 

feet, to be given also at the top of the page. The mean velocity of the 

whole stream is the discharge in cubic feet per second divided by the 

total area thus obtained, but is not the average of the velocities per 

second as measured by the current meter.

In the sections of the river adjacent to the shore particular care must 

be used in computing, as the current is often so sluggish that the meter 

will barely revolve, and at times there are reverse currents creeping up 

along the bank. Due allowance must be made for all of these, and for 

still or dead Avater. In computing the average depth of the triangular 

sections at each end the depth at the shore is taken as zero, this being 

added to the other depths and the total divided by four, as in the case

above named. Where the current is running diagonally to the channel 

of the stream due allowance must be made in the width of each section. The notebook is provided with space under the head of "Kem arks" for giving these details and for comments upon the accuracy 

of the measurement.

In making the' computations in the notebook it is undesirable to 

carry them out to a degree of refinement not warranted by the original 

observations that is to say, if the meter reading is only to whole numbers it is waste of time to make computations to more than one point 

of decimals, or, in fact, to employ decimals at all except as assuring that 

errors do not creep into the last figure of the results.

REPORT OF DISCHARGE MEASUREMENTS.

The field notebooks (Form 9-198) above referred to are to be retained 

by the hydrographer as long as required, and ultimately forwarded to 

the office at Washington for preservation among the original records of 

the division of hydrography. In order to report the results as soon as 

possible, however, a blan k (Form 9-197) has been provided. This gives 

the date, locality, name of the hydrographer and his assistant, and a 

memorandum concerning the number and page of the original notebook. Under the head of "Description of river stations" it also gives 

the location of the station, the date originally established, the name 

and address of the observer, and his pay, his occupation, and the distance which he is required to traverse in order to make readings; also 

the time of day at Avhich these readings are usually made. A line is 

added to express facts as to Avhether the observer is probably reliable 

and is taking a proper interest in the results of his work. Space is 

also given for memoranda concerning the equipment and the condition 

of any survey property at the point.' Attention is also called to the 

condition of the gage, and descriptive words are inserted in order that 

by striking out those not applicable the remaining words will indicate
28 PROGRESS REPORT, HYDROGRAPHY, 1895. tBtJLi,.i46.

whether the gage is in good order or needs attention. Space is also 

left for comments on the bench marks, as to whether the initial point 

for sounding is on the right or left bank, and as to whether the channel 

both above and below the station is straight or curved, the water swift 

of sluggish; also as to the height of the banks, whether high or low, 

the character of bed of the stream, and similar details. Comments are 

also called for as to any changes in the channels shown by soundings. 

Wherever possible two or more gages have been established at each 

station, these being connected by level lines, so that the slope of the 

water surface can be read at various elevations. Assuming a value of 

"w" for Kutter's formula of discharge, it is possible to estimate the 

discharge by computation based upon the slope. This should be done 

and the product compared with the measured result in order that the 

hydrographer may obtain data as to the application of such formulae 

and as to the value of the constant, n, to be applied in each case.

The results of the measurement itself are given in the lower part of 

the blank, the first item being the height of water and the condition, 

as to whether rising, falling, or stationary, the superfluous words being 

stricken out for this purpose. The total width and the number of 

channels are also to be given. Space is provided for an abstract of 

the field notes, giving for important points the distance froin the initial 

point, the depth, and the mean velocity. This is for the purpose of 

showing concisely the character of the stream. It is not intended to 

insert fully all of the observations, but simply selected ones which 

shall bring out essential facts most clearly. The make and number of 

the current meter used are also to be given, or in case measurements are 

made by means of floats or over a weir this is to be stated. The 

velocity and direction of the wind are also to be given as of considerable 

modifying influence upon the behavior of the stream. In some special 

cases it is desirable to have the temperature of the water and of the 

air, especially in extremely hot or cold climates. A line is also devoted 

to the accuracy of the results, in order that the hydrographer may 

note any possible cause of error; and, finally, a statement is to be 

given of the mean minimum and maximum velocities, the total area of 

the section in square feet, and the total discharge in second-feet. The 

back of this sheet should show a sketch of the relative position of the 

gage, the bridge, or cable from which measurements are made, the 

bench marks, the initial point, and other data. Where a number of 

measurements are made in succession at one point, it is, of course, 

unnecessary to fill in all of the details every time; but in cases where 

the hydrographer visits a station at long intervals, and after changes 

due to floods have taken place, all of these facts should be duly noted 

in order to show the extent of the changes and to indicate clearly that 

certain details are unchanged.

In reporting the results of measurement of discharge it is not desirable, except in the case of exceedingly small amounts of water, to
STATION EATING TABLES. 27

report the results to decimals of a second-foot, as a false idea might be 

given as to accuracy of measurement. Velocities should be given in 

feet and hundredths of a foot per second, and, for uniformity, the height 

of water on the gage in feet and hundredths of a foot. In' all statements of this kind attention should be paid to the relative accuracy of 

the data. The field work should be conducted with the very greatest 

ca're, but, on the other hand, the computations made in the offices 

should not be carried out to a degree of refinement inconsistent with 

the original work.

STATION HATING TABLES.

The immediate object of measurements made at an established river 

station is the construction of a rating table, or series of tables, which 

shall show the relation for a given length of time between the height 

of water and the quantity flowing iii the stream. In order to do this, 

it is of course necessary to obtain the discharge at various stages of 

water, covering the ordinary range of fluctuation. This is a comparatively small matter if the channel does not change. The simplest 

method of procedure in constructing a rating table is to plot upon rectangularly-ruled paper each point representing the gage height and 

discharge for a given measurement, the vertical distance from the bottom line being taken to represent the height of water at the given 

measurement, and the distance from left to right the quantity of discharge in cubic feet per second. For convenience, the measurements 

of discharge should be numbered consecutively from No. 1, the earliest, 

and these numbers should be placed opposite the points upon the rectangularly-ruled paper. If there are a half dozen or more of these 

points well distributed according to height of water, it will usually be 

found that they lie approximately in the path of a parabolic curve. 

This curve can be sketched through or near the points, the hydrographer, from his intimate knowledge, giving greater weight to some 

points than to others. This curve shows the relation of gage height to 

discharge for the particular times under consideration.

The rating table is the numerical expression for the curve above 

described. In order to make this table it is necessary simply to read 

off the figures from the drawing, starting with the lowest value in the 

left-hand lower corner of the drawing. To do this the lowest horizontal 

line representing a tenth of a foot is followed from left to right until it 

intersects the curve. The value represented by this distance is set 

opposite the tenth of foot taken. The line representing the next higher 

tenth of a foot is again followed out, and its length from the margin at 

the left to the curve at the right is also obtained, and so on, setting 

opposite each tenth of a foot the corresponding value of discharge. 

When the table has been prepared in this way it will be found that 

there is an increasing value for the discharge, and that the difference 

between the values is also constantly increasing. Owing, however, 

to the small scale upon which such a sketch is necessarily made, the
28 PROGRESS REPORT, HYDROGRAPHY, 1895. IBDLL.UO.

figures read off from the drawing do not always have this constantly 

increasing value, some being proportionally too large and others too 

small. In order, therefore, to smooth out this curve, it is convenient to 

set off between the lines of the rating table the differences in quantity of 

discharge, making a third column. Upon running the eye down this 

column several points are quickly detected where the differences are not 

regular. Considering these, it will be seen that a slight adjustment of 

the differences and the addition or subtraction of a small amount from 

the figures of discharge will smooth out these irregularities. This 

should be made, and as a check upon the accuracy of the work the 

resulting figures, after the rating table has been smoothed out, should 

be plotted upon the original drawing to determine by inspection that 

the rating table as finally adjusted is accordant with the observations. 

This method of graphic construction avoids difficulties and liability to 

blunder in the use of the higher mathematics, and its accuracy is well 

within that of the original data.

The length of time during which such rating table can be safely 

applied to the observations should be determined by the hydrographer 

and noted upon the table in order that attempts may not be made 

to use it beyond proper limitations. Where the channel is constantly 

shifting such table can not be used for many weeks or months unless it is 

referred to the readings of heights as interpreted by the occasional 

soundings.

TABLES FOE, COMPUTING RESULTS FOR PUBLICATION.

- The unit employed in the measurement of streams is the cubic foot 

per second. This has been described in the Eleventh Annual Eeport, 

Part II, Irrigation, pages 2-5, and also in the Fourteenth Annual Eeport, 

Part II, pages 100,101. From this fundamental unit others have been 

derived, and the results of the investigation are shown in these for 

convenience of comparison. The tables formerly published show the 

discharge in second-feet for each month, giving the maximum, minimum, and mean. They also usually give the total discharge for the 

mouth in acre-feet and the run-off in two terms, the depth in inches, 

and the rate of flow in second-feet per square mile.
NEWELL.] TABLES FOR COMPUTING RESULTS. 29

Table for converting second-feet into acre-feet per day.

Days.

1. .

2. .

3.

4.

5.

0.

7.

8.

9.

10.

11.

12.

13.

14.

15.

10.

17.

18.

19.

20.

21.

22.

23.

24.

25.

26.

27.

28.

29.

30..

31..

Second-feet.

1

Acre-feet,

1.98

3.97

5!95

7.93

9.92

11.90

13.88

15.87

17.85

19.83

21. 82

23.80

25.79

27.77

29.75

31.74

33.72

35. 70

37.69

39.67

41.65

43.64

45.62

47.60

49.59

51.57

53.55

55.54

57.52

59.50

61.49

2

Acre-feet.

3.97

7.93

11.90

15.87

19.83

23.80

27.77

31.74

35.70

39.67

43. 64

47.60

51.57

55.54

59.50

63.47

07.44

71.40

75.37

79.34

83.31

87.27

91.24

95.21

99.17

103.14

107. 11

111.07

115. 04

1.19. 01

122. 98

3

Acre-feet.

5.95

11. 90

17.85

23.80

29.75

35.70

41.65

47.' 60

53. 55

59.50

65.45

71.40

77.35

83.31

89.26

95.21

101. 16

107. 11

113.06

119. 01

124. 90

130. 91

136. 86

142.81

148. 76

154. 71

160. 66

10(3. 61

172. 56

178. 51

184. 46

4

Acre-feet.

7.93

15.87

23.80

31.74

39.67

47.60

55.54

63 47

71.40

79.34

87.27

95.21

103. 14

111. 07

119. 01

126. 94

134.88

142. 81

150. 74

158. 68

160. 61

174. 55

182.48

190. 41

198. 35

206. 28

214. 21

222. 15

230. 08

238. 02

245. 95

5

Acre-feet.

9.92

19.83

29.75

39.67

49.59

59.50

69.42

79.34

89.26

99.17

109. 09

119. 01

128. 93

138. 84

148. 76

158. 68

168. 59

178. 51

188. 43

198. 35

208. 26

218. 18

228. 10

238. 02

247. 93

257. 85

267. 77

277. 69

287. 60

297. 52

307. 44

6

Acre-feet.

11.90

23.80

35.70

47.60

59,50

71.40

83.31

95.21

107. 11

119. 01

130. 91

142. 81

154. 71

166. 61

178. 51

190. 41

202. 31

214.21

226. 12

238. 02

249. 92

261. 82

273. 72

285. 62

297. 52

309. 42

321. 32

333. 22

345. 12

357. 02

368. 93

7

Acre-feet.

13.88

27.77

41.65

55.54

69.42

83.31

97.19

111. 07

124. 96

138. 84

152. 73

166. 61

180. 50

194. 38

208. 26

222. 15

236. 03

249. 92

263. 80

277. 69

291. 57

305. 45

319. 34

333. 22

347. 11

360. 99

374. 88

388. 76

402. 64

416. 53

430. 41

8

Acre-feet.

15.87

31.74

47.60

63.47

79.34

95. 21

111.07

126. 94

142. 81

158. 68

174. 55

190. 41

206. 28

222. 15

238. 02

253. 88

269. 75

285. 62

30.1. 49

317. 36

333. 22

349. 09

364. 96

380. 82

396. 69

412. 56

428. 43

444. 30

460. 17

476. 03

491. 90

0

Acre-feet.

17.85

35.70

53.55

71.40

89.26

,107. 11

124. 96

142. 81

160. 66

178. 51

196. 36

214. 21

232. 07

249. 92

267. 77

285. 62

303. 47

321.32

339. 17

357. 02

374. 88

392. 7!t

410. 58

428. 43

446. 28

464. 13

481. 98

499. 83

517. 68

535. 54

553. 39

As the months are of varying length, it is necessary to use three or 

four factors to convert the average discharge for the month in secondfeet into the total in acre-feet. One second-foot flowing for twentyfour hours is equivalent to 86,400 cubic feet. Since there are 43,560 

square feet in 1 acre there will be the same number of cubic feet in an 

acre-foot. Dividing, it is found that 1 second-foot for twenty-four 

hours very nearly equals 2 acre-feet, or, in exact figures, 1.983471 acrefeet. This multiplied by the number of days in the month will give 

the total monthly discharge in acre-feet. This quantity, therefore, must 

be multiplied by 28 for the mouth of February, or 29 for this month in 

leap year, and by 30 or 31 for the other months.

For the month of February, when it has 28 days, the factor to be used 

is 55.537188. For convenience in computation this factor is given as 

multiplied from 1 to 9.

1....................................................................... 55.53719

2....................................................................... 111.07436

3....................................................................... 166.61154

4................................................................:...... 222.14872

5....................................................................... 277.68590

6................................- ..................................... 333.22308

7....................................................................... 388.76026

8....................................................................... 444.29744

9............................................................ ,. . 499.83463
30 PROGRESS REPORT, HYDROGRAPHY, 1895. [BOLL. 140.

When February lias 29 days the factor to be used is 57.520659. This 

when multiplied from I to 9 is as follows:

1....................:.................................................. 57.52066

2 ....................... ............................................... 115.04132

3.....................................................'.....:............ 172.56198

4........................................................................ 230.08264

5...................... ............................................... 287.60330

6.........'............................ -.....................:............ 345.12396

7 ...................................... ................................. 402.64462

8........................................................................ 460.16528

9....................................................................... 517.68594

Table for converting second-feet into acre-feet per month.

Second-feet.

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

2

"

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

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

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

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

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

-9............

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

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

19

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

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

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

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

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

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

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

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

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

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

23:..........

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

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

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

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

99

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

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

32...........

33...........

34.1.........

35...........

36...........

38...........

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

40...........

41...........

42...........

43...........

44...........

45...........

46...........

47........... 48::.......::

49...........

50...........

Acre-feet 

per 30 days.

110 nfis

178. 512

238.017

297. 521

357. 025

416. 529

476. 033

535. 537

595. 041

654. 545

714. 050

773. 554

833. 058

.892.562

952. 066

1,011.570

1, 071. 074

1, 130. 578

1 94Q ^87

1, 309. 091

1, 368. 595

1, 428. 099

1,487.603

1 f\d.7 1 07

1, 606. 612

], 666. 110

1, 725. 620

1

7QC 1O.1

1,844.628

1, 904. 132

1, 963. 636

2, 082. 645

2, 142. 149

2

OA1 fiKO

2, 261 . 157

2, 320. 661

2, 380. 165

2, 439. 669

2, 499. 173

2, 558. 678

2, 618. 182

2, 677. 686

2, 737. 190

2, 796. 694

"2,856.198

2, 915. 702

2, 975. 207

Acre-feet 

per 31 day s.

61.488

199 Q7K

184. 463

245. 950

307. 438

368. 926

430. 413

491 901

553. 388

614.876

676. 364

707 OKI

799. 339

860. 826

922. 314

983. 802

1, 045. 289

1, 106. 777

1, 168. 264

1, 229. 752

1, 291. 240

I, 352. 727

1,414.215

1, 475. 702

1, 537. 190

1, 598. 678

1, 660. 165

1,721.653

1,783.140

1, 906. IKi

1, 967. 603

2 A9Q flQI

2, 152. 066

2, 213. 554

2,275.041

2, 336. 529

2, 398. 016

2, 459. 504

2, 520. 992

2, 582. 479

2, 643. 967

2, 705. 454

2, 766. 942

2, 828. 430

2, 889. 917

2,951.405

3, 012. 892

3, 074. 380

Second-feet.

C1

CO

vt

54...........

55...........

^fi

57...........

CO

59...........

60...........

61...........

f»9

63...........

64........... fi<%

66...........

67...........

68...........

69...........

70...........

71...........

72...........

73

74...........

7^

76...........

77...........

78...........

79

QA

01

82...........

83...........

84...........

85...........

86...........

87...........

88...........

fiQ

90...........

91...........

Q9

93...........

94...........

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

96...........

97...........

oa

99...........

100...........

Acre-feet 

per 30 days.

3, 034. 711

3 094 215

3

1 e;q 710

3, 213. 223

3, 272. 727

q 009 901

3

C>Q1 7Oe

3. 510. 744

3, 570. 248

3, 629. 752

3 con 9C«

3, 748. 760

3, 808. 264

3, 867. 708

3, 927. 273

4, 046. 281

4,165.289

4, 224. 793

4, 343. 801

4, 41)3. 306

4,522.314

4,581.818

4, 641. 322

4,700.826

4, 879. 339

4, 938. 843

4

QQQ 047

5, 117. 355

5 17R Q^Q

5, 295. 868

c OKC 079

5, 414. 876

5, 474. 380

5, 533. 884

5, 593. 388

5, 652. 892

5, 712. 396

5,771.901

5, 831. 405

5, 890. 909

Acre-feet 

per 31 day s.

0 -IOC QfiQ

3 1Q7 ^t*

3, 258. 843

3, 320. 330

3, 381. 818

3, 504. 793

S

Kfifi 9fi1

3, 627. 768

3, 689. 256

3 750 744

O Ql O OQ-I

q R7q 71 q

3, 935. 206

3, 996. 694

4,058.182

4, 181. 157

4, 304. 132

4, 488. 595

4, 550. 082

4,611.570

4, 673. 058

4, 796. 033

4,857.520

4, 919. 008

5, 041. 983

5, 103. 471

5, 164. 958

5, 287. 934

5 349 421

5 410 909

5, 472. 396

f. cqq OOA

5. 595. 372

5, 656. 859

5,718.347

5, 779. 834

5,841.322

5, 902. 810

5, 964. 297

6, 025. 785

6, 087. 272
NEWELL.] TABLES FOR COMPUTING RESULTS. 31

For the months containing 30 days, viz, April, June. September, and 

November, the factor to be used is 59.5041300. This when multiplied 

by the unit figures is as follows:

1...................................................;................... 59.50413

2....................................................................... H9.00826

3........................................................................ 178.51239

4....................................................................... 238.01652

5....................................................................... 297.52065

G ....................................................................... 357.02478

7....................................................................... 416.52891

8....................................................................... 476.03304

9........................................................................ 535.53717

For the months containing 31 days, viz, January, March, May, July, 

August, October, and December, the factor to be used is 61.4876010. 

This when multiplied is as follows: 

1....................................................................... 61.48760

2 ....................................................................... 122.97520

3....................................................................... 184.46280

4....................................................................... 245.95040

5................................................................ .... 307.43800

G....................................................................... 368.92560

7....................................................................... 430.41320

8....................................................................... 491.90080

9...........................................:........................... 553.38841

The run-off per square mile is obtained by simply dividing the average for the month by the total number of square miles in the drainage 

basin, this number being usually obtained by planimeter measurements 

from the best map available. Being a rate of flow it is independent of 

time, and therefore the number of days in each month do not enter into 

this ratio.

The depth of run-off over the drainage basin is usually computed in 

inches for convenience of comparison with the depth of rainfall, which 

is almost invariably given in this unit. This depth can be most conveniently computed from the run-off per square mile by computation 

based upon the number of days in each month, and the relation between 

rate of flow and the depth in inches for this quantity were it held during the given number of days. One second-foot for twenty-four hours 

is equivalent to 86,400 cubic feet in one day. In other words, 1 cubic 

foot per second run-off from 1 square mile would, if held upon this area, 

cover it to a depth represented by dividing 86,400 by the number of 

square feet in a mile, 27,878,400, or 5,280 squared. Completing this 

division, it is found that 1 second-foot for one day is equivalent to a 

body of water covering 1 square mile 0.003099173 feet, or 0.037190076 

inch. Multiplying this amount by the number of days in a month gives 

the following factors:

28 days............................................................... 1.041322128

29 days............................................................... 1.078512204

30 days............................................................... 1.115702280

31 days.................... , ....,,..... .,. .........-. . 1.152892356
32 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

Table for converting second-feet per square mile into depth in inches per month.

Second-feet per 

square mile.

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

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

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

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

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

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

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

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

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

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

28 days.

Inches. 

1 041

2.083

3.124

4.165

5.207

6.248

7.289

8.331

9.372

10. 413

29 days.

Inches.

1 ft7Q

2.157

3.230

A. 31<t

5.393

6.471

7.550

8.628

9.707

10. 785

30 days.

Inches. 

1.116

2.231

3.347

4.463

5.579

6.694

7.810

8.926

10. 041

11. 157

31 days.

Inches.

2.306

3.459

4.612

5.764

6.917

8.070

9.223

10. 376

11.529

Table for converting run-off in second-feet per square mile into depth in inches per month

of 30 and 81 days.

Seoondfeet per 

square 

mile.

0.01

.02

.03

.04

.05

.06

.07

.08

.09

.10

.11

.12

.13

.14

.15

.16

*17

.18

.19

.20

.21

.22

.23

.24

.25

.26

.27

.28

.29

.30

.31

.32

.33

.34

.35

.36

.37

.38

.39

.40

.41

.42

.43

.44

.45

.46

.47

.48

.49

.50

30 

days.

Inch.

0.01

.02

.03

.04

.06

.07

.08

.09

.10

.11

.12

.13

.14

.16

.17

.18

.19

.20

.21

.22

.23

.24

.26

.27

.28

.29

.30

.31

.32

.33

.35

.36

.37

.38

.39

.40

.41

.43

.44

.45

.46

.47

.48

.49

.50

.52

.53

.54

.55

.56

31 

days.

Inch.

0.01

.02

.03

.04

.06

.07

.08

.09

.10

.12

.13

.14

.15

.16

.17

.18

.20

.21

.22

.23

.24

.25

.26

.28

.29

.30

.31

.32

.33

.35

.36

.37

.38

.39

.40

.41

.43

.44

.45

.46

.47

.48

.49

.51

.52

.53

.54

.55

.56

.58

Secondfeet per 

square 

mile.

0.51

.52

.53

.54

.55

.56

.57

.58

.59

.60

.61

.62

.63

.64

.65

.66

.67

.68

.69

.70

.71

.72

.73

.74

.75

.76

.77

.78

.79

.80

.81

.82

.83

.84

.85

.86

.87

.88

.89

.90

.91

.92

.93

.94

..95

.96

.97

.98

.99

1.00

30 

days.

Inch.

0.57

.58

.59

.60

.61

.62

.63

.64

.65

.67

.68

.69

.70

.71

.72

.73

.74

.75

.77

.78

.79

.80

.81

.82

.83

.84

.85

.87

.88

.89

.90

.91

.92

.93

.94

.95

.97

.98

.99

1.00

1.01

1.02

1.03

1.04

1.05

1.07

1.08

1.09

1.10

1.11.

!>1

days.

Inch.

0.59

.60

.61

.62

.63

.64

.66

.67

.68

.69

.70

.71

.72

.74

.75

.76

.77

.78

.79

.81

.82

.83

.84

.85

.86

.87

.89

.90

.91

.92

.93

.94

.95

.97

.98

.99

1.00

1.01

1.02

1.04

1.05

1.06

1.07

1.08

1.09

1.10

1.12

1.13

1.14

1.15

Secondfeet per 

square 

mile.

1.01

1.02

1.03

1.04

1.05

1.06

1.07

1.08

1.09

1.10

1.11

1.12

1.13

1.14

1.15

1.16

1.17

1.18

1.19

1.20

1.21

1.22

1.23

1.24

1.25

1.26

1.27

1.28

1.29

1.30

1.31

1.32

1.33

1.34

1.35

1.36

1.37

1.38

1.39

1.40

1.41

1.42

1.43

1.44

1.45

1.46

1.47

1.48

1.49

1.50

30 

days.

Inch.

1.13

1.14

1.15

1.16

1.17

1.18

1.19

1.20

1.22

1.23

1.24

1.25

1.26

1.27

1.28

1.29

1.31

1.32

1.33

1.34

1.35

1.36

1.37

1.38

1. 39

1.41

1.42

1.43

1. 44

1.45

1.46

1.47

1.48

1.50

1.51

1.52

1.53

1.54

1.55

1.56

1.57

1.58

1.60

1.61

1.62

1.63

1.64

1.65

1.66

1.67

31 

days.

Inch.

1.16

1.18

1.19

1.20

1.21

1.22

1.23

1.25

1.26

1.27

1.28

1.29

1.30

1.31

1.33

1.34

1.35

1.36

1.37

1.38

1.39

1.41

1.42

1.43

1.44

1.45

1.46

1.48

1.49

1.50

1.51

1.52

1.53

1.54

1.56

1.57

1.58

1.59

1.60

1.61

1.63

1.64

1.65

1.66

1.67

1.68

1.69

1.7]

1.72

1.73

Secondfeet per 

squ nre 

mile.

1.51

1.52

1.53

1.54

1.55

1.56

1.57

1.58

1.59

1.60

1.61

1.62

1.63

1.64

1.65

1.66

1.67

1.68

1.69

1.70

1.71

1.72

1.73

1.74

1.75

1.76

1.77

1.78

1.79

1.80

1.81

1.82

1.83

1.84

1.85

1.86

1.87

1.88

1.89

1.90

1.91

1.92

1.93

1.94

1.95

1.96

1.97

1.98

1.99

2.00

30 

days.

Inch.

1.68

1.70

1.71

1.72

1.73

1.74

1.75

1.76

1.77

1.79

1.80

1.81

1.82

1.83

1,84

1.85

1.86

1.87

1.89

1.90

1.91

1.92

1.93

1.94

1.95

1.96

1.97

1.99

2.00

2.01

2.02

2.03

2.04

2.05

2.06

2.08

2.09

2.10

2.11

2.12

2.13

2.14

2.15

2.16

2.18

2.19

2.20

2.21

2.22

2.23

31 

days.

Inch.

1.74

1.75

1.76

1.78

1.79

1.80

1.81

1.82

1.83

1.84

1.86

1.87

1.88

1.89

1.90

1.91

1.93

1.94

1.95

1.96

1.97

1.98

1.99

2.01

2.02

2.03

2.04

2.05

2.06

2.08

2.09

2.10

2.11

2.12

2.13

2.14

2.16

2.17

2.18

2.19

2.20

2.21

2.22

2.24

2.25

2.26

2.27

2.28

2.29

2.31
NEWELL.] MERRIMAC EIVEKi 33

NORTHEASTERN RIVERS.

There is a lack of definite information regarding the flow of the rivers 

of tlie northeastern United States, which, is somewhat remarkable when 

consideration is had of the density of population in that section and 

the importance of the industries depending upon these streams. A 

casual preliminary inquiry fails to reveal any notable data in addition 

to what has already been published in Volume XVI of the Tenth Census of the United States. In this report Prof. George F. Swain has 

described the water power of eastern New England, and Prof. Dwight 

Porter the water power of the region tributary to Long Island Sound 

and of the Hudson Eiver basin and adjacent areas. There is, without 

a doubt, a large amount of information in the possession of individual 

engineers or of water-power companies, but it is difficult to procure this 

for publication, owing to the fact that for the most part it has been 

obtained as the result of controversies regarding water-power privileges 

and as material for testimony before courts.

A general inquiry has been made for facts bearing upon the flow of 

rivers of the Northeast in order to procure material for comparison with 

data obtained elsewhere, but the inquiry has not been carried sufficiently far to develop any considerable amount of information. On the 

Kennebec Eiver, the daily discharge at "Win slow. Me., has been computed 

for 1893 and 1894 by Mr. Simmer Holliiigsworth. On the Penobscot it 

is reported that estimates in connection with the improvement on the 

dam at Bangor have been made by Mr. M. M. Tidd, and on the Androscoggin the daily discharges have been computed for the Union Water 

Power Company by Mr. Edward Sawyer.

MERRIMAC RIVER.

" The longest series of computations of discharge known to exist for 

any stream in the United States is that for the Merrimac Eiver, at Lawrence, Mass. Mr. Hiram Mills, the engineer for the Essex Company, 

has maintained observations for fifty years and has computed the daily 

discharge. This record, however, has never been published in full. In 

the report of the Massachusetts State Board of Health, for 1890, page 

656, are given the average monthly discharges in second-feet per square 

mile from June, 1887, to May, 1889, inclusive. In the annual reports 

of this board are also given the average weekly discharges from 1888 

to 1893 inclusive. The daily discharge from 1892 to 1895 has been 

obtained from Mr. Mills and his assistant, Mr. E. A. Hale, and is given 

herewith. The total drainage area above Lawrence is estimated to be 

4,634 square miles, including within this a considerable amount of 

lake area.

Bull. 140 3
34 PROGRESS REPORT, HYDROGRAPHY,- 1895. [BULL. 140.

Merrimac River at Laivrence, Mass. 

[Drainage area, 4,553 square miles.]

Month.

1892.

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

1893.

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

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

1894.

1895.

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

Discharge in wecond-feet.

Maximum.

24, 175 

6,000 

11, 820 

18, 810 

30, 550 

15, 640 

14, 670 

23, 700 

9,300 

3,450 

26, 500 

6,980

6,870 

11, 490 

25, 810 

23, 730 

55, 910 

7,880 

4,100 

4,470 

6,850 

12, 740 

7,400 

8,020

6, 880 

9,600 

27, 900 

20, 880 

19, 130 

15, 150 

3,628 

2,524 

4,063 

3,561 

5,935 

5, 198

5,660 

4,840 

11,700 

86, 550 

11, 175 

5,500 

5,275 

3,200 

3,100 

13, 560 

22, 310 

19, 530

Minimum .

3,425 

. 1, 020 

2,390 

4,680 

4,900 

2, 700 - 

620 

760 

800 

480 

2,510 

2,170

710 

1,140 

3, 100 . 

12, 600 

8,300 

3,400 

560 

430 

1,130 

360 

],590 

2,250

2,070 

1,470 

3,100 

6,720 

2,000 

2.650 

223 

193 

104 

209 

1,479 

961

630 

600 

810 

7,300 

2,400 

570 

570 

510 

360 

540 

3,060 

4,990

Mean.

9,108 

3,812 

7,082 

11,649" 9, 030 

6,564 

5, 181 

5,132 

4,439 

2,227 

7,490 

4,594

6,359

2,949 

4,994 

11, 134 

37,766 

22, 741 

5,178 

2,496 

2,580 

2,738 

4,103 

3,889 

4,911

7, 123

3,974 

5,131 

14, 375 

11, 085 

7,060 

6,352 

2,278 

1,695 

1,831 

2,254 

3,549 

3,033

5,218

3,381 

2,408 

5,891 

23, 149 

0,701 

3,127 

2,714 

2,152 

1,948 

4,185 

10, 799 

10, 641

6, 425

Rim-off.

Depth in 

inches.

2.08 

0.91 

1.80 

2. 21 

2.86 

1.31" 1.61 

1.30 

].09 

0.68 

1.84 

1.16

18.85

0.75 

1.15 

2.82 

3.46 

4.72 

1.27 

0.63 

0.66 

0.07 

1.04 

0.94 

1.16

19.27

1.00 

1.18 

3.64 

2.72 

1.79 

1.56 

0.58 

0.43 

0.45 

0.58 

0.87 

0.77

15.57

0.85 

0.55 

0.79 

5.67 

0.53 

0.77 

0.69 

0.54 

0.48 

1.06 

2.64 

2.70

17.27

Seconili'eet per 

square 

mile.

1.80 

0.84 

1.56 

3.98 

2.56 

1.44 

1.14 

1.13 

0.98 

0.59 

1.65 

1.01

0.05 

1.10 

2.45 

3.90 

4.99 

1.14 

0.55 

0.57 

0.60 

0.90 

0.85 

1.01

0.87 

1.13 

3.16 

2.44 

1.55 

1.40 

0.50 

0.37 

0.40 

0.50 

0.78 

0.67

0.74 

0.53 

0.69 

5.08 

0.47 

0.69 

0.60 

0.47 . 

' 0.43 0.92 ' 

2.37 

2.34 

NASHUA RIVER.

The daily discharge of this river for 1892 and 1893 has been computed 

by Mr. Jos. P. Frizell, but has not as yet been published, as the use of 

the water is in contention between the mill companies using water 

power along the river and the metropolitan district of Boston, for which
NEWELL.] CHARLES AND SUD.BURY RIVERS. 35

the water supply is desired. These discharges are.based largely upon 

data obtained from the Sudbury Basin, and not upon independent 

measurements.

CHARLES RIVER, MASSACHUSETTS.

Charles River, in eastern Massachusetts, rises in the vicinity of the 

town of Dedhain. Near its source about one-third of the volume of the 

stream is diverted into Mother Brook and thence into Neponset Eiver. 

The drainage area above this point is 200 square miles. The daily discharge for, the period from May, 1877, to October, 1886, inclusive, was 

computed by Mr. Jos. P. Frizell by applying weir formulas to the daily 

height noted at two points. The first of these was on the dam of Mother 

Brook, situated about 1 mile below the point of diversion, and the second on the dam at Newton Upper Falls, about 6 miles below the same

point. The daily gage height has been kept at the Newton Upper

'Falls dam from May, 1887, to June, 1890, and from January, 1893, to 

January, 1895, but the record on Mother Brook was discontinued in 

1886, so that the total flow of the river can not be obtained. In the 

report of the Massachusetts State Board of Health on the examination 

of water supply, 1 the average monthly discharge of the river in secondfeet per square mile drained is given for the period from October, 1887, 

to December, 1888.

SUDBURY RIVER.

The drainage basin of Sudbury Eiver lies in the eastern end of Massachusetts, immediately adjacent to the thickly-populated towns and 

cities of the coast. It furnishes the greater portion of the water supply for the city of Boston, and in connection with the study of the 

water resources for municipal and domestic use has been carefully 

examined. The records are particularly valuable as furnishing a basis 

for estimating the yield of other watersheds in Massachusetts. They 

have been printed in the annual reports of the State Board of Health 

of Massachusetts, covering the period from June, 1887. The amount 

of water is given in second-feet per square mile drained. The following table gives the average per week, the week being considered to end 

on Sunday. The figures for the interval from June, 1887, to the end of 

May, 1889, have been obtained from the report above named. 1 The 

figures from June, 1889, to the end of 1890 are from the report of the 

State Board of Health for 1890. Those for 1891 are from the twentythird annual report of the State Board of Health of Massachusetts, 

and those for subsequent years from the twenty-fourth, twenty-fifth, 

and twenty-sixth annual reports of the same body.

During 1887 and 1888 the rainfall was unusually large, and was favorably distinguished for maintaining a high flow in the streams during 

that part of the year when the discharge is usually small. For example, 

the average annual rainfall, including melted snow, in Massachusetts,

1 Examinations by the State Board of Health of tlio Water Supplies arid Inland Waters of Massachusetts, 1887-1890, Parti, pp. C20, 055-058. Boston, 1890.
36 PROGRESS REPORT, HYDROGRAPHY, 1895. [BOLL. 140.

deduced from the longest observations in various parts of the State, is 

43,17 inches. From June, 1887, to May, 1888, inclusive, the total rainfall was 47.14 inches, and for the next year it was 53.74 inches.

The drainage area from which the flow was measured is 75.2 square 

miles. Within this area the city of Boston has five reservoirs, which 

when full have an aggregate area of 1.38 square miles. In estimating 

the flow due allowance has been made for variations in the height of 

water in these reservoirs.1

The discharge for 1890 and 1891 was above the normal except for a 

short drought in the summer of 1890. In 1891 the total flow of the 

streams was in excess of the normal, but the seasonal distribution was 

very uneven, being excessive in the first four months in the year and 

below the average in all of the other mouths.

In 1892 the flow was below the average, being only 73 per cent of the 

normal. Kecords have been kept of two drier years, 1880 and 1883, 

when the corresponding percentages were, respectively, 54 and 50. 

The greater part of the deficiency occurred in February, March, and 

April. During 1893 the discharge was a little less than the average 

for nineteen year's, but the distribution was very uneven. In 1894 the 

records show that the fdow was slightly less than for 1892, and was 

thus, with two exceptions, the least during the past twenty years, the 

discharge being 73 per cent of the average, the corresponding per cent 

during 1880 being 55, and during 1883 only 50. The flow was below 

the average in every month of the year, the deficiency being greatest 

in the first five months.

Average weekly floiv of Sndbury lliver, Massachusetts, in second-feet per square mile.

[Weeks end on Sunday.]

Mouth. 1887.

1.454

0.722 

0.276 

0.409

1888.

3.104

1.102

0.926

0.819

0.891

1.241

7. 954

2.714

1.348

1.652

10. 515

8.567

6. 6] 8

4.570

3.028

2.117

1.627

2.932

3.713

1.827

1.924

0.749 

0.623 

0. 409

1889.

7.102

3. 813

3.048

2.961

2.435

1.240

 i £t;r.

1.7-00

1.789

1.488

3.005

1.701

1.6G7

2.105

1.895

1.007

0.615

2. 108 '.

1.821

1.931 

0.844 

0.613 

0.320

1890.

1.840

2. 445

1. 6(i4

i. cii ;

2 1 f\1

2 9*11

1.659

3 797

2.542

5 800

6. 978

7. 621

*> O7 '\

4.218

2. 198

i 7<n

1.996

2. 790

2.154

i via

2.059

1.218 

1.189 

0.743 

0.381

1891.

2. 197

5.905

7.902

4.301

. 4854

6.585

0. 032

4.742

' 6. 589

C. 515

5.572

4.519

3.850

2.159

1.405

0.941

0.899

0.916

0.682

0.742

0.395 

0.430 

1.097

1892.

1.720

T 07'!

3.829

1.200

1.248

1.118

2.150

1.487

4.522

2.010

3.904

9 1W\

1.808

1.171

1.003

0.847

1.103

9 *108

2

070

0.739 

0.627 

0.385

1893.

1. 132

0.626

0.400

0.586

4.937

1. 237

2.805

10. 061

5 164

4.228

3. 61 0

3. 472

3.350

2.677

7.854

4.209

2.140

0. 636 

0. 670 

0.657

1894.

0.947

1.151

1.143

1. 134

2. 351

2.192

7. 145

3. 039

2.480

1.804

3.710

2.110

1. 226

0. 736

1. 612

2, 44 9

0.828 

0:301 

0.418

1 Examinations by the State Board of Health of the Water Supplies and Inland Waters of Massachusetts, 1887-1890, Part I, pp. 655-658. Boston, 1890.
NEWELL.] CONNECTICUT RIVER.

Average weekly flow of Siidburg River, Massachusetts, in second-feet per square mile 

Continued.

Month.

December ......

1887.

0.132

0.088 

0.084 

0. 317 

0.203

0.222

0.152 

0.270 

0.005

0.140

0.208 

0. 218 

0.123

0.20C

0. 152 

0.200 

0.455 

0. 354

0.422 

0. 837 

0.050

0. 578 

0.755 

1.185 

0.971

1888.

0.457

0.278 

0.109 

0.191 

0.115

0.101

0.288 

0. 040 

1. 399

0.399

. 0.448 

0.720 

2.349 

: 4.041

3.220

3.087 

2.584 

3.039

2 -tSfi

2.845 

3. 711 

2.777

9.221 

2.989 

2. 987 

9. 120 

3.820

1889.

0.549

0.333 

0.944 

1.294,

3 709

1.983 

3. 221 

1. 323

0.083

0.475 

1.237 

2.194

1 3fl7

1.255

2.310 

2.394 

1.463'

1.052 

1. 533 

3.283

0.421 

3.542 

3. 007 

3.574 

3.082

1890.

0. 213

0.007 

0.007 

0.262

o onn

0.105 

0.127 

0. 241 

0.374

0 409

0.731 

1.245 

0.427

1.180

1. !!78 

.2. 599 

C.953

4

0JK

2.209 

1.715 

2.059 

1.150

1. 151

0. 950 

2.981 

1.300

1891.

0.243

0.249 

0.155 

0.199

0.198 

0.209 

0.233 

0.353

0. 351

0.598 

0. 232 

0.180

1. 038

0.287 

0. 245 

0/4G5

0. 352

0.252 

0.300 

0.458 

0,881

0.735 

0.840 

0.513 

0. 950

1892.

0.500

0.433 

0. 310 

0. 194 

0.281

0. 303 

0. 205 

0.639

0.579

0. 204 

0.570 

0. 321

0.108

0.244 

0.218 

0.213 

0.129

0 3%

1.029 

1.920 

0.884

0. 807 

0.950 

0.971 

0.065

1893.

0.516

0.312 

0.211 

0.253 

0.179

0.275

0.251 

0. 181 

0.389

0.234

0.184 

0.175 

0.128

0.102

0. 155 

0.184 

0.197 

0.783

0.560 

0. 425 

0.453

0. 045 

1.091 

0.909 

.1.091 

1. 991

1894.

0.200

0.198 

0.009 

0. Ill 

0.424

0.418

0. 174 

0.035 

0.320

0.045

0.073 

0.114 

0.429 

0.004

0.094

0.050 

0. 254 

0.764

1.747 

1.279 

1.106

0. 903 

0.754 

1.547 

1.503 

1.081

CONNECTICUT RIVER.

A series of computations of the discharge of Connecticut Elver have 

been made at Holy ok e, Mass., by the engineers of the Holyoke Water 

Power Company. This company controls the flow of Connecticut 

Eiver by means of their dam, as described in Volume XVI of the Tenth 

Census of the United States (pages 51-56) in the report on the water 

power of the region tributary to Long Island Sound, prepared by Prof. 

Dwight Porter. The flow of this river has been discussed in the Fourteenth Annual Eeport of this Survey, part 2, pages 140-146, the figures 

relating to the discharge at Hartford, Conn.

The following data have been obtained through the kindness of Mr. 

A. F. Sickinan, assistant engineer of the company, the intention being 

to discuss the fluctuations in connection with those of other streams at 

some future time. The quantities given by him were the average daily 

amounts drawn from the pond above the dam, representing the discharge of the river, except in such times as the surface falls below the 

crest of the dam when water is ponded overnight and Sunday. From 

the daily figures the average for each month has been obtained, shown 

in the following table, together with the maximum and minimum discharges. These minimum quantities especially must be regarded as 

influenced by the control of the discharge used for power.
38 PEOGRESS REPORT, HYDROGRAPHY, 1895.

Connecticut River at Holyoke, Mans. 

[Drainage area, 8,660 square miles.]

[BULL. 14C.

Month.

1880.

March, ............

August...... .

September...... ...

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

November... ..

December ......

1881.

February......

March......

April....'.. . .

May........

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

July......

August .....

September. ......

October ......

November.......

December .....

1882. 

January.........

February ....

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

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

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

Juno . .

July ........ ..

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

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

December. .........

1883.

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

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

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

1884.

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

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

Discharge in second-feet.

Maximum.

24, 050 

24, 850 

40,150 

44, 100 

23, 900 

8,700 

8,350 

4,650 

. 2, 400 

4,950 

11, 050 

. 3,650

2,950 

13, 050 

19, 500 

48. 500 

49, 050 

11, 450 

7, 300 

7,050 

4,750 

6,600 

19, 950 

46, 850

34, 000 

22, 000 

43, 050 

25, 800 

38, 500 

35, 300 

9. 250 

3,650 

45, 000 

6,800 

3,850 

3,750

3,700 

5,750 

8,400 

C8, 300 

29, 350 

17,200 

8,550 

4,100 

2,500 

8,350 

10,100 

6,650

8,800 

28, 100 

71, 900 

70, 800 

35, 450 

15, 500 

6,200 

5,800 

5,450 

0,100 

17, 650 

26, 650

Minimum.

6,550 

7, 300 

6,350 

7,300 

5,550 

1,750 

1, 050 

300 

600 

1,000 

2,050 

1, 800

550 

2,950 

10,150 

- 7,750 

12, 350 

3,200 

1,000 

450 

450 

1,850 

5,900 

4,750

4,050 

4,400 

8,950 

11, 400 

12, 700 

5,750 

1,600 

250 

250 

3,500 

.1,050 

850

400 

2,150 

3,150 

7,550 

12, 200 

5,000 

1,750 

950 

250 

950 

2,650 

1, 550

4,850 

 5,450 

' 7, 300 

20, 400 

17, 550 

5,050 

3,000 

1,000 

500 

1, 100 

4, 000 

4,700

Mean.-

9,647 

14, 771 

15, 313 . 

20, 663 

11, 545 

4,173 

3,663 

7,176 

1,763 

2.263 

6,093 

3,053

8,343

2,537 

5,337 

13, 803 

21, 575 

26, 995 

6,212 

3,953 

3,897 

2,955 

3,202 

11,508 

15,847

9,818

8,801 

9,105 

19, 509 

18,188 

20,216 

17, 553 

5,420 

2,790 

7,888 

4,606 

3,368 

2,769

10,018

2,473 

3,929 

5, 279 

32, 950 

19, 574 

10, 662 

5,508 

3,051 

1,877 

3,420 

5,067 

3,490

8,107

6,118 

19, 114 

22, 039 

40, 237 

26, 805 

8,938 

4,540 

2,827 

2,847 

4,153 

8,385 

11, 007

13, 084

Run -off.

Depth in 

inches.

1.28 

1.84 

1.97 

2.58 

1.53 

0.54 

0.48 

0.94 

0.22 

0.30 

0.81 

0.40

12.89

0.33 

0.65 

1.83 

2.80 

3.59 

0.83 

0.53 

0.52 

0.38 

0.43 

1.53 

2.11

15.53

0.94 

1.05 

2.59 

2.34 

2.69 

2.26 

0.72 

0.37 

1.01 

0.61 

0.45 

0.37

15.40

0.33 

0.47 

0.70 

 4.25 

2.61 

1.37 

0.74 

0.40 

0.24 

0.45 

0.68 

0.46

12.70

0.82 

2.36 

2.93 

5.19 

3.57 

1.15 

0.60 

0.38 

0.38 

0.55 

1.08 

1.45

20.46

Secondfeet per 

square 

mile.

1.11 

1.71

1.77 

2.39 

1.33 

0.48 

0.42 

0.82 

0.20 

0.26 

0.70 

0.35

0.29 

0.62 

1.59 

2.49 

3.11 

0.72 

0.46 

0.45 

0.34 

0.37 

1.33 

1.83

0.82 

1.01 

2.25 

2.10 

2.33 

2.03 

0.63 

0.32 

0.91 

0.53 

0.39 

0.32

0.29 

0.45 

0.61 

3.81 

2.26 

1.23 

0.64 

0.35 

0.22 . 

0.39 

0.59 

0.40

. 0.71 

2.19 

2.54 

4.65 

3.10 

1.03 

0.52 

0.33 

0.33 

0.48 

0.97 

1.20
NEWELL.] CONNECTICUT RIVER.

Connecticut River at Holyolce, Mass. Continued.

39

Month.

1885.

May......-.-.- ......

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

1886.

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

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

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

1887.

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

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

1888.

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

1889.

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

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

Discharge in second -feet.

Maximum.

36, 650 

9,150 

6,150 

63, 950 

33, 550 

17, 600 

12, 050 

13,550 

8,150 

18, 400 

47, 200 

24, 600

58, 950 

37, 500 

22, 750 

80, 150 

19, COO 

12, 900 

4,350 

3, 950 . 

5, 100 

8,850 

34, 800 

21,050

39, 150 

31, 900 

9,900 

85, 500 

72, 500 

27, 650 

32, 300 

26, 750 

8,500 

6,200 

18, 700 

27, 600

13, 750 

14, 100 

32, 400 

90, 900 

99, 750 

17, 600 

7,600 

8,150 

42, 000 

23, 050 

38, 050 

59, 300

31,000 

11, 100 

24, 600 

30, 650 

29, 050 

21, 750 

18, 500 

21,050 

17, 450 

22, 350 

37, 250 

37, 650

Minimum.

7,050 

5,250 

3,600 

8,500 

7,100 

3, 100 

2,950 

2, 950 

3, 050 

3,. 750 

7,500 

4, 750

7,600 

7,200 

6,700 

16, 550 

7,500 

4,550 

850 

550 

600 

1,000 

5, 850 

6,150

6,650 

7,800 

7,200 

8,100 

10, 050 

5, 150 

5,550 

5, 650 

3,650 

3,300 

3,500 

6,100

6,850 

6,600 

5,650 

27, 150 

16, 700 

6,300 

1,600 

1,100 

4,900 

13, 600 

10,950 

5,700

9,200 

5,600 

5,750 

15,750 

8,500 

6,300 

5,750 

2,700 

1,350 

4,900 

12, 050 

9, 350

Moan.

15,334 

7,1.13 

4,803 

42,317 

16,450 

7,207 

' 6,506 

6,153 

5, 585 

7,955 

20, 870 

11,332

12, 635

15, 850 

16, 044 

9,603 

37, 253 

12,791 

7,395 

2,951. 

2,609 

2,028 

4,367 

14,728 

10, 420

11, 387

11,741 

13, 569 

8,162 

43,194 

31, 10R 

12, 653 

11,033 

11,942 

5, 356 

4,521 

6,771 

11,900

14, 329

8,504 

8,546 

11,948 

37, 617 

47, 795 

10, 530 

4,311 

4,685 

12, 985 

18, 038 

23, 260 

19, 632

17, 320

16, 702 

7,286 

13, 929 

26, 262 

13,813 

13, 072 

8,937 

9,018 

6,058 

11,465 

18,957 

21,335

13, 903

Kun-off.

Depth in 

inches.

2.04 

0.85 

0.63 

5.37 

2.19 

0.92 

0.80 

0.82 

0.71 

1.06 

2.69 

1.51

19.65

2.11 

1.92 

1.28 

4.80 

1.71 

0.94 

0.39 

0.35 

0.31 

0.58 

1.96 

1.38

17.73

1.57 

1.63 

1.08 

4.57 

4.05 

1. 63 

1.46 

1.59 

0.69 

0.00 

0.87 

1.58

21.32

1.13 

1.07 

1.59 

4.84 

6.36 

1.36 

0.58 

0.62 

1.67 

2.40 

2.91 

2.62

' 27. 15

2.22 

0.87 

1.86 

3.38 

1.84 

1.68 

1.19 

0.97 

0.78 

1.52 

2.35 

2.84

21.51

Second7eet per 

square 

mile.

1.77 

0.82 

0.55 

4.89 

1.90 

0.83 

0.75 

0.71 

0.64 

0.92 

2.41 

1.31

1.83 

1.85 

1.11 

4.30 

1.48 

0.85 

0.34 

0.30 

0.28 

0.50 

1.70 

1.20

1.36 

1.57 

0.94 

4.99 

3.59 

1.46 

1.27 

1.38 

0.62 

0.52 

0.78 

1.37

0.98 

0.99 

1.38 

4.34 

5.52 

1.22 

0.50 

0.54 

1.50 

2.08 

2.69 

2.27

1.93 

0.84 

1.61 

3.03 

1.60 

1.51 

1.03 

0.84 

0.70 

1.32 

2.19 

. 2.46
40 PROGRESS REPORT, HYDROGRAPHY, 1895. Xxi 

Connecticut Itiver at Holyolce, Mass. ^-Continued.

[BULL. 140.

Month.

1890.

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

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

1891.

:April ................

'May..................

,Juiy...... ............

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

1892.

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

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

1893.

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

 ' 1894.

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

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

Discharge in second-feet.

Maximum.

. 23, 200

35, 800 

37, 250 

40, 250 

46, 750 

25, 950 

7,450 

18, 450 

32,100 

44, 000 

26, 950 

7,250

31,400 

44, 950 

03, 250 

67, 300 

21,650 

11,900 

9, 600 

10, 950 

5,600 

4,650 

10, 750 

33, 250

63, 100 

9,100 

13, 700 

53, 500 

48, 300 

33, 150 

28, 800 

23, 100 

11,050 

6, 250 

40, 400 

10, 450

6,850 

14, 750 

26, 450 

52, 000 

94, 350 

11, 850 

5,050 

17,800 

12, 800 

11,800 

9, 900 

17, 550

8, 750 

0.100 

35, 950 

43, 300 

18,450 

16,750 

6,300 

3,950 

4,850 

8, 000 

13, 300 

12, 150

Minimum.

9.100 

8, 550 

9,650 

13, 600 

23, 800 

6,400 

1,550 

550 

6,900 

3, 850 

7,700 

4, 100

6.050 

8,850 

15,150 

20, 250 

9,800 

4,050 

2,900 

1, 600 

1,200 

900 

1, 050 

4, 500

9,000 

4,900 

. f>, 550 

10,650 

11,300 

6, 050 

2,750 

2,350 

1,800 

3,450 

5.900 

2, 550

950 

2,100 

2, 650 

13, 800 

12, 000 

5,750 

750 

1,700 

3,250 

2,900 

2,900 

3,250

4.050 

2,900 

5, 000 

11,800 

6, 300 

1,800 

450 

450 

150 

600 

4,700 

1,650

Mean.

15, 081 

14, 795 

19, 729 

29, 605 

31, 377 

13,335 

4,895 

6, 016 

14, 378 

17,511 

13. 750 

5,608

15,556

14,208 

16,961 

29, 942 

41,178 

15, 131 

7,408 

5,132 

5, 303 

3, 890 

3,039 

4,980 

11, 106

13, 190

19, 265 

7,207 

8,490 

22,010 

21,471 

14, 273 

12, 092 

8, 926 

4,955 

4,860 

15, 943 

6,578

12, 273

3 563 

5,170 

11,723 

30, 592 

32, 969 

7,495 

3,405 

4,545 

5, 683 

5, 632 

5, 222 

7, 476

10, 295

6,245 

 4, 639 

22, 251 

20, 973 

10, 889 

8, 701 

3,845 

2,321 

2, 697 

4,610 

7, 528 

6, 061

8,397

linn-off.

Depth in 

inches.

2.09 

1.78 

2.62 

'3.82 

4.17 

1.72 

0.66 

0.79 

1.85 

2.10 

1.77 

0.75

24. 12

1.89 

2.04 

4.87 

5.30 

2.02 

0.95 

0.68 

0.70 

0.52 

0.40 

0.63 

1.48

21.48

2.' 56 

0.90 

1.13 

2.91 

2.86 

2.96 

1.69 

0.95 

0.63 

0. 64 

2.05 

0.87

20.15

0.47 

0.62 

1.56 

3. 94 

4.39 

0.97 

0.46 

0.61 

0.73 

0.75 

0.70 

0.99

16.19

0.83 

0.56 

2.96 

2. 70 

1. 45 

1.11 

0.51 

0.31 

0.35 

0.61 

0.97 

0.81

13.17

Second - 

feet per 

square 

mile.

1.81 

1.71 

2.28 

3. 42 

3.62 

1.54 

0.57 

0.69 

1.60 

1.82 

1. 59 

0.65

1. 64 

1.96 

3.36 

4.75 

1.75 

0.86 

0. 59 

0.61 

0.45 

0.35 

0.57 

: 1.28

2.22 

0.83 

0.98 

2.61 

2.48 

2.65 

' 1.47 

0.83 

0.57 

0. 56 

1.84 

0.76

0.41 

0.60 

1.35 

3.53 

3.81 

. 0.87 

0.40 

0.53 

0.66 

0.65 

0.63 

0.86

0.72 

0.54 

2.57 

2.42 

1.2G 

1.00 

0.44 

0.27 

0.31 

0.53 

0.87 

0.70
NFAVEI.L.] POTOMAC RIVER. 41

Connecticut River at JJolyolce, Mass. Continued.

Month.

1895.

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

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

Discharge in seoond-ieet.

Maximum.

7,100 

4, 550 

10,250 

115, 000 

21,100 

9, 800 

4,200 

4,000 

4, 550 

9,550 

37,150 

31,000

Minimum.

2,050 

750 

1,700 

8,450 

0, 050 

1, 050 

350 

1,050 

350 

400 

. 4, 000 

7,000

Mean.

4,730 

2, 087 

G,200 

45, 290 

12, 345 

6,108 

3, 020 

3,281 

2,732 

4, 008 

17,094 

15, 800

10, 314

Run off.

Depth in 

inches.

O.G3 

0.30 

0.83 

5.84 

1.65 

. 0. 83 

0.40 

0.44 

0.30 

0.54 

2.20 

2.11

10.19

Secondfoot per 

square 

mile.

0.55 

0. 35 

0.72 

5. 2:( 

1. 4!l 

0.75 

0.35 

0.38 

0.32 

0.47 

1.97 

1.83

POTOMAC BASIN.

The Potomac River rises in the Alleghany Mountains, its drainage 

basin embracing portions of the States of Pennsylvania, Maryland, 

West Virginia, and Virginia. At this part of the system the mountains have a general trend a little north of northeast, the narrow valleys 

between the ridges are nearly parallel, and thus the streams coming 

from the mountain sides unite in creeks or rivers flowing either northeasterly or southwesterly. Taking the Potomac Basin as a whole, by 

far the greater number of the tributaries flow toward the northeast, the 

streams coming from the northern part of the basin being relatively 

small. The main river itself, receiving from point to point-the tributaries from each side, cuts directly across the mountains, having a 

southeasterly direction, although in detail its course is very crooked. 

The course and character of the river and its'adaptability for waterpower purposes have been described by Prof. George F. Swain in the 

Report on the Water Power of the Middle Atlantic Watershed, pages 

40-54, this being a portion of Volume XVI of the Tenth Census of 

the United States.

As pointed ont by Professor Swain, the absence of lakes, marshes, 

and of broad valleys renders the tributary streams rapid in their 

delivery of precipitation upon the basin, the Potomac .River being subject to sudden floods and the dry season discharge being very small. 

For this reason the river as a source of power is not so valuable as 

might be expected from the size of its drainage area. At the points 

where the river cuts through the successive mountain ridges the slope 

is rapid, but there are no falls of considerable magnitude until the 

stream has passed across the Piedmont plateau and reached the border 

of the softer Cretaceous rocks. Here, at the fall line, it forms a succession of cataracts, a drop of 90 feet occurring within a short distance 

at the Great Falls.
42 PROGRESS "REPORT, HYDROGRAPHY, 1895. [BOLL. 140.

POTOMAC RIVER ABOVE SHENANDOAH RIVER.

The Potomac Eiver, as the name is commonly applied, results from 

the union of the North Branch with the South Branch at a point about 

12 miles below Cumberland, Md. In their upper courses these two 

branches flow in a general northeasterly direction, nearly parallel to each 

other, the North Branch being to the west of the Alleghauy front and the 

South Branch to the east. The drainage areas have been measured at 

various points from the topographic sheets of the Geological Survey.and 

from maps of portions of Maryland and Pennsylvania. The drainage 

area of the North Branch down to Bloomington, Md., above the mouth 

of Savage Eiver, is 203 square miles. Savage Eiver drains 111 square 

miles. The total drainage area of the North Branch at Piedmont, where 

it cuts through the Alleghany front and begins its southeasterly course, 

is 409 square miles. The first tributary of importance below this 

point is New Creek, draining the Alleghany front and flowing in a 

northeasterly course. Its drainage area at its month at Keyser is 56 

square miles. From this point the North Branch turns abruptly 

toward the northeast, and continues in this course to Cumberland, 

where the total drainage area is 891 square miles. To the east of New 

Creek is Patterson Creek, also flowing northeasterly. The drainage 

area above Burlington, below the mouth of Mill Creek, is 155 square 

miles, and the total area to the point where Pattersou Creek enters the 

North Branch, about 8 miles below Cumberland, is 279 square miles. The 

total drainage area of the North Branch of the Potomac at the point 

where it joins the South Branch is 1,365 square miles. The greater 

portion of the catchment basin of the North Branch is shown on the 

Piedmont and Eoinney sheets of the Topographic Atlas.

The drainage area of the South Branch of the Potomac Eiver extends 

considerably south of that of the North Branch. The principal tributary on the west is what is known as the North Fork of the South 

Branch,rising in Pendleton County, W. Va., to the east of the Alleghany 

front. The drainage area below Seneca Creek is 240 square miles, and 

at the mouth, where it enters South Branch about 4 miles above Petersburg, is 322 square miles. The South Branch, rising to the east, has 

at Franklin, Pendleton County, a drainage area of 188 square miles, 

and at the junction with North Fork 318 square miles. To the east of 

this in turn is Mill Creek, entering near Petersburg and having a drainage area of 101 square miles. The total drainage area of the South 

Branch at Moorefield is 897 square miles. At this point it receives 

Moorefield Eiver, which is also known in its upper course as the South 

Fork of the South Branch. The drainage area of this stream at Fort 

Seybert is 155 square miles, and at Moorefield is 301 square miles. 

Following northeasterly down the South Branch the drainage basin 

contracts, the river flowing in a narrow valley between Mill Creek 

mountains and South Branch mountains. At Eomney, in Hampshire
NEWELL.] POTOMAC RIVER. 43

County, W. Va., the drainage area is 1,407 square miles, and at" the 

railroad bridge, G miles below Romney and 3 miles from Springfield, it 

is 1,443 square miles. The total area drained by the South Branch, 

where it joins the North Branch to form the main Potomac is 1,487 

square miles, .and the aggregate area of these two branches is 2,852 

square miles. This catchment basin is for the most part given on the 

Franklin, Woodstock, Eomney, and Piedmont sheets of the Topographic 

Atlas.

Following down the Potomac Kiver the drainage areas of the principal tributaries have been measured at their mouths and ascertained to 

be as follows:

Drainage areas of tributaries of Potomac River.

Sq. inilos.

Little Cacapon............................................................ 117

Great Cacapon. (Of this, North Kiver has a drainage area of 205 square 

miles; Lost Kiver, 189 square miles; Cacapon above North River, 40 L

square miles.).....................................................--... 671

Warm Spring Creek....................................................... 16

Conoloway Creole ......................................................... 125

Sleepy Creek.............................................................. 146

Licking Creek ............................................................ 195

Back Creek (to Virginia and West Virginia lino, 185 square miles).......... 288

Conococheague at Williamsport........................................... 579

Opcquou.................................................................. 335

Antietam................................................................. 305

Sheuandoah .............................................................. 3,009

Mouocacy................................................................. 557

Goose Creek .............................................................. 384

Seneca Creek ............................................................. 132

Rock Creek............................................................... 81

The areas of the Potomac drainage a,t various points in succession 

below the union of the North and South Branches are as follows:

Sq. inilos.

Above Great Cacapon River ................................................ 3,388

At Hancock............................................................... 4, 099

At Williamsport .......................................................... 5, 556

At Harpers Ferry above the Shenandoah................................... 6, 354

At Harpers Ferry below the Shenandoah................................... 9,363

At Weverton..............i............................................... 9,397

At Point of Rocks.'........................................................ 9, 654

At Edwards Ferry below Goose Creek..................................... 10, 716

At Great Falls .......................................I..................... 11,043

At Chain Bridge ........................................................... 11,161

The principal river stations for ascertaining the fluctuation of the 

stream are stated below in geographic order, and the results obtained 

at each are shown in concise form.

SPRINGFIELD STATION,, ON SOUTH BRANCH OP POTOMAC KIVEU.

This point is at the railroad bridge 2 miles above Springfield,W.Va. 

Observations of river height as described in Bulletin No. 131, page 88, 

were made during a part of 1894 and were resumed on April 12,1895.
44 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

Measurements of discharge, as shown in the following table, were made, 

furnishing material for the rating table given below. By the application of this rating table to the observed river heights computations of 

monthly discharge have been made. At the time of the highest measured discharge, on April 11, 1895, the maximum velocity was 5.01 feet 

per second.

The measurements of river height are made by means of a wire gage, 

the scale of which is marked to feet and tenths on the guard rail of 

the bridge on the lower side, by means of brass tacks. The distance 

from the pulley to the zero of the gage is 1.66 feet; the length of the 

gage wire is 34 feet. It is placed in the first panel of the bridge at the 

third span from the north. Measurements of discharge are made from 

the same bridge. The channel, both above and below the station, is 

straight, the water somewhat swift. The banks are liable to overflow 

at time of high water.

List of discharge measurements made on South Branch of Potomac River, West Virginia.

No.

1

2 

3

4

5 

0

7 

R

9

10

u

12 

13

Date.

1894. 

May 31

1895. 

Mar. 29 

Apr. 11

May 3 

Mav 9 

May 22

Juno G

Jnno 19 

July 10 

July 17

Hydrographcr.

K. H. Chapman.

C. C. Babb...... 

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

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

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

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

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

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

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

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

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

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

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

Meter 

number.

23 h

29 1 

29 1

29 1

29 1 

29 1 

29 1 

29 h

29 h 

29 h

29 h 

76 

70

Gage 

height 

(feet).

4.70

5.90 

8.95

4.20

7.40 

5. 25 

8.30 

3.90

3.90 

3.47

3.10 

3.10 

3.00

Area of 

section 

(square 

feet).

532

695 

1,488

395

974 

481 

1,238 

330

357 

258

195 

219 

195

Mean 

velocity 

(feet per 

second).

2.02

2.95 

2.95

2.45

3.62 

3.30 

3.16 

2.15

2.13 

2.27

1.79 

1.73 

1.82

Discharge 

(secondfeet).

 1,074

2,049 

4,389

9U8

3, 539 

1,588 

3,886 

710

759 

586

349 

378 

355

Rating table for South Branch of Potomac River.

Gago 

height.

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3..60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

Discharge.

180

210

240

270

300

330

360

400

450

500

550

600

650

700

750

800

830

910

970

Gage 

height.

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.10

6.20

Discharge.

1,030

1,090

1,160

1,230

1,300

1,370

1,440

1,510

,580

,650

,720

,790

,860

,930

2,000

2,070

2,145

2,220

2,295

Gage 

height.

6.30

6.40

6.50

6.60

6.70

0.80

6.90

7.00

7.10

7.20

7.30

7.40

7.50

7.60

7.70

7.80

7.90

8.00

8.10

Discharge.

2,370

2,445

2, 520

' 2, 595

2,670

2,745

. 2,820

2,895

 2,970

3,045

3,120

3,195

3,270

3,345

3, 420

3,495

3, 570 I

3, 645

3,720 '

1

Gago 

height.

8.20

8.30

8.40

8.50

8.60

8.70

8.80

8. fiO

9.00

9.10

' 9.20

9. 30

9.40

9.50

9.60

 9.70

9.80

9.90

Discharge.

3, 795

3,870

3, 945

4,020

- 4,095

4,170

4, 245

4,320

4,395

4,470

4,545

4,620

4,695

4,770

4,845

4,920

4,995

5,070
NEWELL.j POTOMAC RIVER. 45 

Daily yaye height of South Branch of Potomac Biverfor 1895.

Day.

1...

2

3...

4...

5 ... 

(i...

7...

8...

9...

.10..

11..

12..

13..

14..

.15..

10..

17..

18..

19 .

20 . .

21..

n

23..

24.. 

25..

2G.. 

27.. 

28.. 

29.. 

30,. 

31..

April.

(a)

8.95

7.50

7.00

G.CO

C.40

5. 90

5.40

5.20

5.00

4.80

4. CO 

4.40

4.20 

4.15 

4.00 

4.20 

4.90

May.

7.70

7.00

0.80

C.80

U»)

5.20

5.50

5. 1.0

0.80

0.20

C. 20

5.90

G.20

0.40

' 0.00

5.80

7.90

G.CO 

G.20

5.80 

5.50 

5.40 

5.00 

4.70 

4.40

Juno.

4.40

4.20

4.00-

3.90

3. 80 

4.20

3.90

3.80

3.70

3.50

3.40

3.40

3.30

3.50

3. 50 

3.40

3.40

3.30

3.20

3.00

2.90

2.90

2.00

2.80 

3.00

3. 20 

4.40 

4.00 

4.70 

3. 50

July.

4.80

4.50

4.20'

4.00

3.80 

4. 20

3.90

3.50

3.90

3. GO

3.40

3.30

3.10

3.00

3.30 

3. 10

2.90

2.90

2.80

2.80

2.80

3.20 

3.20

3.30 

3. 40 

3.20 

3.00 

2.90 

2.90

August.

3 10

3.00

2.90

2.70 

2.80

2.70

2.70

2.70

2.70

2!70

2.70

2. CO

2.00

2. GO 

2.00

2. GO

2. GO

2. GO

2. CO

2.50

2.50

2.50 

2.40

2.40 

2.30 

2.30 

2.30 

2.30 

2. CO

September.

9 riO

2.30

2.30

2. 30 

2.30

2.30

2. 00 

2.00

2.00 

2.00 

2.00 

2.00 

2.00

October.

2.00

2.00

2.00

2.00 

2.00

2.00

2.00

2.00

2. 00

2.00

2.00

2.00

2.00 

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.10 

2.10

"2.66 

2.00 

2.00 

2. 10 

2.10

November.

2.50

2.40

2.30 

2.50

2. 40

2. 40

2.40

2.50

2.40

2.30

2.30

2.20

ii. 20 

2. 30

2. 30

2.30

2.JJO

2.30

2.30

2.30 

2. 30

2.30 

2.30 

2.30 

2.50 

2.00

December.

o rn

2.30

2.30

2.30 

2.30

2.30

2. KO

2.40

2.40

2.40

2.40

2.40

2.40 

2. 30

2.30

2.30

2.30

2. GO

4.00

3.40 

3.20 

3.00 

2. 80 

3.20 

3.90

a On April 10, 1890, the scale was altered by 1 foot, so that tho readings given on page 88 of bulletin 

No. 131 must be diminished by 1.00 to make thcui comparable with those herewith given. 

J> Hep air ing bridge; record lost.

Discliarye of South Branch of Potomac Jiiuer. 

[Drainage area, 1,443 square miles.]

Month.

1894.

July(a) ............

October 1 to 20 ..... 

1895. 

April 12 to 30 ......

July(fr) ............

Discharge in second-feet.

Maximum.

1,720 

700 

400 

1,930 

910

3, 270 

3,570 

1, 230 

1,300

Minimum.

400 

210 

18U 

' 180 

210

800 

1,030 

270 

240

Mean.

8(10 

31.7 

232 

390 

500

1,007

2, 204 

GOO 

512

!Uiin-olF. .

Depth in 

inches.

0. Gl. 

0. 25 

0.18 

0.30 

0.40

1.28 

1. 70 

0.47 

0. 40

Secondfeet per 

square 

mile.

0. 55 

0.22 

0. 10 

0.27 

0. 35

1. 15 

1. 53 

0. 42 

0.35

(iliccord incomplete; figures missing from July 15 to 21, 1894.

b Computations of low-water How require'more measurements at minimum stages.

CUMBERLAND STATION, TOTOMAC 1UVER.

This locality is described in Bulletin No. 131, page 88. The observations were continued during the greater part of 1885, and the discharge 

measurements shoAvn by the following table were made sufficient for
46 PROGRESS REPORT, HYDROGRAPHY, 3895. [BULL. 140.

the construction of a rating table given below. By means of this the 

average discharge by months has been computed. The river gage is 

on the West Virginia Central Kailroad bridge, about 200 yards below 

the dam across the Potomac. It consists of a vertical rod 10 feet long 

bolted to the east side of the abutment of the head gates a.bove the dam. 

The top of the rod, or the 10-foot mark, is 5.40 feet below the top of 

the abutment. The channel at this point is straight, both above and 

below the bridge, and the water has rapid velocity. Measurements 

have been made not only of the discharge of the river, but also of the 

canal feeder taken out above the dam'. On June 5, when there was 

210 second-feet in the river, there was in the canal feeder 40 secondfeet; on June 6 the river discharged 530 second-feet and the canal 

feeder carried 79 second-feet; on June 13 the river discharged 149 

second-feet and the canal feeder earned 38 second-feet; on July 17 the 

river discharged 266 second-feet and the canal feeder carried 79 

second-feet.

List of discharge measurements made on.Fotomao River at Cumberland, Md.

No.

1

?,

3

5

G

7

8 

9

10

11

Date.

3894. 

May 24

1895. 

Mar. 30

Apr. 10 

Apr. 25

May 9 

May 23

Juno 5

July 17

Hydrograplicr.

G.C.Babb ......

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

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

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

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

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

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

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

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

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

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

Meter 

number.

23

29 1

29 1 

29 h

90 li

291i 

291.1

29 h 

29 h

29 h

70

Gage 

height 

(feet).

5.40

0 OA

S

rre

3.40 

3.40

2.95

3

1 A

3.00

3.05.

A react' 

section 

(square 

feet).

1,1GG

1 (1C ft

1,560

465

187 

301

179

200

Mean 

velocity 

(feet per 

second).

2.60

017

3.88 

1 49

2 on

1.67 

1.4G

.1.16 

1.76

O QO

1.33

Discharge 

(secondfeet).

3

AH7

3 446

6,054 

630

1 79U

777

Q'M

210 K'tA

149

206

Eating table of Potomac River at Cumberland, MA.

Gage 

height.

2.7

2.8

2.9

3.0

3.1

3.2

3.3

3.4

3.5

Discharge.

160

200

250

325

425

525

650

800

1,030

Gago 

height.

3.6

3.7

3.8

3.9

4.0

4.1

4.2

4.3

4.4

Discharge.

1,285

1, 540

1,795

2,050

2,305

2,560

2, 815

3,070

3,325

Gage 

height.

4.5

4.6

4.7

4.8

4.9

5.0

5.1

5.2

5.3

Discharge.

3, f>80

3, 835

4. 090

4,345

4,000

4,855

5,110

5,365

5,620

Gage 

height.

5.4

5.5

5.6

5.7

5.8

5.9

6.0

Discharge.

5,875

0,130

6, 385

6, 640

6,895

7, 150

7,405
NEWELL.] POTOMAC KIVER. 

Daily gage luighl of Potomac River at Cumbcrlaiid, Mil., fur 1S05.

47

Day.

 1...

0

5..

C..

7..

!)..

10.

11. 

12.

14. 

15.

10.

18. 

19.

90

?1

22. 

23. 

24. 

25. 

20.. 

27 . . 

28.. 

29.. 

30.. 

31..

Jan.

3.00 

3.00 3.00

3.00

3.10

0.00

4.80

4.70

4.10 

3.80

3.50

3.90

3. 00 

3.80

3.80

3. CO

4.60 

4.00 

3.70 

3.60 

3.50 

3.50 

3. 40 

3.40 

3.70 

3.70

Feb.

3.00

'< f,o

O KA

3.50

3.50

3. SO

3.50

3.50

3.50 

3.40

3.40

3.40

3.40

3.40 

3.40

3.40

3.40

8.40 

3.40 

3.40 

3.40 

3.00 

4.10 

5.00

Mar.

(1.00 

5. 70

4 90

4.00

4.20

4.00

0 QA

4.20

4.00

4.00 

-t sn

3.80

4.50

5.20

4.70

4.50 

4.30

4.10

3.80

3.70 

3.70 

3.70 

3.70 

4.50 

4.30 

4. SO 

5.10 

4. 50 

4.50

Apr.

3.90 

3. 80

3.90

3.80

3.70

3.00

5.00

5. 50

4.70 

4.70

3.90

3.80

3.80

3.70 

li.GO

3.50

3.40

3.40 

3.30 

3.30 

3.20 

3.30 

3.30 

3.30 

3.30 

3.40

May.

3.40 

3. 80

 3.00

3.40

3. 30

3. 20

3. 20

ii. 20 

3.70

3.70

3.70

3.40

3.40 

3.40

3.30

3.40

3.40 

3.40 

3.40 

3.30 

3.20 

3.30 

3. 20 

3.30 

3.10 

3.10

Juno.

3.00 

3.00

2. '90

2.90

3.00

3. 00

2. 00

2. 90

2.90 

2.80

2.80

3.30

3. 20

3.10 

3.00

3.00

2. no

3. CO 

3.00 

3.00 

2.90 

3.00 

3.00 

3.30 

3.20 

3.00

July.

3.10 

3. 40

3.10

3. 20

: !.' 20

3.70

3. 40 

3.20

3. 30

3.00

3.00 

2.91)

2.00

2.70

2.70 

2.70 

2.70 

2.70 

2.70 

2.70 

2.80 

2.90 

2.90 

2.80

Aug.

2.80

2.70

2.70

2.70

2.00

2.00

2.50

2.50

2.40

2.40

2. 30 

2.20

2.00

1.90 

1.80

.1.70

l.CO

.1.30 

1.20 

1.10 

1.00 

0.90 

0.90 

0.90 

0.90 

0.80 

0.90

Sept,.

1.00 

1.00

1.00

1.90

1.90

1.80

0.80

0.70

0.50

0. 50 

0.00

1.10

1. 20 

1.00

0.90

0.80 

0.70

0.50

0.40

0.30 

0.20 

0.10 

(a)

Dec.

3.00 

3.20 

2.90 

2. 90 

3. 00 

2.90 

2.90 

2.90 

3.10 

3.00

a Water 5 inches below gage. Headings discontinued till December 22.

Discharge of Potomac River at Cumberland, Md, 

[Drainage area, 891 square miles.]

Month.

1895.

Discharge in second-foot.

Maximum.

7,405 

4,855 

7,405 

0,385 

1,795 

050 

1,540

Minimum.

325 

050 

1,540 

525 

425 

200 

100

Mean.

1,844 

],128 

3,185 

1,875 

870 

355 

431

Kiin-oir.

Depth in 

inches.

2.39 

1.32 

4.12 

2.35 

1.13 

0.45 

0.55

Second - 

loot per 

square 

mile.

2.07 

1.27 

3.57 

2.10 

0.98 

0.40 

0.48

GRKAT CACAPON STATION, ON rOTOMAC K1VER.

This point is 46 miles by rail below Cumberland, Md., and 10 miles 

above Hancock, Md., the distance by river being considerably greater. 

It is thus below the mouth of the South Fork of the Potomac and considerably above the Shenandoah. Measurements are made near Dain 

No. 6 of the Chesapeake and Ohio Canal. Observations were begun at 

this point on June 21, 1894, being made by the lockman employed by 

the canal company. At first river heights were read from, an old gage 

fastened to the side wall of the dam abutment, the foot of the rod resting on the top of the dam. On June 19, 1895, a new rod was placed 

over the intake of the canal feeder, and from that time observations
48 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL.-140.

were made on the new rod. The point 0.4 feet of the old.rod is at a 

height of 0.9 of the new rod. The elevation 2.GO of the rod at the inlet 

of the canal feeder is ou a level with the top of the lower sill of the 

feeder. Measurements are made of the canal feeder and also of the 

main river by wading at a point about 1,000 feet below the dam. At 

the time of the first measurement, that of June 20,1895, water was not 

flowing over the West Yirginia end of the dam for about one eighth of 

the total length. The initial point for soundings of the river is on the 

left bank. Three measurements of discharge were made during 1895, 

these being at low water. The canal inlet is measured 100 feet above 

its entrance to the main canal. At the time of measurement made on 

July 8 there was flowing in the canal feeder 164 second-feet, and at the 

time of measurement on August 26, 92 second-feet.

List of discharge measurements made on Potomfic River at Dam J¥o. 6, Maryland.

No.

1 

2

3

Date.

1805. 

Juno 20 

July ]8

Aug. 20

Hydrograplier.

C. C. Babb . . 

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

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

Meter 

number.

29 h 

 70 '

70

Gage 

height 

(feet).

'0. 90

 0. DO

Area of 

section 

(square 

feet).

367 

C50

381

Mean 

velocity 

( feet per 

second).

0.42 

0 84

0.35

Discharge 

(secondfeet).

331 

543

133

Daily yaye height of Potomac River at Dam No. 6, Maryland, for 1S95.

Day.

I..

2..

3..

4..

5..

6..

7..

8..

0 .

10.

11.

12.

13.

14.

15.

]6.

17.

18.

19.

20.

21.

22.

23.

24.

25-

26.

27.

28.

29.

30.

31.

Jan.

0.10

0.20

0.10

0.10

0.10

0.10

0.20

0.20

&3.80

3.60

3.40

3.00

3.00

2.00

1.50

1.00

0.80

0.80

0.80

1.10

3.00

3.00

3.10

2.10

1.10

1.60

1.00

0.60

0.60'

0.60

0.20

Feb.

0.20

0.20

0.10

0.10

0.10

0.10

(UO

0.00

0. 10

0.00

0.00

0.00

0.00

.0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.10

0.20

2.80

......

......

Mar.

a4.50

5.50

4.90

2.50

1.40

1.00

0.10

0. 10

0. ]0

1.80

1.40

1.20

1.20

1.00

2.00

3.00

3.40

1..10

1.50

1.00

1.00

1.00

0.10-

0.80

0.80

0.80

0.80

0.80

2.00

1.80

Apr.

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

2.00

5.80

3.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

May.

1.00

3.40

1.80

1.80

1.60

1.40

1.80

1.00

1.00

1.00

1.00

1.30

1.10

1.10

1.80

1.80

1.80

1.80

1.80

1.00

1.00

1.40

1.80

1.80

1.50

1.50

1.50

1.50

1.50

1.50

1.20

Juno.

1.00

1.00

1.00

0.80

0.80

0.80

0.80

0.00

0.60

0.50

0.30

0.30

0.20

0.20

0.40

0.40

0.40

0.40

0.90

0.90

0.90

0.90

0.80

0.80

0.80

0.90

1.00

1.10

1.20

1.20

July1.20

1.20

1.60

1.50

1.40

1.40

1.70

1.70

1.80

1.80

1.50

1.40

1.20

1.20

1.20

1.10

1.00

0.90

0.90

0.90

0.90

0.80

0.80

0.80

0.80

0.80

0.80

1.00

1.00

1.00

0.80

Aug.

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.70

0.70

0.70

0.40

0.40

5.40

0.40

0.30

0.30

0.00

0.00

 0.10

-0.20

 0.30

 0.40

 0.50

 0.60

 0.70

--0.70

 0.70

0.70

Sept.

 0.40

 0.30

-0.30

 0.40

 0.50

-0.60

-0.70

 0.70

 0.70

-0.70

-0.80

-0.80

 0. 70

 0. 70

 0. 70

 0.80

-0.80

 0.80

-0.80

 0.80

 0.60

 0.60

 0.70

-0.70

 0.80

 0.90

 1.00

 1.00

-1.10

 1.10

Oct.

 1.20

 1.20

 1.20

 1.20

 1.20

-1.30

-1.30

 1.30

 1.40-

-1.60

-1.70

 1.80

 1.90

 i.no

-1.90

 1.90

 1.80

 1.80

 1.80

 1.70

 1.70

 1.70

 1.50

 1.50

 1.50

-1.40

-1.40

 1. 40

 1. 40

 1.40

1.40

Nov.

 1.00

 0. 90

 0.70

 0.60

-0.60

-0.10

 0.00

0.00

0.00

0.10 o.io'

0. 30

0.30

0.30

0.30

0.30

0.30

0.30

0.40

0.60

. 0.50

0.50

0.60

0.60

0.60

0.60

0.60

0.60

0.60

0.60

Dec.

O.GO

0.70

0.70

0.70

0.70

0.70

0.70

0.70

0.70

0.70

0.70

0.70

0.70

0.70

0.70

0.60

0.60

0.60

0.60

0.70

0.70

1.00

1.00

1.90

1.40

1.30

1.10

1.10

1.20

1.20

1.20

alee went out. b Ice breaking up.
NEWBLL.J THE SHENANDOAH AND ITS TRIBUTARIES. 49

SHENANDOAH RIVER.

This river, one of the principal tributaries of the Potomac, rises in 

the broad Shenandoah Valley west of the Blue Eidge and between it 

and the Sheuandoah Mountains. For the greater part it drains the 

counties of Augusta, Eockingham, Page, Shenandoah, Warren, and 

Clarke, in Virginia, flowing for a short distance through the extreme 

eastern part of West Virginia to enter the Potomac at Harpers Ferry. 

In the southwestern part of Augusta County its higher. tributaries 

interlace with the streams flowing southerly into James Eiver. The 

courses of these streams are excessively irregular and tortuous, and 

the confusion at first arising in the mind of the student of the hydrography of the region is further increased by the peculiar nomenclature 

of the streams of this section. The favorite designation appears to be 

either North Fork or South Fork, stream after stream in this part of 

the country being known by one of these terms, as will be shown by 

an examination of the map.

Following up the Shenandoah from its niouth at Harpers Ferry the 

river divides at the town of Eiverton, near Front Eoyal, into what is 

known as the North Fork and the South Fork, both of these flowing in 

extremely crooked courses in a general northeasterly direction, the first 

on the northwest and the second on the southeast of Massanutten 

Mountain. Going np the South Fork for about 60 miles it is found 

to divide into two streams at Port Eepublic, near the Augusta County 

line into the North Eiver and the South Eiver. The North Eiver, 

about 4 miles above this point, subdivides into the North and Middle 

rivers. Continuing np to the head waters of this stream and passing 

southwesterly over the low divides of the Shenandoah Valley the head 

waters of North Eiver and its tributary, South Eiver, flowing into the 

James, are reached.

The drainage area of the Shenaudoah has been measured from the 

topographic sheets of this Survey. The total drainage area of South 

Eiver above its junction with North Eiver at Port Eepublic is 246 

square miles; the drainage area of Middle Eiver above the point where 

it flows into North Eiver is 363 square miles; the drainage area of 

North Eiver above Middle Eiver is 418 square miles, 295 square miles of 

this amount being above the town of Bridgewater. The total drainage 

area of the North Eiver, including the Middle Eiver at Port Eepublic, 

is 804 square miles. This, added to the drainage area of the South 

Eiver, gives the total about Port Eepublic of 1,050 square miles. From 

this point down to Eiverton the stream is known as the South Fork of 

the Shenandoah. The drainage area at various points going downstream are at Milnes, 1,288 square miles; at Overall, 1,491, and at 

Eiverton, at the mouth of South Fork, 1,587.

In a similar way the drainage area has been ascertained at several 

points along the North Fork of the Shenaudoah. At Brocks Gap, in 

Bull. 140 4
50 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

Little North Mountain, Eockingham County, the drainage area is 215 

square miles5 at Mount Jackson, a town in Shenandoah County, it is 

511 square miles; at Eivertou, where this stream unites with the South 

Fork to form the Shenandoah, it is 1,037 square miles. The united 

drainage area of the North and South forks at Eiverton is 2,624 square 

miles. At Millville, about 4 miles above Harpers Ferry, the drainage 

area is 2,995 square miles, and at Harpers Ferry, at the mouth of the 

Shenandoah, 3,009 square miles.

A number of measurements have been made of the Shenandoah and 

its tributaries, and gaging stations have been located near the junction of the North and South rivers at Port Kepublic, where these two 

streams unite to form the South Fork of the Shenandoah; also at Millville, near the mouth of the river. A single measurement has been made 

of the South Eiver about 20 miles above Port Eepublic, at Basic City, in 

the extreme part of Augusta County. On August 5,1895, the stream 

 was waded at a point 200 feet above Basic City iron bridge, and the 

velocity obtained by means of a current meter. The total discharge 

was ascertained to be 73 second-feet. At that time the distance from 

the surface of the water to the top of the foot rail of the bridge, opposite the third or central vertical on the upper side of the bridge, was 

19.29 feet.

PORT REPUBLIC STATION, ON NORTH AND SOUTH RIVERS.

On August G, 1895, gages were established on the North and South 

rivers, which form the South Fork of the Shenandoah at Port Eepublic, 

Va. The gage for the North Eiver is located on the county highway 

bridge, one-fourth of a mile north of Port Eepublic. A painted rod 

was fastened to the third panel of the first span on the lower side of 

the bridge, It is nailed to the wooden uprights and fastened by wire 

to the iron diagonals. The zero of the rod is opposite the middle of the 

third upright, and is 4.50 feet from the outside edge of the pulley. The 

distance from the end of the weight to the marker is 36.35 feet. When 

the rod reads 2.20, the distance from the surface of the water to the top 

of the lower end of the third floor beam from right bank is 22.77 feet. 

TLc discharge of North Eiver on August 6, 1895, when the water stood 

at 2.18, was 375 second-feet. On August 29,1895, a measurement of the 

South Eiver was made at the county bridge east of Port Eepublic, and 

also a measurement of the main stream below the junction of the North 

and South rivers. The difference between these 258 second-feet 

gave the discharge of North Eiver. The height of water at that time 

on the gage at the county bridge north of town was 2.09 feet.

The gage for the South Eiver is located on the county iron bridge, 

about one-fourth of a mile east of the town. It is a wire gage. The 

edge of the pulley is 2.54 feet from the north edge of the third vertical. 

The marks on the gage are made by tacks driven into the rail on the 

upper side of the bridge at the fourth panel. The zero is 1 foot from
NEWELL.] SHENANDOAH RIVER. 51

the edge of the pulley. The distance from the bottom of the weight to 

the wire marker is 25.80 feet. The distance from the surface ^of the 

water to the top of the third floor beam on the upper side is 20.97 feet. 

On August 6,1895, the gage height was 1.23 feet and the discharge 

114 second-feet. On August 29 the gage height was 1.34 feet and the 

discharge 87 second-feet.

List of discharge measurements. 

NORTH FORK OF SHENANDOAH KIVEE AT PORT REPUBLIC, VA.

No.

?,

Date.

Aug. 29

Hydrographer.

C.C.Babb ........

Meter 

number.

29

N.

Gage 

height 

(feet).

2.09

Area of 

section 

(square 

feet).

281

Mean 

velocity 

(feet per 

second).

i -n

Discharge 

(seco iidfeet) .

'17^

a 258

SOUTH FORK OP SHENANDOAH RIVER.

1 

2

Aug. 0 

Aug. 29

C.C.Babb ........

D.C. Humphreys.

29

N.

1.22 

1.34

74 

68

1.55 

1.28

' 114 

87

a Result obtained, by differences, the discharge of the South Fork of the 

Shonandoahi 87 second-feet, being deducted from the total discharge of the Shenandoab, 345 second-foot, measured below the juiictioii.

Daily gage height of North River at Port Republic, Va., for 1805.

 Day.

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

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

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

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

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

0. ........................

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

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

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

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

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

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

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

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

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

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

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

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

20.................;......

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

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

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

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

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

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

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

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

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

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

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

Aug.

2.20

2

Ofi

2.15

2.15

2.15

2.08

2.08

2.08

2.07

2.07

2.07

2.07

2.07

2.05

2.05

2.05

2.05

2.40

2 on

2.20

2.15

2.09

2.05

2.03

Sept.

2

AO

2

AO

2.00

2 01

2.00

2.00

2.00

2.00

S on

2.10

2.10

2.00

2.00

2.00

1.90

1.90

1.90

.1.90

1.90

1.90

1.90

1 90

1.90

1.90

1.90

1.90

Oct.

1.90

1.90

1 90

1 90

1.90

1.85

I

DE

1.85

1.85

1.85

1.85

1.85

1.75

1.75

1.75

1.75

1.75

1.75

1.75

1.75

1.75

1.75

1.75

1.75

1.75

1.75

1.75

Nov.

1 7*1

1.75

1.85

1 fi^

1.85

1

QK

1.85

1 &**

1 Q r»

1.90

1.90

1.90

1 90

2.00

2.00

2.00

1 90

1.90

1 fil

1.85

(«)

1.85

1.85

Doc.

1 P.^

1 90

i on

1 fi^ 

i fin

1 QFl

i or

1 flP*

I Qfi

i an

1.80

1.80

1.80

1 fin

1.80

1.80 i fin

1.80

1 Of)

i Rn

1.80

9 1ft

1.90

1.80

1 sn

i on

2.45

2.40

2.50

in gage.
52. PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. MO. 

Daily gage height of South liiver at Port Republic, Fa., for 1S95.

Day.

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

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

0.. .......................

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

23. ..\.... ......... .......

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

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

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

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

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

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

30. ....................... o-i

Aug.

1 IK

1.12

1.10

1.10

1.10

1.10

1.08

1.06

1.06 '.06

.05

.05

.05

.05

.05

1.05

1.05

1.05

1.04-

1.42

1.40

1.40

1.37 1 'U

1.30

1.30

Sept.

1.34

1 34

1 39

1.32

1 39

1.30

1.45

1.35

I

oc

1.32

1 30

1.30

1.30

I. 30

1.30

1.25

1.25

1.25

1.25

1.25

1.25

1.25

1.25

1.20

1.20

1.20

1 90

Oct.

1.20

1.20

1.20

1.20

1.20

1 9O

1.20

1.20

1.20

1.20

1.20

1 90

. 1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

. 1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

Nov.

1.20

1.20

1.30

1.30

1.30

1.30

1.30

1.30

1 3A

1.30

1 30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.25

1.25

1.25

1.25

1.25

1.25

1.30

1.30

1.30

1.30

1 30

Dec.

1.30

1.40

1.30

1 'Jrt

1.30

1.4.0

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

2.10

1.80

l.CO

1.60

1.60

1.80

2.10

2.10

2.10

2.00

On August 7, 1895, measurements of the North and South forks of 

the Shenandoah were made at Eiverton, Warren County, Va. The 

county highway bridge over the North Fork at this town is located 

about 300 feet below a small dam. At the time the discharge was measured the water surface was 44.74 feet below the top of the upper end 

of the fourth floor beam on the first span of the bridge from the south. 

The discharge was 362 second-feet. This location is favorable for a permanent-station'. The county highway bridge over the South Fork- is 

located about 200 feet above a dam and is not suitable for gaging purposes. A measurement of discharge of this fork was made, however, 

from the Southern Eailroad bridge, which is located about 400 feet 

above the junction of the North and South forks, the quantity found 

being 791 second-feet. The distance from the water surface to the top of 

the upper end of the first floor beam on the second span from the west 

was 43.70 feet. The section is not good for discharge measurements, 

as the water flows through trestlework in the first and third spans, 

and at low water is divided into four channels under the second span 

by old foundations.

The Norfolk and Western Eailroad bridge over the main Shenandoah 

below Eiverton is about 200 feet below the junction of the two forks. 

On August 7 the distance from the water surface to the top of the upper 

end of the third floor beam of the first span from the east was 47.50 

feet. The bridge has 4 spans, each 150 feet long, with two 100-foot spans 

at each end. The Weather Bureau gage located at this point is painted 

on the eastern and upper face of the second pier from the east. When
NEWELL.] SHENANDOAH RIVER. 53

inspected the marks were almost obliterated. The reading of 45.90 

feet is opposite the top of the fifth floor beam of the second span from 

the east. This bridge is placed diagonally across the river and is not 

suitable for river measurements.

MILLVILLK STATION, ON SHENANDOAH KIVER.

A station for measuring Sheuandoah Eiver was established at a point 

4 miles above Harpers Ferry, where there is a cable stretched across 

the river, the property of Becker Bros., of Baltimore, Md. Permission 

was obtained to utilize this cable by swinging from it a suitable box 

from which discharge measurements could be made. On April 15,1895, 

a vertical gage was placed in the river and securely fastened to the 

overhanging trunk of a tree. A deep notch was cut in the tree opposite the 8-foot mark. Daily observations were begun at this time.

Measurements of discharge were made at short intervals, sufficient to 

construct the rating table given below; and by means of this, computations were made of the daily discharge. The results by months are 

shown on page 54. The channel at this station is straight, and the 

water moves at moderate velocity. The banks are liable to overflow, 

and the bed of the stream is rocky and shows little change from time to 

time.

List of discharge measurements made on Shenandoali Eiver at Millvillc, W. Va.

No.

1

?,

3

5

fi

7

8 

!) in

Date.

1895. 

April 24 

May 1

May 2

May 8

M.ay 24

.Tuno 8

Juno .15

July 12

Hydrographor.

C.C.Babb ...... 

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

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

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

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

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

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

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

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

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

Meter 

number.

29 h 

29 h

29 li

29 li

29 li

29 li 

29 li

29 h

Gago 

height 

(feet).

1.90 

7.50

5.20

3 no

2.35 

1.10 1.30

Area of 

section 

(square 

(foot).

1,825 

4, 843

4,393

3,463

2, 397

2,135 

1,404

1,549

Mean 

velocity 

(feet per 

second.)

1.18 

4.07

3.61

3.17

I

on

1.70 0 9''

1.42 

0.77

0.74

Discharge 

(secondfoot).

2, 1C2 

19,711

15, 859

10, 981

4,311

5, 745

3,044 

1,120

1, 150

Eating table for Shenandoah Eiver at MiUville, W. Va.

Gage 

height.

O.GO

0.70

0.80

0.90

1.00

1.10

1.20

1.30

1.40

1.50

l.CO

1.70

1.80

1.90

2.00

Discharge.

890

940

990

1,040

1 , 090

1,140

1,200

1,300

1,400

1,510

1,050

1,820

1,090

2,160

2,330

Gago 

height.

2.10

2.20

2.30

2.40

2.50

2. CO

2.70

2.80

2.90

3. 00

3.10

3.20

3.30

3.40

3.50

Discharge.

2,500

2, 070

2,840

3, 020

3,210

U, 400

3, 590

3,780

3,980

4, 180

4,390

4,030

4,900

5, 190

5,490

Gago 

height.

3. CO

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

Discharge.

5,790

6,090

6, 390

0,700

7, 025

7,350

7,075

8,000

8,325

8,050

8, 97f.

9,300

9, 625

9,950

10, 275

Gage 

height.

r». 10

5.20

5.30

5. 40

5. 50

5. CO

5.70

5.80

5.90

C.OO

6. 1.0

6.20

Discharge.

10, 600

10,925

11,250

11,575

11,900

12,225

12, 550

12. 875

13, 200

13, 525

13, 850

14, 175
54 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140. 

Daily gage height of Shenandoah River at Millville, W. Fa., for 1S95.

Day.

1

2

3.,,

4

0

7

8

0

10

11

12

13 .

14

15.

16.

17.

18.

19.

20.

21.

22.

23.

24.

25.

26.

27.

28.

29.

30.

31..

Apr.

2.80

3.00

2.70

2.50

2.40

2.30

2.30

2.00

2.00

1. 90

1.80

1.80

1.80

1.70

2.00

3.10

May.

7.40

G.90

0.20

5.45

4.40

3.85

3.30

3.05

2.90

2.60

2.60

2.40

2.40

2.30

2.30

2.30

2.20

2.20

2.20

2.30

2.40

2.70

3.85

3.70

3.20

2.80

2.70

2.70

2.50

2.30

2.10

June.

2.10

1.90

1.80

1.70

1.70

1.60

1.60

1.50

1.40

1.40

1.30

1.30

].30

1.40

2.40

1.80

1.50

1.30

1.20

1.20

1.10

1. 10

1.00

1.00

1.00

1.00

1.00

2.20

1.90

1.80

July.

2 . on VU

4.10

3.00

2.40

2.00

1.80

1.70

1.50

1.40

1.40

1.40

1.30'

1.30

1.30

1.20

1.10

1.20

1.50

1.20

1.10

1.00

1.00

1.00

1.20

1.20

2.10

2.20

1.90

1.70

1.50

1.30

Aug.

1.10

1.00

1.00

1.00

1.00

1.00

0.90

0.90

0.90

0.90

0.90

0.90

0.90

0.80

0.70

0.70

0.60

0.60

0.80

0.80

0.80

0.80

0.70

0.60

0.60

0.60

0.60

0.50

0.50

0.50

1. 50

Sept.

0.70

1.30

1.00

0.90

0.80

0. GO

0.60

0.60

1.00

0.80

0.70

1.00

0.90

0.90

0.70

0.70

0.00

0.60

0.60

0.60

0.70

0.60

0.60

0.60

0.60

0.60

0.60

0.60

0.60

0.60

........

Oct.

0.60

0.60

0.60

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.40

0.40

0.40

0.40

0.40

Nov.

0.50

0.40

0.60

0.60

0.60

0.60

0.60

0.60

0.60

0.70

0.70

0.70

0.70

0.70

0.70

0.60

0.60

0.60

0.00

0.60

0.60

0.60

0.60

0.60

0.60

0.60

0.60

0.60

O.GO

0.60

Dec.

0.60

O.GO

0.60

O.GO

0.60

0.60

0.60

0.60

O.GO

0.60

0.60

0.60

0.60

0.60

O.GO

0.60

O.GO

0.60

0.60

0.70

0.70

0.70

0.70

0.70

1.00

1.00

1.00

1.00

1.30

1.40

1.40

Discharge of Shenandoah River at Millville, W. Fa. 

[Drainage area, 2,995 square miles.]

Month.

1895. 

April .15 to.30.......

Discharge in seeoiul-l'eet.

Maximum.

4,390 

18, 075 

3, 020 

7,350 

1,510 

1,300

Minimum.

1,820 

2,500 

1,090 

1,090 

840 

890

Mean.

2,799 

5,307 

1, 599 

1,860 

1,000 

954

Run-off.

Depth in 

inches.

1.03 

2.04 

0.59 

0.71 

0.38 

0.35

Secondfeet per 

square 

mile.

0.93 

1.77 

0.53 

0.62 

0.33 

0.31

POTOMAC RIVER BELOW SHENANDOAH RIVER. 

POINT OF ROCKS STATION, ON POTOMAC RIVEK, MARYLAND.,

Point of Eocks is the name of a railroad station on the north side of 

Potomac Eiver, 12 miles below Harpers Ferry and about one-half mile 

above Washington Junction, where the branch of the Baltimore and 

Ohio Eailroad leaves the main line for the city of Washington. At this 

point the Potomac Eiver cuts through Catoctin Mountain, forming a 

deep, narrow gorge. A toll bridge has been erected, crossing the stream 

just below the mouth of Catoctin Creek. This point is about 6 miles 

above the mouth of Monocacy Eiver, and also of a number of smaller 

streams, and therefore the measurements of discharge do not represent 

the entire flow of the Potomac Eiver. The drainage area here is estimated to be 9,654 square miles.
NEWELL.] POTOMAC RIVER AT POINT OF ROCKS. 55

A wire gage was placed on the toll bridge on February 17,1895. 

The 2-foot mark of the rod is opposite the second upright of the third 

span. The total length of wire is 48 feet, and the distance from the zero 

of the rod to t the pulley is 6 feet. The initial point for sounding is at 

the left bank. The bed of the stream is rocky and not liable to change. 

The banks are moderately high, floods overflowing on the right-hand 

side. Opposite the middle of the sixth span is the head of a long, narrow island, and opposite the end of the seventh span is the head of 

another island, about 20 feet below the bridge. The measurements are 

made from the bridge by lowering the current meter suspended by a 

wire cord. A number of measurements were made during July, 1895 

sufficient for the construction of a rating table by which the average 

discharge has been computed.

 List of diacliarge measurements made on Potomac River at Point of Roclcs, Md.

No.

1

2 

3 

4 

5 

0 

7 

8 

9 

10 

11 

12

Bute.

1895. 

Mar. 25 

A pr. 5 

Apr. 13 

Apr. 23 

May 1 

May 7 

May 17 

May 23 

Juno 3 

June 17 

July 10 

Nov. 0

Jlydrographer.

C. C. Babb...... 

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

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

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

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

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

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

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

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

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

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

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

Meter 

number.

29 h 

29 h 

29 h 

29 li 

29 h 

29 h 

29 li 

29 h 

29 h 

29 h 

76 

02

Gago 

height 

(i'eot).

3.45 

3.82 

4.67 

2.50 

4.75 

3.50 

2.75 

2.85 

1.93 

1.70 

1.90 

0.80

Area of 

section 

(square 

loot).

10, 524 

6,338 

7,851 

4,765 

7,717 

5,780 

5,118 

5,290 

3,998 

3, 793 

 4, 695 

2,355

Mean 

velocity 

(feet per 

second).

1.G8 

2.21 

2.23 

1.55 

2.73 

2.10. 

' 1.74 

1.74 

1.13 

1.12 

1 . 14 

0. 51

Discharge 

(secondfeot).

10,524 

14, 032 

17, 510 

7,371 

21, 073 

12, 484 

8,918 

9, 189 

4,630 

4, 233 

. 4,095 

1,202

Rating table for Potomac River at Point of Mocks, Md.

Gage 

height.

0.60

0.70

0.80

0.90

1.00

!.10

1.20

1.30

1.40

1.50

1.60

1.70

' 1. 80

1.90

2.00

2.10

2.20'

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

Discharge.

825

1,000

1,200

1,400

1,650

1,900

2,150

2,400

2,700

3,050

3,400

3,800

4,200

. 4, 600

5, 000

5,400

5,900

6,400

0,900

7,400

7,900

8,400

8,900

9,400

9,900

10,400

10, 900

Gage 

height.

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.00

Discharge.

11, 400

11, 900

12, 400

12, 900

13, 400

13, 900

14, 400

14, 900

15,400

15, 900

16, 400

16, 900

17, 400

17, 900

18, 400

18, 900

19, 400

19, 900

20, 400

20, 900

21, 400

21, 900

22, 400

22, 900

23, 400

23, 000

24, 400

Gago 

height.

6.00

0.10

6.20

6. 30 .

6.40

6. 00

6.60

6.70

6.80

0.90

7.00

7.10

7.20

7.30

7.40

7.50

7.60

7.70

7.80

7.90

8.00

8.10

8.20

8.30

8.40

8.50

8.00

Discharge.

24,900

25, 400

25, 900

20, 400

20, 900

27, 400

27, 900

28, 400

' 28, 900

29, 400

29, 900

30, 400

30, 900

31, 400

31, 900

32, 400

32, 900

33, 400

33, 900

34, 400

34, 900

35, 400

35, 900

36, 400

36, 900

37, 400

37, 900

Gaze 

height.

8.70

8.80

8.90

9.00

9.10

9.20

9.30

9.40

9.50

9.60

'9.70

9.80

9.90

10.00

10.10

10.20

10.30

10. 40

10.50

10.60

10.70

1.0. 80

10.90

11.00

.11. 10

11.20

Discharge.

38, 400

38, 900

39, 400

39, 900

40, 400

40, 900

41, 400

41, 900

42, 400

42, 900

43, 400

43, 900

44, 400

44, 900

45, 400

45, 900

46, 400

46, 900

47, 400

47, 900

48, 400

48, 900

49, 400

49, 900

50, 400

50, 900
56 PROGRESS REPORT, HYDROGRAPHY, isos.

Daily gage height of Potomac River at Point of Rocks, Md., for 1S95.

Day.

1...

2...

3...

4...

5...

0...

7...

8...

10..

11..

12.. 

13..

14..

15..

17..

18.. 

19.. 

20.. 

21.. 

22.. 

23.. 

24.. 

25.. 

26..

27;,

28.. 

29.. 

30.. 

31..

Feb.

2.00

2.00 

2.00 

2.00 

2.10 

2.22 

2.40 

2.40 

2.40 

2.50 

3.30 

4.00

Mar.

6.50

10. 10

11.00

10.00

7.50

C.OO

5 on

4.70

4.50

4.50

4.40

4.00 

4.00

4.00

5.10

G. 30

8.50

7.30 

5.80 

5.30 

4.50 

4.20 

3.80 

3.00 

3.40 

3.30 

3.40 

4.20 

3. (JO 

4.70 

3.90

Apr.

3.50

q on

4:00

3.90

3.40

3 1 fl

3.00

3.40

11.20'

8.30

0.20 

4 90

4.20

o on

3.70

3.40 

3.10 

3.00 

2.80 

2. CO 

2.50 

2.40 

2,40 

2.30 

2.20 

2.20 

2.20 

2. GO

May.

3.70

6.30

6.20

5.80

4.80

4.10

3.10

3.10

3.20

3.20

3.10 

3.10

3.20

2.80

2. CO 

2. CO 

2.80 

2.70 

2.80 

3.20 

4.20 

3.70 

3.00 

2.90 

2.80 

2.80 

2. CO 

2.40

Juno.

9 on

9 in

1 90

i an

1.80

1.80 

1 CO

1.70

1. CO

1.50 

l.CO

l.CO

1.00

1.50 

1.50 

1.40 

1.30 

1.40 

1.40 

1.30 

1.20 

1.20 

1.60 

2.50 

2.00 

1.90

July.

2.40

3.10

2 7ft

2.50

2.30

2.10 

1.90

1.90

2.10

2.00

1.90

1.90 

1.70

l.CO

.1.50

1.40

1.40

1.40 

1.50 

1.40 

1.40 

1.40 

1.50 

1.30 

1.30 

1.40 

l.CO 

1.70 

1. GO 

1.50 

1.50

Aug.

1.40

1.30

1 9/1

1.20

1.30

1.20

1.20

1.50

1.40

1.30

1.20 

1.20

1.10

1.00

1.00 

1.00 

1.00 

1.00 

0.90 

0.90 

0.90 

0.80 

0.80 

0.80 

0.80 

0.80 

0.90 

0.90

Sept.

1.00

1.10

1.10

1.00

1.00 

1.00

0.90

0.90

1.00

0.90

0.90 

0.90

0.90

0.90

0.90

0.80

0.80 

0.90 

0.90 

0.80 

0.80 

0.80 

0.90 

0.90 

0.80 

0.80 

'0.80 

0.70 

0.70

Oct.

0.70

0.70

0.70

0.70

0.70

0.70

0.70

0.70

0.70

0.80 

0. CO

0. CO

0. 70

0.70

0.70

0.70 

0.70 

0.70 

0. CO 

0.00 

0.70 

0.70 

0.70 

0.70 

0.70 

0.70 

0.70 

0.70 

0.70

Nov.

0.80

0.80

0.70

0.70

0.70

0.80 

0.70

0.70

0.70

0.80

0.80

0.90 

0.80

0.80

0 80

0.80

0.80 

0.80 

0.80 

0.80 

0.80 

0.80 

0.80 

0.80 

0.80 

0.80 

0.90 

0.90 

0.80

Dec.

* 0.80

'0.90

0.90

0.90

0.90

1.00 

1.20

1.20

1.00

0.90

0.90

0.90 

1.00

2.00

1.00

0.90

0.80

0.80 

0.70 

0.70 

0.70 

1.00 

1.00 

1.70 

1.70 

l.GO 

1.70 

1.80 

1.30 

1.30 

1.70

Discharge of Potomac River at Point of Roclcs, Md. 

[Drainage area, 9,654 square miles.]

Mouth.

1895.

February 17 to 28 . .

Discharge in second-feet.

Maximum.

14, 900

49, 900 

50, 900 

26, 400 

7,400 

10, 400 

3,050 

' 2, 400 

1,200 

1,400 

5,000

Minimum.

5,000

11,400 

5,900 

C, 900 

2,150 

2,400 

1, 200 

1,000 

825 

1,000 

1,000

Mean.

7,142 

21, 884 

13, 383 

12, 109 

3,055 

. 3,882 

1,852 

1,428 

984 

1,180 

2,084

Eun-off.

Depth in 

inches.

0.77

2. 02 

1.55 

1.45 

0.43 

0.46 

0.22 

0..17 

0.12 

0.13 

0.25

Second - 

feet per 

square 

mile.

0.74 

2.27 

1.39 

. 1.20 

0.38 

0.40 

0. 19 

0.15 

0.10 

0.12 

0.22

CHAIN BRIDGE STATION, ON POTOMAC RIVER.

Chain Bridge crosses the Potomac within the District of Columbia, 

at a point about 3 miles above Georgetown and a few hundred feet 

below Little Falls, the head of tide water. The Virginia shore at this 

place consists of precipitous rocks for a vertical height of about 150 

feet. The opposite side consists of a low plain covered with water at 

time of high floods.

The first attempt at river measurement at this point was made on 

April 3, 1891, by Mr. Cyrus C. Babb and others. At that time there 

was an unusual flood, the water being the highest known since the
NEWELL.] POTOMAC EIVER AT CHAIN BRIDGE. 57

great flood of June, 1889. The water surface extended across the lowlands to the bank of the Chesapeake and Ohio Canal, a width of about 

1,200 feet. The average low water width at this point is only about 

150 feet. The velocity was so-great that it was found to be very difficult to immerse the current meters beneath the surface. A 60-pound 

iron weight, lowered by means of a rope, would not sink more than a 

few inches into the water, being carried downstream as far as the rope 

could be let out. Finally a long iron rod about 1 inch in diameter was 

procured and the meter firmly fastened to the lower end. This was 

held in place by stay lines fastened from a point above the meter and 

running upstream to the upper side of the bridge. The first attempt 

was with the meter moving freely on the swivel, but owing to the 

swirling motion of the water the meter was twisted about and injured. 

The next attempt was with a meter fastened rigidly, pointing upstream, 

and by this means surface velocities were obtained. Near the abutment the mean of several observations gave the velocity of 11.1 feet per 

second. At the second point the average of the observations was 14.0 

feet per secondhand farther out 15.6 feet per second. This latter position 

was apparently the one of maximum surface velocity. Here a portion 

of the meter was lost by being carried away by drift. The cross sec-" 

tion was obtained by measurement and sounding during time of low 

water. It was computed to be at this time 16,350 square feet. The 

estimated average velocity for the entire cross section was 10.9 feet per 

second, giving a discharge of 178,215 second-feet.

On the 1st of May, 1891, a gaging station was established at this 

point, and readings were begun on May 4, being continued at intervals 

since that date. The gage rod, marked in feet and tenths, is fastened 

horizontally and wired to the tension rods of the bridge. At the lower 

end of the rod is a small iron pulley. Over this runs a wire rope with 

'Weight on the end, the upper end of the rope moving horizontally along 

the gage, while the weight moves in a direction vertical to the surface 

of the water. When not in use the weight is drawn up about 15 feet 

above the surface of the water, and the wire is secured by a lock. 

When an observation of height is to be taken the weight is lowered 

until it just touches the surface of the water, and the reading on the 

rod opposite the brass wire marker is noted. Three readings a day 

were made at first.

At this point the cable and trolley method of measurement was 

tested, the apparatus being put in place by Mr. William P. Trowbridge, 

jr., and Mr. Cyrus C. Babb. The main cable was placed about 150 feet 

above the bridge. It consisted of a No. 6 galvanized iron wire, having a 

span of 300 feet. On the southern or Virginia shore this was anchored 

to an iron rod wedged into the rocks. On the opposite shore it was 

fastened to a ring, a remnant of the old chain bridge which formerly 

spanned the river at this place. The wire was elevated above the surface of the flood plain at this side by vertical timbers, in order to keep 

'it approximately level. For the halyards or cords for pulling the meter
58 PROGRESS REPORT, HYDROGRAPHY, l£95. [BULL. 140.

forward and backward No. 7 B sash cord was used. The stay cable 

was placed 225 feet above the main cable, and consisted of No. 9 wire, 

having a span of about 250 feet. The apparatus was worked from the 

high Virginia shore.

The width of the water surface at low stages under the main cable 

was 150 feet. The timbers supporting the end of the cable on the low 

ground Avere set about 120 feet back from the shore, and 15 feet above 

IOAV water, allowing for a rise of this amount before submerging this 

end of the cable supports. From this point the nearly level flood plain 

extends to the bank of the Chesapeake and Ohio Canal, a distance of 

about 1,000 feet. This plain is covered with water, however, only, in 

times of extreme flood, like that above described.

The method of stream measurement by the cable and trolley is 

described in the Eleventh Annual Report of this Survey, Part II, Irrigation, page 17. All of the work is done from shore, the hydrographer 

placing the meter at any point in the stream by suitable movement of 

the supporting cords or wires. By means of this apparatus Mr. Babb 

was able to make measurements of the stream without assistance. On 

May 22, 1891, he found by this means the discharge to be 5,455 secondfeet. Considerable trouble was experienced in the use of the double 

incandescent electric-light cord by which the meter was raised and 

lowered, and through \vhich the electric circuit was made, owing to the 

wearing of the surface covering and consequent short circuiting. He 

concluded that as a rule it was not advantageous to attempt to make 

measurements alone on rivers of this size, as there are too many details 

to be observed. On December 15, 1891, he found a discharge of 6,611 

second-feet; on December 22,3,968 second-feet; and on December 29, 

12,378 second-feet.

The computations of discharge at Chain Bridge are complicated by 

the fact that there is an average daily range of tide of about 3 feet,

this tide extending about 700 feet above the bridge to the foot of the 

rapids, which extend for about 0.2 mile farther upstream. The place 

selected for the station is the best to be had within a considerable 

distance. Above these rapids the river widens into a broad sheet of 

water, extending for several miles up to Great Falls. The observations were made three times a day, and in case of sudden flood at more 

frequent intervals, the time of observations being such that the height 

at high and low tide is given.

At Great Falls the Potomac flows through two channels, Conns 

Island being between them. The dam for the aqueduct supplying the 

city of Washington, as at first built, extended across the Maryland 

channel to the island. In 1886 the present dam was finished and the 

crest of the old dam raised by about 15 inches. A record has been 

kept of the height of water on the dam since January, 1878, by the 

aqueduct officials, who have also preserved data as to the condition of 

the water. Owing to the changes in the dam, the record from 1878 to 

1886 can not be used Avith any considerable degree of confidence for
NEWELL.] POTOMAC RIVER. 59

estimating discharge, and is of value mainly in showing the fluctuations of the stream. This indetiniteness of the record is due to the fact 

that there was usually an unrestricted flow in the Virginia channel, 

and also occasional changes by the construction of temporary dams during the periods of extreme low water, when the the water supply of the 

city began to diminish. At such times these were built at the head of 

Conns Island, to divert water into the Maryland channel and from this 

into the aqueduct. The records since 1886 are of use, however, as being 

comparable among themselves. It is possible to estimate the daily discharge with a fair degree of accuracy.

After Mr. Babb had succeeded in making a rating table for the 

station at Chain Bridge, he compared the record of heights at Chain 

Bridge and at Great Falls, in this manner obtaining an estimated 

equivalent discharge for the readings kept at Great Falls since 1886. 

The results are published in the Fourteenth Annual Eeport of this 

Survey, Part II, pages 135-137.

The condition of the water as noted at Great Falls gives in a general 

way the amount of sediment carried by this stream, and attempts 

have been made to interpret the arbitrary record into probable quantities of silt transported. The observations on the condition of water 

were made by means of a horizontal metallic tube 36 inches long, with 

glass ends. This is filled with water and a ball is placed in the tube, 

so arranged that it can be moved forward and backward. Looking 

through the water the observer notes the distance at which the ball 

can be seen from one end. This distance, which may vary from 1 inch 

for very muddy water to 36 inches for what is considered clear water, 

is noted as the condition of the water.

In order to interpret this record into average quantity of sediment, 

samples were secured at Great Falls through the kindness of Col. G. H. 

Elliot, in charge of the Washington Aqueduct. These samples were 

taken in glass jars holding about one quart, and were sent to the chemist of the Geological Survey for the determination of the quantity of 

water and the weight of the contained sediment. E"o special refinement 

was attempted in taking these samples, as the original records which 

it was desired to interpret were, at the best approximate. To take these 

samples, the clean jar was immersed below the surface, quickly withdrawn, and sealed. Fifty-three samples were examined, these ranging 

from a condition of water marked 1, or very muddy, up to 36, or clear. 

The amount of sediment and the corresponding readings for the condition of water were platted on cross-section paper, the ratio of sediment to water as ordiuates, and the condition of the water on the 

arbitrary scale as abscissae. Through the points thus obtained a 

smooth curve was drawn, from which a table was constructed giving 

for each inch read on the arbitrary scale the corresponding ratio of 

sediment. In order to obtain the total amount of sediment transported 

by the river for any length of time, the quantity of water discharged 

during that period was multiplied by the average ratio obtained by
60 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

this method. The results are published in condensed form in the 

Fourteenth Annual Eeport of this Survey, Part II, page 140. 1

Condition of Potomac water and weight of sediment.

No.

1

2

3

4

5

C

7

8

9

10

n

12

13

14

15

16

17

18

19

20

21

22

23

21

25

20

Date.

1891.

Oct. 30

....do...

Oct. 31

....do ...

Nov 1

Nov 2

Nov 14

Nor 15

Nov 1C

Nov 17

Nor 18

Nov 19

Nov 24

Nov 20

Nov 28

Dec. C

Dec. 7

Dec. 1C

Dec. 18

Dec. 23

Dec. 25

Dec. 27

Dec. 28

1892.

Jan. 13

Jan. 10

Jan. 19

Condition.

36

36

36

30

30

30

20

20

22

15

7

0

7

0

3

1

1

18

20

33

3

4

3

13

1

2

Milligrams 

per liter.

10.3

7.6

8.2

12.9

14.4

a 27. 4

24'. 5

25.7

20.8

22.5

41.0

48.8

01.7

89.9

157.0

982.0

1,165.0

20.5

10.0

9.4

93.3

120.8

122.4

40.8

514. 0

110.3

No.

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

Date.

1892.

Jau. 23

Jan. 29

Jan. 30

Feb. 1

Feb. 10

Apr. 0

Apr. 9

Apr. 11

Apr. 12

Apr. 13

Apr. 14

Apr. 18

Apr. 20

....do ...

Apr. 21

Apr. 22

June 29

Juno 30

July 3

July 4

July 5

July 8

July 1.1

July 13

Jnl'v 15

July 19

Condition.

12

21

19

20

C

10

18

20

31

33

36

28

21

5

10

8

4

3

7

1

1

4

10

22

8

33

Milligrams 

per liter.

20.3

40.6

22.0

21.7

47.2

48.7

43.0

31.8

16.8

18.6

14.0

22.6

39.3

117. 7

73.8

49.3

96.2

110.4

59.7

811.3

268.8

82.5

30.4

22.6

29.2

10.1

a The sediment consists mainly of line sand.

Daily low-water gage height of Potomac River at Chain Bridge, District of Columbia,

for 1S95.

Day.

1...

2...

3...

4...

5...

C...

7...

8...

9...

10..

11..

12..

13..

14..

15..

16..

17..

18..

19..

 20

21..

22..

23..

24..

25..

26..

27..

28..

29..

30..

31..

Jan.

12.0

12.0

12.1

11.6

11.1

12.0

13.5

13.0

14.6

21.0

27.2

27.2 "21." 6"

19.70

18.0

18.8

19.8

18.3

15. 4

17.5

16.0

18.3

17.5

17.5

17.0

13.6

13.3

13.4

14.2

Feb.

13.3

12.5

12.2

13.0

13.5

12.0

"ii.'o"

12.0

13.0

13.5

12.7

11.5 'ii.'if

11.7

12.5

12.2

13.1

14.1

14. ]'

13.5

13.6

13.0

13.7

17.5

......

Mar.

20.8

24.3

...... 27~ s"

23.0

19.7

17.8

10. 3

15.8

16.3

10.0

10.0

15.8

16.6

18.5

22.0

21.8

19.5

10.3

15. 4

14.3

13.8

13.8

13. 0

12.7

13.8

12.9

12.8

14.0

14.1

Apr.

13.2

13.3

13.3

13.2

13.7

IK. 0

12.5

13.0

10.0

25.8

24.0

19.4

17.5

15 0

14.8

15.0

15.6

14.8

14.0

12.2

12.0

11.7

12.0

12.5

13.0

12.8

12.0

15.0

15.0

15.3

1

May.

15.5

19.5

18.8

17.5

17.4

11.8

13.8

12.9

12.8

13.2

13.5

12. 5

12.0

13. 0

12.5

13.5

13.0

12. 5

12.7

12.1

12.2

12.1

12.2

13.7

13.6

13.1

13.0

12.5

12.4

12.2

12.3

June.

12.5

11.0

11.0

10.9

10.7

11.5

11.5

13.1

11.9

12.0

11.9

11.8

11.7

11.7

11.4

11.4

12.0

11.5

11.8

11.0

11.4

11.9

11.0

11.7

11.4

11.4

11.5

11.7

12.0

12.0

July.

12.0

12.4

12.5

11.7

11.6

12.0

12.0

11.9

11.4

11.4

11.2

11.2

11.3

11.4

11.2

11.4

11.2

11.1

10.5

10.8

11.3

11.1

11.3

11.1

11.3

11.4

11.5

11.3

11.0

11.5

10.6

Aug.

U.O

11.0

11.2

11.8

11.6

11.6

11.4

10.9

11.3

11.0

11.2

11.2

1:1.1

11.0

11.2

 11.3

10.9

10.5

10.0

10.8

10.8

10.8

11.1

11.8

10.8

10.7

10.8

10.7

10.7

10.7

11.8

Sept.

11.1

11.3

11.0

11.3

11.1

11.1

11.9

11.8

11.5

11.6

10.0

10.5

10.5

11.2

11.4

11.0

10.9

1.0.7

10.6

12.2

13.0

13.2

13.7

13.5

13.8

12.8

11.2

11.5

10.9

10.7

......

Oct.

10.0

10.2

10.8

11.0

11.0

11.0

11.0.

10.2

10.2

10.3

11.5

11.2

11.2

11.3

10.8

10.7

10.6

10.7

11.0

10.6

11.0

10.8

10.0

10.2

11.0

11.7

12.0

11.3

10.5

10.0

11.2

Nov.

11.3

10.8

11.4

11.9

11.0

11.0

11.0

10.8

10.8

11.6

10.5

10.0

10.4

10.8

11.0

11.0

11.0

11.1

11.1

11.0

10.8

10.6

10.7

10.8

10.6

11.5

10.5

10.9

10.4

10.5

......

Dec.

11.0

11.2

10.5

11.0

11.0

11.0

11.0

10.5

10.5

10.4

10.4

11.5

11.0

10.8

11.4

11.7 -

10.9

10.6

10.5

10.4

11.8

11.4

10.7

10.7

11.0

12.5

11.0

10.8

11. I

11.9

11.7

Gage lieight from Juno 1 to March 19 from records of wire page.

Gage height from March 20 to December 31. compiled from nilometer sheets.

1 See also Science, vol. 21, No. 542, page 342, Juno 23, 1893. The Sediment of the Potomac Kiver, by 

Cyrus C. Babb.
NEWELL.] JAMES RIVER. 61

During 1895 observations of river height were continued at Chain 

Bridge by means of a nilometer checked by daily readings of the gage. 

On March 20,1895, the old circular-face uilometer Avas removed and the 

cylindrical nilometer, which had been repaired, was placed in its stead. 

The latter instrument has been working satisfactorily during the 

remainder of the year. This nilometer is inspected daily, and observations of the height of river are made by means of the wire gage in 

order to check the record. The nilometer has a range of 25 feet and 

the mechanism can be shifted in times of flood to record greater heights. 

The bench mark for the wire gage is at the end of the rod at the 10-foot 

mark, opposite'the west edge of the fifth upright of the first span, 

counting from the west end of the bridge. The distance from the end 

of the rod to the pulley is 5.20 feet, and from the end of the weight 

to the wire marker is 54.50 feet, this being the total length of the gage. 

Measurements of velocity are made from the bridge.

List of discharge measurements made on Potomac River at Chain Bridge, District of

Columbia.

No.

1

o

3 

4 

5 

0

7

0

Date.

1889.

1891.

May 22 

Juno 13 

Dec. 15 

Dec. 22

Dec. 29 

1894. 

July 21

1895. 

Jau. 23

Hydrographer.

C. C.Babb ..........

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

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

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

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

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

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

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

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

Meter 

number.

8 

8 

7 

7

7 

24 h

29 1

Gago 

height 

(feet).

50.60

33.00

13. 00 

14.00 

13.20 

12.60

14.10 

13.47

17.10

Area of section (square 

foci).

40, 812

16, 350

2,363 

2,825 

2, 447 

2, 579

2, 843 

2, ISO

3,110

Discharge 

(secondi'uet).

471,724

178,215

5,455 

11,850 

6,011 

:t, 908

12, 378 

1,781

20, 028

JAMES RIVER BASIN. 

JAMES RIVER.

James Eiver, like the Potomac, rises among mountain ridges, having 

a general northeasterly and south\vesterly trend, the tributaries flowing 

along narroAV valleys and finally uniting to cut the mountains transversely, the waters escaping in. a southeasterly direction toward the 

sea. The main stream is formed by the junction of Jackson and Cowpasture rivers, both of these rising in the central part of the western 

border of Virginia. The river and the water powers along it are fully 

described by Prof. George F. Swain in his report of the Water Powers 

of the Middle Atlantic Watershed, pages 13-33, contained in Vol. XVI 

of the Tenth Census. An examination of the river and some of the 

tributaries was made in the summer of 1895 for the purpose of choosing 

points where discharge measurements could be made. As a result, the 

stations as described in the following pages Avere established.

GLASGOW STATION, ON NORTH RIVEK.

North River is the largest tributary of the James from the north, 

its drainage basin is mainly Avithin Rockbridge County. The stream
62 PROGRESS REPORT, HYDROGRAPHY, 1895. . 140.

as a whole has a southerly course, and enters James Elver at Balcony 

Falls. The principal tributary of North Eiver is South Eiver, which 

flows along the Avesterly face of South Mountain, emptying into Forth 

Biver about 3 miles below Lexington and 12 miles above its mouth. 

In July the river was examined above Lexington up to the Kerrs 

Creek bridge, a distance of about 4 miles. The bridge at Lexington is 

directly above an old dam, and is therefore a poor locality for discharge 

measurements, the water being ponded for about a mile upstream. At 

the upper end of this still water is a series of riffles where it was decided 

to locate a point for occasional measurement. Low-water discharges 

can be measured by wading and high water by working from a boat 

held by a cable. Extreme flood discharges can be estimated by the 

depth of water on the dam at Lexington.

A number of dams have been built across the river below Lexington, 

and the next point, downstream where measurement can be made is at 

the East Glasgow county bridge, about 2 miles above the mouth of 

North Eiver. The bridge, unlike those above, is an open one, and at the 

time of examination, July 24, 1895, the distance from the water surface 

to the floor of the bridge was about 25 feet. At that time the depth 

was 2.5 feet and the current was sluggish, the maximum velocity being 

about 1 foot per second. A number of measurements have been made, 

as shown by the following table.

A station was established at the East Glasgow County bridge, about 

1 mile above the mouth of North Eiver, and observations were begun on 

August 21, 1895. The height of water is observed by means of a wire 

gage, the marks being placed on the guard rail on the lower side of the 

bridge. From the top of the bridge over the gage to the zero is 32.20 

feet. The distance from the end of the weight to the marker of the 

gage is 27.80 feet. Discharge measurements were made at the rapids, 

1 mile above the bridge. The initial point for sounding is on the right 

bank. The channel above the station is straight about 200 feet aud 

curved below, the water moving with moderate velocity. At the place 

where observations of height are taken the stream is confined within 

its channel by the bridge abutments, and the bed is composed of rock 

and gravel, being fairly permanent.

List of discharge measurements made on North River at Lexington and Grlasgoio, Va.

No.

1

4

Date.

1805.

Aug. 24

Sept. 17

Hydrographer.

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

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

Meter 

number.

29

77

77

12

Gage 

height 

(feet).

6.94

Area of 

section 

(square 

feet).

103

100

105

90

Mean 

velocity 

(feetper 

second).

1.32 i ^

0.78

0.90

Discharge 

(secoiidfeet).

&201

c82

a 81

a Measurement made below Brown Hole, about 1* miles from Lexington.

b Measurement made at Glasgow.

c Measurement made at Kerrs Creek bridge, 2 miles.
NEWELL.] JAMES RIVER. 63

Daily {/aye height of North lilver at Glasyow, Va., for 1S95.

Day.

c.. .........................

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

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

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

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

1!!............ ..............

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

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

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

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

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

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

Oft

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

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

23...... ................'....

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

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

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

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

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

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

yo. ......................... 31. .........................

August.

1.00

0 95

0.90

0.94

0.81

0.91

0.92

0.90

0.82

0.87

September.

0.80

0.83

0.88

0.91

0.9:3

0.92

0.90

0.92

0. 92

0.00

0.90

0.90

0.90

0.88

(a)

0.70

0.72

0.82

0.83

8.81

0.90

0.83

0.82

0.82

October.

0

01

0.80

0.83

0.77

0.77

0.77

0.78

0.80

0.83

0.87

0.85

0.83

0.83

0.83

0.80

0.85

0.8G

0.87

0.88

0.85

0.87

0.84

0.80

0.80

0.87

0.89

0.88

0.87

0.90

0.95

0.95

November.

0 95

0. 98

0.98

0.95

0.95

0.98

1.03

1.05

1.05

1.05

1.05

1. 05

1.05

.1. 08

1.05

1.05

1. 03

1. 00

LOO

1.02

0.98

0.95

0.95

1.00

1.07

1.12

1.07

1.03

Decem 

licr.

1.00

1. 02

1.00

0.90

0.94

0.95

0.95

0.94

0.95

0.95

1.00

0.95

0.90

0.92

0.87

0.90

0.97

0.98

1. 55

1.85

1.C5

1. GO

2.00

1.98

1.75

1.73

aGago wiro and weight stolen; replaced, the 21st. 

HUCHANAN STATION, ON .TAMES 1UVKK.

This point is on James River about 20 miles above the month of 

North River. Measurements of river discharge were made at this point 

largely because of the fact that the Weather Bureau has maintained a 

gage here for about two years with daily observations. The bridge 

at this point is of wood, is covered, and crosses the river on two spans. 

The Weather Bureau rod is fastened to the upper face of the pier in the 

middle of the river, and is therefore about 150 feet from the shore. 

At the time of inspection in July, 1895, it was found to be very difficult 

to read, and the estimates at the time of low water were thought to be 

inaccurate. A wire gage was therefore established at this point. The 

gage board is nailed on the outer rail on the lower side of the bridge, 

about 40 feet from the left bank, and referred to the zero of the old 

gage. The bench mark at this point is the offset in the pier, which is 

opposite the 4-foot mark of the old rod. Discharge measurements are 

made at a bridge about three-fourths of a mile above, as the section at 

the covered bridge where the gage is located is not favorable, owing to 

the sluggish current during low water. At the point where measurements are made the initial point for soundings is taken on the right 

bank, the channel is nearly straight both above and below, and the bed 

of the stream changes but little if any.
64 PROGRESS REPORT, HYDROGRAPHY, 1895. [BOLL. 140.

Lint of discharge measurements made on James Ilivcr at Buchanan, Va.

tto.

1

fl

3

Date.

1895. 

July 31 

Aug. 1

Hydrogmpher.

D. C. Hnmphroys.. 

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

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

Met er 

number.

29 

29

12

Gago 

height 

(feet).

 0.13 

 0. 19

Area of 

section 

(square 

foot).

686 

526

Mean 

velocity 

(feet per 

second).

0.74 

1.04

1.03

Discharge 

(secondfeet).

509 

543

Daily gage height of James Eivcr at Such an an, Va.,for 1895.

Day.

3..................:........

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

0....... .................... 1....... ....................

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

<)...... .....................

10............ .............. 11..........................

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

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

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

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

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

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

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

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

22...........:..........-...

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

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

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

20...........'................

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

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

29

1A

Q-l

August.

 0.20

0.20

0.20

 0.20

. 0. 30

0.30

O qn

September.

0.30

0.40

0 40

0.40

0.50

0.50

0.50

 0.50

0.50

 0.50

0.50

- 0.50

0.50

 0.50

0.50

 0.40

 0.40

0.40

 0.40

 0.40

0.40

-0.40

0.40

 0.40

 0.40

-0.40

 0. 40

0.40

0.40

October.

0.40

0.40

0.40

 0. 40

0.40

- 0.40

 0. 40

 0.40

 0.40

 0. 40

0.40

 0.40

 0.40

 0.40

 0.40

 0.40

 0.40

 0. 40

 0. 40

 0.40

 0.40

 0.40

 0. 40

-0.40

-0.40

 0.40

0.40

November.

0.30

0.20

0.20

0.20

0.20

0.20

0.20

 0.20

-0.20

0.20

-0.20

 0.10

-0.10

 0.10

0.10

 0. 10

 0. 10

0.10

 0.10

 0.10

-0.10

 0.10

0.10

 0,10

-0.10

-0.10

 0. 10

0. 10

 0.10

December.

0. LO

0.10

0.10

0.10

0.10

0.10

0.10

0.10

0.10

0.10

.0.10

0.10

0.10

0.10

0.90

0.92

0.87

0.90

0.97

0.98

1.55

3.00

2.20

2.00

1.80

1.50

1.30

1.10

James Kiver was examined at various points below to determine 

whether a series of measurements could be made economically and 

efficiently. At Balcony Falls a dam was found well located for the 

development of water power, but the nearest point 'where discharge 

observations can be had is at Snowden, 4 miles below. Here the railroad bridge crosses the river diagonally, and is not suitable for use in 

making stream gagings. The examination was continued easterly 

from Balcony Falls to Lynchburg. At this point two railroad bridges 

extend diagonally across the river, spanning several large islands. 

The section under them was not considered favorable for river measurements. The highway bridge is also .unfavorably placed for tbis 

purpose. It consists of four spans, each 165 feet long. The Weather 

Bureau has a gage placed on the south and upper side of the first pier 

from the south. On August 1 the height of water was 0.35 feet. The 

top of the gage, reads at the floor of the bridge 31 feet. Mr. Cyrus C. 

Babb reports that after examination of the river at Kichmond he does 

not consider it possible to establish river measurements at that point,
NEWELL.] RIVERS OF NORTH CAROLINA. 65

because of the facts that the stream is nearly 2,000 feet wide and that 

the channel is cut by numerous islands and is very uneven in cross 

section. A number of small dams are also located at that point, ponding the water in many places. The nearest bridge above Richmond is 

about 65 miles up the river, above many important tributaries.

EASTERN NORTH CAROLINA RIVERS.

Concerning the North Carolina rivers in general, Prof. J. A. Holmes, 

the State geologist, has made the following statements:

During the past few decades the cheapening of coal and the necessity for locating 

on railroad lines in order to avoid the expensive hauling over poor country roads 

have led to the greatly increased use of steam, and to a corresponding neglect of 

water powers in manufacturing enterprises. One after another, a number of corn 

and flour mills, on the banks of the North Carolina streams, have been abandoned 

in favor of the mills established about towns and cities and operated by steam on a 

larger scale.

In spite of this tendency many of the water powers near railroad lines have been 

developed to their fnll capacity, as at Rocky Mount, Haw River, and Rockingharn; 

and Weldon and Roanoke Rapids promise soon to be great manufacturing centers. 

The builders of mills at these places have shown their faith by their works, and in 

reply to a recent inquiry as to the relative merits of water and steam power for operating cotton mills these men express a preference for water power if a good one can 

be had sufficiently near the railroad.

This distance of most of the North Carolina water powers from railroad transportation is the factor that has prevented their development; but the transmission of 

power by electricity promises to do away with this disadvantage by making it practicable to locate the factories on the railroad lines and still operate them by water 

power, whether 1 or 20 miles away. This new factor is giving a new and greater 

importance to our water powers than they have had before. It is rendering practicable not only the development and use of the hitherto inaccessible large powers, like 

the Narrows of the Yadkin, but it also renders possible in many cases the concentration of several small water powers into a single factory, though these water powers 

inay be miles apart on one or more streams. Thus, at Pelzer, S. C., on the Saluda 

River, three small cotton mills are located on the river bank and are operated in 

the old style by direct connection \vith the water wheel. Two other large mills near 

by, one of them just completed, are to be operated by power transmitted by electricity 

from one dam, 700 feet long and 50 feet high, more than 2 miles lower down the 

stream, and also from another about 2 miles above the mills. All of these mills 

ate to be so connected that any surplus of power at one may be transferred to another 

wherever needed.

On the Tar and Neuse rivers there are but few valuable p.owers; one on tho Tar at 

Rocky Mount (fully developed) and one or two on the Neuse near Raleigh (partially 

developed). On the Cape Fear River, Smileys and Buckhorn Falls are undeveloped 

powers of some magnitude and promise. The first is about 5 and the second about 7 

miles from the railroad.

On the Deep and Haw rivers, tributaries of the Cape Fear, are a number of valuable 

powers both developed and undeveloped; and located at these developed powers are 

more than a dozen cotton mills and a number of grist and saw mills. The most valuable of these powers on Deep River is that at Lockville, on the Seaboard Air-Line 

Railroad, abo.ut 2 miles above its junction with Haw River. Hero the canals formerly 

used for navigation purposes could now be \ised for operating extensive machinery. 

Only a small roller and grist mill is now in operation. 

Bull. 140 5
66 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

The largest aiid most important powers in the State are on the Roanoke, the Yadkin, and Catawba rivers. The North Carolina powers on the former stream are 

limited to that part of it between Gaston and Weldon, where there is a total fall of 

84 feet in a distance of about 9 miles; and the possible developments here range in 

the aggregate, under different conditions, from 12,000 to 20,000 horsepower. Powers 

are being developed by two companies one at Weldon and the other at Roauoke 

Rapids, 5 or 6 miles above and mills and factories are now being constructed.

The Yadkiu River, at and just above the Narrows, is 0110 of the greatest power 

centers in the State, and will probably bo developed in the near future. Here,the 

river has cut its way down, in a narrow gorge, across a series of very hard and tough 

volcanic rocks to softer rocks below. Starting at the lower end of the Narrows 

gorge, 3 to 4 miles long and 100 to 500 yards wide, in the distance of 10 miles the 

river has a fall of more than 200 feet, an average of more than 20 feet to the 

mile. The conditions do not favor the location of factories directly on the banks of 

the stream, but in the near future there will be probably 10,000 to 20,000 horsepower 

developed and transmitted from the Narrows to factories located and operated on the 

railroad a few miles distant. Above the Southern Railroad crossing, near Salisbury, 

are a number of smaller powers. Bean shoal, the most prominent power, can only 

be fully developed at an expense probably too great to warrant the undertaking at 

the present time.

The next great manufacturing center, after Weldon on the Roanoke and the Narrows 

region on the Yadkin, should be somewhere on the Western North Carolina Railroad 

near where it crosses the Catawba River, or west toward Hickory. For several 

miles below this railroad crossing, and in the long bend for 12 or 15 miles'above this 

point, are a number of shoals or rapids in the Catawba with a fall ranging from 5 

to 50 feet in distances of from a few yards to 2 or 3 miles. These might be developed 

separately to operate independent factories, or, supported by larger capital, the several shoals might all be connected by electric Avires and the power concentrated at 

some central point. There are other important water powers on the Catawba, both 

above and below this region, several of which operate cotton, grist, and saw mills.

On the smaller rivers and creeks in middle and western North Carolina a considerable number of water powers are already in use in mining or manufacturing establishments, notably on the south fork of the Catawba and the three Broad rivers in 

Gaston, Lincoln, Cleveland, and Rutherford counties; Green River, the Linville, the 

Ararat, and many other smaller streams east of the Blue Ridge.

The powers on streams west of the Blue Ridge have been little developed, and 

individually will not attain the importance of some of those further east; but they 

are numerous and in the gorges, which are often deep and narrow, dams can be constructed at small cost. Electric transmission will, in the near future, render practicable the concentration of power from several of these smaller developments.

The most unique and interesting of the smaller streams are those in portions of 

the sand-hill region, such as Hitchcocks Creek, in Richmond, and Rockfish, in Cumberland County. The sand here serves as a sponge for the rain water, which flows 

by numerous springs into these creeks with but little variation between the winter 

and summer supply. The former of these streams is only 17 miles long, and yet on 

it are located six cotton mills and several grist and saw mills. As illustrating the 

great benefits of such manufacturing establishments to the communities in which 

they are located, it may be stated that these cotton mills in Richmond County, operated by such small streams, have paid out to the people in wages, taxes, and fuel 

during the past five years over $1,000,000.

CLARKSVILLE STATIONS, ON WAN ANJ> STAUNTON RIVERS.

At Clarksville, Ya., the Dan and Staunton rivers unite, forming the 

Boanoke. The Southefii Railroad bridge crosses the two rivers about
NEWELL.] RIVERS OF NORTH CAROLINA. 67

1,000 feet above their junction, the sections being suitable for measurement at both points. The Weather Bureau has a gage on Eoanoke 

River about 400 feet below the railroad crossing. This gage is attached 

firmly to the projecting trunk of an old tree. It read 0.10 feet on 

October 3,1895, and 0.30 feet on October 27: later, 0.59 feet on December 5.

About 4 miles above the junction of the Dan and Staunton rivers is 

a cut-off, apparently occupying an old channel, diverting water from 

the Dan to the Staunton. The banks are 10 feet high and about 225 

feet apart. At its mouth is a shoal or riffle about 70 feet long, the 

water being, on December 4,1895, about 1 foot deep and having an 

estimated velocity of approximately 3 feet per second, giving a total 

discharge from the Dan to the Staunton of 200 second-feet. The 

average width of the water surface in the channel was 150 feet. The 

total fall between, the two rivers was estimated to be approximately 2 

feet, this being principally at the riffle at the mouth of the channel. 

The total length of the channel was about 1,000 feet. This cut-off, by 

carrying water from the Dan, vitiates the separate computations of 

discharge made at the stations below, but does not affect the total discharge for the Eoanoke.

Gaging stations were established on the Dan and Staunton rivers 

at Clarksville on October 28,1895. On Dan Eiver the rod is fastened 

to the inside of the guard rail of the fourth panel of the third span 

west of the Southern Eailroad bridge. The distance from the zero of 

the rod to the outside of the pulley wheel is 3 feet; the length of the 

wire rope is 33.17 feet. The water power from Dan Eiver has been 

developed to a considerable extent at Clarksville. ATI examination 

at points above showed that the dams at Danville pond the water, and 

as a result modify the natural characteristics of the stream.

The gage on Staunton Eiver is fastened to the inside of the guard 

rail of the fourth panel of the third span from the west. The distance 

from the zero to the outside of the pulley wheel is 3 feet; the length of 

the wire gage is 33 feet; the distance of the water surface below the 

top and upper end of the third floor beam of the second span from the 

west was 27.15 feet when the gage height was 0.25 foot. The distance from the east abutment of the Dan Eiver bridge and the west 

abutment of the Stauuton Eiver bridge is 165 feet.

List of discharge measurements made on Dan River at Clarksville, Va.

.No.

1

2

3

Date.

Oct. 28

Dec. 5

Hydrographer.

C. C.Babb........

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

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

Meter 

number.

29

29

62

Gage 

height 

(feet) .

0.38

0. 05

1.12

Area of 

section 

(square 

feet).

591

719

865

Mean 

velocity 

(feet per 

second).

1.31

1.44

1.60

Discharge 

(secondfeet).

773

1, 032

1,382
68 PROGRESS KEPORT, HYDROGRAPHY, 1895. [BOLL. 140. 

List of diacJiarge measurements made on Staunton River at Clarksville, Fa.

No.

1

?,

3

Date.

Oct. 3

Oct. 28

Dec. 5

Hydrograper.

C.C.Babb.. .......

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

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

Meter 

number.

29

76

62

Gage 

heiglit 

(feet! .

 0.07

0.28

0.61

Area of 

section 

(square 

feet).

550

659

917

Mean 

velocity 

(feet per 

second).

0.97

1.31

1.25

Discharge 

(secondfeet).

533

861

1,151

Daily gage height of Dan River at Clarksville, Fa., for 1895.

Day.

1......

2 ......

a .....

4 ......

6......

7 ......

8......

9 ......

11.....

12.....

13 .....

14 .....

15 .....

16 .....

October. Novein- 

.ber.

1.00

1.38

1.70

1.50

1.32

1.15

1.05

1.00

1.05

.1. 05

2.23

2.30

2.09

1.58

1.32

1.23

December.

1 90

1.10

I.JO

1.10

1.15

1.00

1.00

1.00

0.90 i '-ii

1.35

1.35

1.25

1.15

1.05

1.02

Day.

17......

18......

19......

9fi

91

22 ......

23......

24 ......

25......

26......

27......

28......

29......

30......'

31......

October.

0.65

0.65

0.70

0.63

November.

1.19

1.10

1.19

1.05

1.09

1.05

1.05

1.08

1.00

1.15

1.15

1.20

1.80

1.40

December.

1.05

1.02

1.20

1.10

1.15

2.55

4.28

3.88

2.15

1.80

1.62

1.60

1.95

2.00

3.92

Daily gage height of Staunton River at Clarksville, Va., for 1895.

Day.

1......

2......

a......

4......

5 ......

6......

7. ..:..'

Q

10.....

11.....

1.9

13.....

15.....

16 .....

October. November.

0.59

1

00

1.03

0.82

0.65

0.55

0.50

0.52

0.52

1.77

1.79

1.59

1.08

0.82

0.73

December.

0.70

0.60

0.60

0.60

0.65

0.55

0.50

0.50

 0.40

O QK

0.85

0.85

0.75

0.65

0.55

0.52

Day.

17 . -....

18

90

21......

22......

23......

24......

OK

26......

27......

28......

29......

30'......

31......

October.

0.25

0.25

0.27

0.20

November.

0.68

0.60

0.68

0.55

0.57

0.55

0.55

0.58

0.50

0.65

0.65

0.70

1.25

0.90

December.

0.55

0.52

0.70

0.60

0.65

2.05

3.78

3.38

1.65

1.30

1.12

1.10

1.47

1.50

3.48

It is desirable that a gaging station be established on Eoanoke Eiver 

in the vicinity of Weldon, on account of the excellent water-power 

sites near that place. The Weather Bureau has maintained observations of river heights here. At the time of inspection on October 1 

the reading was 0.9 foot, the water being below the end of the rod. 

The section at the railroad bridge is not suitable for measurement, as 

the channel is very uneven and the water is ponded over considerable 

areas in the vicinity of the piers.

A single measurement was made of Meherrin Eiver, a tributary of the 

Chowan. This was at Belfield, near Emporia, in Greenesville County, 

Va*, on October 2,1895. The meter was used from the railroad bridge,
NKWBLL.] RIVERS OF NORTH CAROLINA. 69

one-fourth of a mile south of town. The mean velocity was found to 

be 1.08 feet per second, and the total discharge 72 second-feet.

VAYETTEVILLE STATION, ON CAPE PEAK KiVKtt.

Cape Fear River and its tributaries are described by Prof. George 

F. Swain in his report on the Water Powers of the Southern Atlantic 

Watershed, pages 55-76, published as part of Volume XYI of the Tenth 

Census. In the summer of 1895 an examination was made of the river, 

and a station for measuring the flow was established near Fayetteville. This town is about a mile from the river. The Weather Bureau 

has a substantial gage fastened to the lower side of the east abutment 

of the covered highway bridge, this being about 400 feet above the 

railroad bridge, from, which discharge measurements are made. For 

the lower 29 feet this gage consists of u rod divided into tenths and 

firmly fastened to the abutment. Above the 29-foot mark a scale is 

painted on the rock. The first measurement of discharge was made on 

September 26, showing for a gage height of 1.59 feet a discharge of 

489 second-feet. On December 7 a second measurement at a height of 

2.90 feet gave a discharge of 1,109 second-feet.

The Neuse Eiver was measured on September 27,1895, at Smithfield, 

N. C., this point being about 25 miles southeasterly from Raleigh. The 

discharge as measured from the covered railroad bridge was found to 

be 110 second-feet.

Daily gage height of Cape Fear River near Fai/elteville, N. C.,for 1S95,

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

September.

1.35

1.35

October.

1.20

1.10

1.00

1.00

0.70

0.90

1.10

1.30

1.60

1.90

1.70

1. CO

2.00

2.00

1.80

1.60

1.50

1.30

1.50

1.50

1.20

1.30

1.40

1.30

1.30

1.10

1.30

1.20

1.40

1.30

1.60

November.

4.20

5.00

6.00

7.00

4.80

4.10

3.60

3.20

3.10

3.70

7.00

8.90

6.00

5.40

4.40

4.00

3.80

3.50

3.20

3.10

3.10

3.00

2.90

2.80

2.80

3.00

4.50

4.00

4.00

Dpcember.

3.60

3.10

3 on

3.00

- 3.00

3.00

2.90

2.80

2.60

3.90

10.00

8.20

6.20

5.20

4.70

4.30

4.10

4.20

4.00

4.00

a 18. 50

13.40

9.20

7.00

5.80

5.00

4.90

4.80

6.00

a Began rising about 9.30 a. in. Doc. 22. and reached the highest point about 6 a. in. Dec. 23.
70 PKOGEESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

HOLTSBURG STATION, ON YADKIN RIVER.

The point of measurement for Yadkin River is at the Southern Railroad bridge at Holtsburg, about 4 miles from Salisbury, N. C. The 

section here is favorable, being the only desirable one found in an examination of the river covering some considerable distance. A gage rod 

was located here September 24, 1895. The 10-foot mark of the rod is 

opposite the center of the sixth floor beam on the lower side of the first 

span from the west end. The distance from the zero of the rod to the 

outside of the pulley wheel is 1.85 feet. The length of the wire rope 

and weight is 55.10 feet. The post-office address of the observer is 

Salisbury, N. C., the nearest railroad station, Holtsburg, being merely 

a siding. The locality is reached by wagon from Salisbury.

This river is known as the Yadkin for about 30 miles below this point, 

or to the mouth of Uharie River, entering from the north in Montgomery 

County, 1ST. C. Below this point it is known as the Peedee. The crossing of the river at the railroad station known as Peedee, N. C., was 

examined, but was found not to be suitable for measurement, as the 

space under the railroad bridge is obstructed by dams and fish ways 

between some of the piers and by old crib works under the other spans. 

The next accessible point below this is at Oheraw, S. C., about 8 miles 

south of the State line. There are two bridges over the Peedee within 

a short distance of each other, one being used for the railroad and the 

other being a covered toll bridge. The river channel under these bridges 

is about 300 feet wide, the depth beiu g approximately 15 feet. The maximum surface velocity when the locality was inspected was very slow, 

about 1 foot a second. Daily observations are being taken at this point 

by the Weather Bureau. The rod is graduated to feet and halves and 

is read with difficulty. The height on September 20, 1895, was 1.5 feet.

List of discharge measurements made on Yadkin River near Holtsbury, N. C.

No.

1

2

Date.

Oct. 5

Oct. 26

Hydrograplier.

C. C. Babb........

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

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

Meter 

number.

29

76

62

Gage 

height 

(feet).

1.44

1.45

1.74

Aroaof 

section 

(square 

feet).

1,190

1,159

1, 534

Mean 

velocity 

(feet per 

second).

1.22

1.33

1.57

Discharge 

(secondfeet).

1,457

1,538

2,415
NEWELL.] RIVERS OP NORTH CAROLINA. 71

Daily gage height of Yadkin River at Holtsburg, N. C., for 1895.

Day.

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

a. .....................................

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

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

0. .....................................

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

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

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

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

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

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

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

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

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

19

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

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

O->

2^...... ...............................

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

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

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

IB

9Q

iiO.. ...................................

:n...... ...............................

September.

1.40

1.40

1.40

1.40

1.40

1.40

October.

1.40

1.40

1.40

1.40

1.40

1.50

1.50

1.40

1.40

1.50

1.50

1.50

1.50

1.50

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1,40

1.40

1. 40

1..40

1.50

November.

1.60

1.80

1.80

l.CO

1.50

1.50

1.50

1.50

1.50

1.90

2.20

2.20

1. 90

1.80

1.60

1.60

1.60

l.CO

1.60

l.GO

1.60

l.CO

1.60

1.60

l.GO

1.60

1.80

2.30

1.90

1.70

December.

1.70

1.70

1.70

1.70

1.70

1.60

1.60

1.60

1.60

1.60

1.60

1.70

1.70

1.70

1.60

1.60

1.60

1.60

1.60

l.CO

2.10

2.30

1.90

2.10

2.00

2.20

1.90

2.10

2.40

2.30

4.10 :

FORT MILT, STATION, ON CATAWBA RIVER.

The Catawba River a short distance south of the North Carolina 

State line is crossed by three railroad bridges, these being in succession down stream, the bridge of the Southern Eailway, 3 miles south 

of Fort Mill, the bridge of the Seaboard Air Line (Georgia, Carolina 

and Northern) about 3 miles from Catawba Junction, and belo\v 

this the bridge of the Ohio River and Charleston Railroad. Each of 

these was examined to ascertain the most desirable points for making 

river measurements. It was decided that the highest of these, crossing 

near Tort Mill, was most desirable. A gage was placed here on September 3,1895. It is fastened to the upper side of the guard rail, the 

2-foot mark of the rod being about the center of the second vertical of 

the second truss from the south end of the bridge. The distance from 

the zero of the rod to the outside edge of the pulley wheel is 1.30 feet, 

and the length of wire rope to the end of the weight is 52.96 feet. The 

observer is W. A. Morris, Rockhill, S. 0. It is most convenient, however, to reach the railroad bridge from the station of Port Mill, about 

3 miles distant. A measurement of discharge was made on September 23, when with a gage height of 1.58 feet a quantity of 1,340 

second-feet was found; a second measurement, on October 25, gave, with 

a height of 1.51, a discharge of 1,477 second-feet.

Above this point observations of river height have been kept by the 

Weather Bureau at Mount Holly, IST. C., this point being 5 miles north 

of the State line, and nearly 25 miles above the Fort Mill station. A 

gage here is attached to one of the river piers, but readings have not
72' PROGRESS REPORT, HYDROGRAPHY, 1895. [BUHL. 140.

been made since about 1884. Measurements of discharge could not be 

satisfactorily made at this point, as the river is ponded under the 

bridge by a dam located about 1 mile below. The average depth on 

September 19,1895, was 7 feet, and the maximum surface velocity was 

less than 1 foot per second. The reading of the rod on that day was 

1.80 feet.

Daily gage height of Catawba River at Fort Mill, S. C., for 1895,

Day.

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

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

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

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

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

G..... .................................

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

27.....................1...............

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

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

, 30.....................;...............

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

September.

l.CO

1.60

l.CO

1.50

1.50

1.50

1.50

1.50

October.

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.60

1.50

1.50

1.50

1.50

1.50

1.50

1.50

i <^n

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

November.

1.50

1.60

1.70

1.70

1.60

1.60

1.60

2.05

2.10

1.70

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.70

2.00

1.90

1.70

December.

1.70

1.70

1.70

1.70

1.60

1.60

1.60

1.60

1.80

1.80

1.70

1.70

1.70

1.70

1.60

1.60

1.60

1.60

1.60

1.80

3.40

3.60

2.60

2.20

2.10

2.00

2.00

2.30

2.20

3; 50

GEORGIA RIVERS.

A number of the rivers of Georgia: have been described by Prof. 

George F. Swain in his report on the Water Powers of the Southern 

Atlantic Watershed, published as Volume XVI of the Tenth Census. 

Descriptions of the Savannah, Oconee, and Ocmulgee Rivers are given 

on pages 126-162. The remaining streams in the State are described 

by Prof. Dwight Porter in his report on the Water Powers of the Eastern Gulf Slope, this also forming a portion of Volume XVI of the Tenth 

Census. In this Professor Porter has described the Chattahoochee and 

its tributaries. A reconnoissance was made during the fall for the purpose of selecting points at which discharge measurements might be 

had. This covered the Savannah:River near Augusta, the Oconee near 

Milledgeville, the Ocmulgee near Macon, and the Chattahoochee at 

various points above and below the vicinity of Atlanta.

Computations of the discharge of Savannah River at Augusta, covering the period from 1884 to 1891, were made by Mr. Cyrus C. Babb, and 

published in the Fourteenth Annual Report of the United States Geological Survey, Part II, pages 147-149. They are based upon discharge
NEWELL.])' GEORGIA RIVERS.

measurements made by the Engineer Corps of the United States Army 

and upon- the daily observations of river height made by the Weather 

Bureau* The channel of the river, which is about 800 feet wide, has, 

however, been improved within recent years by building below the city 

a number of wing walls from the northern shore, these being placed 

300 to 400 feet apart. As a result the channel has deepened on the 

Georgia side, and it is probable that reliable computations can not be 

made of the discharge within the past few years based upon observations of the height of water.

The Weather Bureau observations of river height are made at the 

lowest of four bridges within the city of Augusta. A gage rod is 

fastened to the south pier of this bridge and is divided into feet and 

inches, graduations extending to 39 feet, this point being opposite the 

floor of the bridge. Satisfactory discharge measurements could not be 

made from this bridge or from the one above owing to obstructions by 

piles, but might be made from the upper of the two railroad bridges. 

There is, however, a considerable fluctuation of river height at this 

point, owing to the fact that a canal takes water from the river about 

9 miles above to furnish power for manufacturing purposes. This water 

returns to the river about 1 mile above the lower bridge. During 

the night the lower gates of the canal are closed and a large pond is 

filled, sufficient to run the mills during the day time. The observer 

takes three observations a day, at 6 a. m., at noon, and at 6 p. m. The 

6 a. m. observation is reported to the Weather Bureau. This .reading 

does not give, therefore, the average for the day, there being considerable fluctuation, as is shown by the following table covering the period 

from October 11 to 24,1895. The difference of about 0.6 foot between 

the morning and noon observation is due to the letting out of the water 

ponded during the night.

Recorded gage heights of Savannah River at Augusta, G-a.

Date.

1895. 

Oct. 11. ......................

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

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

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

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

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

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

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

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

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

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

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

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

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

G a. m.

4.75

4.92

5.17

5.17

4.92

4.67

4.58

4.67

4.83

4.92

4.83

4.58

4.67

4.58

12 m.

S

TK

5.83

5.00

<; 75

5.75

5.67

5.67

5.75

5.75

4.83

5.67

5.67

5.50

5.50

6p.m.

5.42

5.25

4.83

5 CO

5.50

5.42

5.58

5 na

5.00

4.75

5.33

5.25

4.17

On October 19,1895, Mr. Cyrus C. Babb made a measurement of the 

Oconee River at Mil ledge ville, Ga., from the highway bridge, about 1.7 

miles from town. At that time the water was 37.78 feet below the top
74 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

and lower end of the third floor beam of the first span from the east. 

The bridge has three spans, each 150 feet long. The mean: velocity 

was 1.75 feet per second, and the total measured discharge was 1,108 

second-feet. The section is not highly favorable for permanent measurements.

MACON STATION, ON OCMULGEE RIVER.

Three bridges cross the Ocmulgee at Macon. The upper one is a partially covered highway bridge of two spans, each 200 feet long. At a 

point 200 feet below is a decked bridge of the Georgia Railroad Company, and 150 feet below that is a wooden truss bridge of the Macon, 

Dublin and Savannah Railroad. The Weather Bureau has a gage on 

the middle bridge. It is fastened firmly to the lower side of the south 

abutment, but is useless at low stages, the bottom of the rod being 

buried in mud to the 5-foot mark. On October 18 the observer estimated the gage height at 2.50, -but Mr. Cyrus C. Babb placed it at 

about 0.0. The graduation of the rod extends up to 29 feet.

On October 23,1895, a 10-foot rod for a wire gage was established at 

the lower bridge that of the Macon, Dublin and Savannah Railroad. 

It is fastened to the upper side of the guard rail in-the sixth panel of 

the first span from the south. The distance from the outside of the 

pulley wheel to the zero of the rod is 3.85 feet; the distance from the 

end of the weight to the wire marker is 35.30 feet. The height of 

water at that time was 0.22 foot, the water surface being 28.62 feet 

below the top and upper end of the triangular casting at the foot of the 

seventh tie rod of the first span from the south. The zero of this new 

gage was made to correspond with the zero of the Weather Bureau rod.

Twenty-five miles above Macon, on the Ocmulgee at Juliette, is a fine 

undeveloped water power, but as there is no bridge convenient to this

locality measurements have not been made.

The drainage area above Macon has been ascertained by Mr. B. M. 

Hall by means of measurements of county maps, as follows:

Watershed of Ocnmlgee River above Macon, Ga,

Counties.

Walton ....................

Square 

miles.

28

169

256

160

150

56

339

400

97

Counties.

Butts .......................

PllfA

Bibb ........................

Total...................

Square 

miles.

185

158

32

265

97

27
NEWELL.] GEORGIA RIVERS.

Daily gage height of Ocmulgee .River at Macon, Ga., for 1895.

75

Day.

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

9

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

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

0. ...........

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

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

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

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

19

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

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

1C...........

Oct. Nov.

0. 50

0.77

0.85

0.07

0.55

0.45

0.3li

0.47

0.55

0.63

O.C5

O.CO

0.77

n 79

0.65

Dec.

0.50

0.50

0.55

0.62

0.54

n rii

0.44

0.40

0.4G

1.45

2.50

2.29

1.51

1.11

1.01

0.72

Day.

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

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

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

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

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

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

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

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

91!

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

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

98

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

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

Oct.

0.21

0.17

0.18

0.18

0.17

0.22

Nov.

0.57

0.55

0.50

0.50

0.50

0.50

0.50

0.50

0.49

0.49

0.47

0.43

0.55

0.54

Dec.

0.58

0.64

0.61

0.59

2.02

3.10

2.68

1.70

1.48

1.01

1.10

1.28

1.30

1. 35

1.16

List of discharge measurements'made on Ocmulgee River at Macon, Ga.

No.

1

?,

3

Date.

Oct. 23

Dec. 13

Hydrographer.

C.C.Babb.........

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

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

Meter 

number.

76

76

62

Gage 

height 

(feet).

0.39

0.20

1.59

Area of 

section 

(square 

feet).

784

726

1,045

Mean 

velocity 

(feet per 

second).

1.04

1.06

1.46

Discharge 

(secondfeet).

813

767

1,530

OAKDALK STATION, ON CHATTAHOOCHEE 1UVEK.

The Chattahoochee was examined at various points from Eoswell, 25 

miles north of Atlanta, down to Westpoinfc, on the State line between 

Georgia and Alabama. At Eoswell a covered highway bridge crosses 

the river, but it is impossible to make discharge measurements from it, 

as the section is not suitable. The width of the river is 600 feet. At 

this point is an old gage, belonging to the Georgia geological survey, 

fastened to the lower end of the first pier from the east. It is offset 

about 3 feet from the pier and faces the east shore. The lower marks 

are obliterated, so that the height could not be read when inspected on 

October 12,1895.

At BoltorT, about 6 miles northerly from Atlanta, are two bridges, one 

for the railroad, the other for the highway. The section at each of 

these is, however, unsuitable for measurement of discharge, the channels being obstructed and the current sluggish. About 2 miles below 

these bridges is the Southern Eailroad bridge at Oakdale, where it was 

finally determined to locate the river station, a number of measurements 

being made at this place. There are several bridges below this, but 

the next inspection was made at Westpoiut, 80 miles or more downstream, where the Atlanta and West Point Eailroad crosses the Chattahoochee. The bridge here has' five spans and crosses the river diagonally. About 900 feet below an iron highway bridge crosses the stream. 

This has three spans, each 140 feet long. On October 22,1895, the water 

surface was 26.64 feet below the outside edge of the foot rail on the 

lower side, opposite the center of the fourth panel of the first span from
PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140."

the west. This is not a very desirable section for measurement on 

account of the sluggish current. The depth at time of measurement 

varied from 5 to 10 feet. The total discharge was ascertained to be 

1,404 feet.

At Oakdale, about 6 miles from Atlanta, the Southern Railroad bridge 

crossing the Chattahoochee is decked and consists of two spans, each 

135 feet long. The current under the bridge had a moderate velocity, 

and therefore it was decided to establish a station here, after removing 

the driftwood which had collected at the end of the pier. The top of 

the bridge is about 56 feet above the water. Measurements are made 

from a plank walk extending through the bridge and resting on the 

lower members at a height of about 30 feet above the water. The gage 

was put in place on October 17,1895, the pulley and rod being attached 

to the lower guard rail on the second panel of the second span from the 

east. The water at that time was 29 feet below the top of the upper 

end of the third floor beam of the first span from the east. This measurement was taken from the casting at the end of the floor beam close 

to the tie rod. The length of the wire gage is 58.85 feet. The distance 

from the pulley to the zero of the rod is 2.20 feet. The reading of the 

gage on October 17, when established, was 0.35 foot. The drainage 

area above this point has been computed by Mr. B. M. Hall from the 

county maps.

Watershed of Chattahoochee River above Oakdale, Ga.

Counties.

"Whlf-A

Hall........................

Forsyth. ...... ......... ...

Milton.....................

Sqiiare 

miles.

182

oqn

233

280

ifl

181

69

Counties.

Cobb..... ...................

Dekalb......................

Total.................'..

Square 

miles.

11G

90

78

83

1,560

List of discharge measurements made on Chattahoochee Elver at Oakdale,

No.

1

 f,

3

Date.

Oct. 15

Oct. 22

Dec. 14

Hyclrographer.

C.C.Babb.........

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

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

Meter 

number.

76

76

62

Gage 

height 

(feet).

0.40

0.69

Area of 

section 

(square 

feet).

663

2,802

796

Mean 

velocity 

(feet per 

second).

1.66

0.51

1.73

.Discharge 

(secondfeet).

1,096

a 1,404

1,380

a Measurement made at Westpoint, Ga., at highway bridge in town.
NEWELL.] GREENBRIER RIVER, WEST VIRGINIA.

"Daily gage height of Chattahoochee River at Oakdale, Ga., for 1S95.

Day.

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

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

0. ...........

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

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

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

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

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

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

H. ..........

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

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

Oct.

0.40

0.40

Nov.

0

7K

1.70

1.00

0.60

0.50

0.55

0.45

0.40

O.CO

0.80

1.00

1.35

1.00

0.75

0.60

0.60

Dec.

0.50

0.50

0.55

0.60

0.60

0.50

0.45

0.40

0.40

0.60

1.30

1.10

1.00

C.65

0.60

0.55

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Oct.

0.35

. 0.30

0.25

0.30

0.20

0.25

0.20

0.30

0.25

0.20

0.25

0.25

0.30

0.50

0.50

Nov.

0.55

0.60

0.50

0.55

0.50

0.50

0.50

0.50

0.50

0.55

0.55

0.70

0.75

0.45

Dec.

0.55

0.50

0.40

0.50

0.65

1.00

2.00

1.20

1.00

0.55

0.80

0.75

0.70

2.00

2.95

OHIO RIVER TRIBUTARIES.

Great Kanawha River rises in the Alleghany Mountains near the line 

between Virginia and North Carolina. The upper portion, known as 

New River, flows northwesterly, transverse to the moun tain ridges. The 

principal head-water tributary is Greenbrier River, which flows southwesterly parallel to the main range of the Alleghauies. A short distance 

below the junction of these streams is the town of Hintou. Below this 

point the first large tributary is the Gauley, coming in from, the north. 

An examination of these streams was made by Mr. Cyrus 0. Babb and 

Prof. D. C. Humphreys in July, 1895, for the purpose of selecting a 

point at which measurements of discharge could be carried on economically and efficiently. The Greenbrier was examined and a locality for 

measurement chosen at Alderson, about 20 miles above the point where 

it empties into New River. At a point about 2 miles above its mouth 

is a good location for measurement by means of a cable and car. The 

width of the river was found to be 292 feet. The first bridge, that 

of the Chesapeake and Ohio Railway Company, crosses the river at 

Lowell. This is not a desirable point for measurement, as the bridge is 

not straight and the channel is irregular. At the Greenbrier Stock 

Yards, above Lowell, a cable ferry is in operation.

ALDERSON STATION ON GREENJ3RIER RIVER.

On July 30 a wire gage was established on the county bridge at 

Alderson, W. Va., 21 miles above Hinton. It is placed on the third 

panel of the second span, and the edge of the pulley over .which the 

wire passes is 0.75 foot south of the second vertical strut. The zero of 

the gage is 2 feet from the edge of the pulley. The distance from the 

end of the weight to the wire marker is 28.37 feet. When the reading 

of water was 1.88 feet the distance from the surface of the water to the 

top of the floor beam at the end of the third panel is 20.59 feet. The 

bridge consists of 4 spans, each 108 feet long and with 7 panels to a 

span, making a total width of 432 feet. At ordinary stages the water 

flows in two channels, there being an island 600 feet long and 75 feet in 

width between them. The water surface extends from the middle of the
78 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

sixth panel of the third span to the end of the third panel of the fourth 

span, counting from the south. This .island is submerged at a gage 

height of 7 feet. Two measurements have been made at this point, the 

first on July 30, when at a gage height of 1.89 feet the discharge was 

found to be 457 second-feet; the second on September 7,1895, when the 

gage height was 1.36 feet and the discharge 106 second-feet.

Daily gage height of Greenbrier River at Alderson, W. Fa., for 1895.

Day.

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

0

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

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

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

7....................... .-

8

.

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

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

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

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

13...... .....i. ....... ......

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

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

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

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

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

1Q

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

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

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

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

OK

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

97

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

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

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

01

August.

1.85

1.73

1.65

1.60

1.55

1.40

1.53

1.63

t.60

1.63

1.70

1.70

1.67

1.80

1.70

1.70

1.70

1.65

1.65

1.70

1.65

1.65

1.70

1.60

1.50

1.65

1.75

1.70

1.65

September.

. 1.60

1.50

1.45

1.40

1.50

1.48

1.48

1.45

1.50

2.27

1.73

1.65

1.60

1.53

1.40

1.45

1.43

1.40

1.40

1.40

1.37

1.35

1.35

1.30

1.30

1.28

1.25

1.25

1.25

October.

1.25

1. 20

1 9ft

1.20

1.20

1.25

1.22

1.27

1.27

1.20

1.20

1.25

1.25

1.23

1.23

1.20

1.25

1.25

1.25

1.25

1.25

1.25

1.25

1.28

1.32

1.30

1.30

1.30

1.30

1.30

1.30

November.

1.32

1.34

1.35

1.40

1.40

1.43

1.45

1.48

1.45

1.47

1.47

1.47

1.45

1.43

1.45

1.42

1.43

1.43

1.43

1.43

1.45

1.49

1.52

1.53

1.53

1.53

1.50

1.53

1.58

1.63

December.

1.70

1.67

1.60

1.57

1.57

1.50

1.43

1.48

1.53

1.53

1.58

1.58

1.55

1.50

1.43

1.43

1.50

1.48

1.50

1.50

1.55

1.63

3.55

2.65

2.40

2.20

2.10

2.25

2.70

2.40

2.30

FAYKTTE STATION, ON NEW RIVER.

New River above the Greenbrier was examined as far as the mouth 

of Bluestone River. Two ferries cross the river in this distance, but 

neither of these are equipped with cables. The section examined was 

about 1,000 feet wide except at the lower ferry, where it was 700 feet 

 across. The width of the Greenbrier at its mouth is about 600 feet, and 

of the New just above the Greenbrier about 1,200 feet. At this point a 

ferry is located, but this does not have a cable. A series of long islands 

extends from this point down to the upper ferry above Hinton, W. Va., 

a distance of about a mile.

At Hinton, on New River, 2 miles below its junction with the Greenbrier, the Weather Bureau has a gage. On this heights are read up to 

10 feet by means of a rod fastened to a pier in the river, this being 

about 50 feet from shore at the time of low water. The heights above 

10 feet are read on a rod fastened to a tree on shore. The pier in the 

stream consists of a wooden crib about 25 feet square and 10 feet 

high, filled with rock. There are no bridges across New River in this 

vicinity. This point is one of the widest places on the river, the width 

being about 1,900 feet. A cable ferry in constant use is located near 

the railroad station, and there is a second a mile above, It was con-
NEWELL.] NEW RIVER, WEST VIRGINIA. 79

sidered impracticable to attempt river measurement at this point, and 

the inspection of the river was made down as far as Gauley. The first 

bridge, that of a small branch coal railroad running up Upper Loop 

Creek, is at Thurmond, W. Va., and crosses New Eiver diagonally. 

The river has a restricted channel, and the velocity, especially at high 

water, is too great for accurate measurement.

The next bridge, that at Fayette, W. Va., 47 miles below Hinton,is 

well located for measurements. It is a highway bridge of one span, having a total length of 261 feet. A gage was established here July 29, 

and a measurement of discharge subsequently made. The zero of the 

gage is opposite the south edge of the second vertical strut from the 

north end of the bridge, and is 5.20 feet from the pulley. The distance 

vertically of the zero to the bottom plate of the girder at the end of 

the first panel on the lower side is 55.06 feet. Two measurements have 

been made here, the first on July 29, when with a gage height of 4.07 

feet the discharge was found to be 7,123 second-feet; the second on 

September 3, when the water stood at 1.71 feet and the discharge was 

3,030 second-feet. » The next bridge below Fayette, that of the Chesapeake and Ohio Kailway at Hawksnest, crosses the river diagonally, and the location is not 

favorable for measurement. At Gauley Junction an iron viaduct crosses 

New Eiver about 2 miles above the mouth of Gauley Eiver. The channel of the river is narrow and the velocity of the current too great for 

accurate measurement. Measurements of the Gauley could not be made 

from the railroad bridge crossing at its mouth owing to the ponding 

of the water under the bridge.

Daily (jage height of New Eiver at Fayette, W. Va., for 1S95.

Day.

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

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

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

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

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

Q

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

u...... ......................

19

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

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

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

ifi

on

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

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

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

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

9=i

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

97

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

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

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

July.

4.12

2.95

Aug.

2.83

2.40

2.22

1.95

1.72

1.40

1.47

1.57

2.00

1.90

2.00

2.05

2.]5

2.10

2.10

2.00

1.85

1.05

6.55

6.40

4.00

4.10

3.95

5.80

4.20

3.40

2.95

3.15

2.65

2.60

3.30

Sept.

1.90

1.85

1.87

1.72

1.65

1.65

1.70

3.45

2.95

2.05

1.60

1.65

1.55

1.35

1.15

1.00

0.95

1.10

0.95

0.90

0.80

. 0.55

0.50

0. 45

0.45

0.40

0.40

0.35

0.35

0.35

Oct.

0.30

0.25

0.20

0.20

0.20

0.20

0.30

0.35

0.30

0.30

0.40

0.45

0.55

0.60

0.50

0.45

0.50

0.40

0.40

0.30

0.10

0.00

0.20

0.45

0.25

0.20

0.30

0.45

0.40

0.20

0.45

Nov.

0.50

0.50

0.55

* 0.70

1.15

1.40

1.10

0.80

0.70

0.90

0.80

1.35

1.45

2.00

1.00

1.50

1.30

1.20

1.00

1.10

1.10

0.90

1.10

1.20

1.00

1.05

0.80

0.90

2.50

2.00

Dec.

1.80

1.70

1.75

1.10

1.20

1.40

1.85

1.05

0.50

0. 75

1.25

1.40

1.50

1.75

1.10

0.80

0.65

0.55

0.40

1.30

1.10

1.30

9.75

9.40

5.80

3.90

4.15

3.00

2 75

2.60

2.40
80 PBOGEESS KEPOKT, HYDROGRAPHY, 1895. ULL.MO..

Concerning the water resources of this region Prof. D. G. Humphreys * 

states that the largest power he-has seen, and probably the finest in 

Virginia and West Virginia, is in the canyon of New Eiver, where the 

fall is over 11 feet per mile and the distance about 64 miles. Taking the results of the smallest measurement, that of September 4,1895, 

the total horsepower going to waste in the canyon is 440,000 sufficient 

to move about 550 trains, to do which with present mechanical appliances would require over 550 tons of coal per hour. This vast power 

is situated in the midst of one of the finest coal fields in the world, 

where steam production is cheap, so that the utilization of the water 

power may be postponed.

ASHEVILLE STATION, ON FRENCH BROAD KIVER.

The French Broad River rises in Western North Carolina and flows 

northeasterly, crossing the State line into Tennessee, where it empties 

into Tennessee Eiver. An examination was made from about Asheville 

down to the State Hue to determine the best point for making continuous measurements of discharge. The principal points examined were 

at the bridges at Asheville, at Marshall, 22 miles below, and at Hot 

Springs, 16 miles farther down.

At Asheville four bridges cross the river. The uppermost of these 

is located just below the mouth of Swannanoa River, about 1.5 miles 

above the city. This locality would be desirable for making measurements except for the fact that the current is modified and ponded on 

the south side by a log boom directly under the bridge. The river has 

abroad bend to the south above the bridge, tending to throw the greatest velocity toward the north shore during high water. This place 

can be reached from town by electric cars. The old three-span highway bridge one-fourth of a mile below the railroad .station is at a poor 

section, the bottom being rough and uneven. The railroad four-pier

bridge one-fourth of a mile below this is at a still poorer place, and 

crosses the river diagonally. The Bingham School Bridge, 1.5 miles 

below town, reached by electric cars, offers the best opportunity for 

.measurement presented by any one of the four bridges, although the 

bed of the river is rough and rocky. This bridge has three spans, each 

91 feet in length. The two piers in the stream are made of cylindrical 

columns 2 feet in diameter, and thus offer little resistance to the current. It was therefore decided to locate a measuring station at this 

point, after an inspection of the river as far down as Hot Springs. A 

measurement of the river was made at this point on September 2,1895, 

the water surface being at 4.30 feet, or 16.10 feet below the top and 

lower end of the second floor beam in the first span from the east. 

The total discharge was 1,192 second-feet. A second measurement on 

September 17, at a gage height of 3.22, gave a discharge of 1,006 sec

1 " Stream measurements and water power of Virginia and West Virginia,' 1 in Journal of the Asso 

ciation of Engineering Societies, November 9, 1895, page 187,
NEWELL.] NORTH CAROLINA KIVERS. 81

oiid-feet. The zero of the rod here is opposite the east edge of the 

fifth upright of the first span from the east from the upper side. The 

edge of the pulley is 3 feet from the end of the rod. The length of 

the wire rope and weight is 26.03 feet.

On September 3 Mr. Babb measured the Trench Broad at Hot Springs, 

K. C., 38 miles below Asheville, the water at that time being 22.80 feet 

below the top of the sixth iron support in the foot rail on the lower 

side,-opposite the middle member of the first truss from the railroad 

side. The total discharge was ascertained to be 1,359 second-feet. On 

the same day a measurement was made at Marshall, 16 miles above 

Hot Springs and 22 miles below Asheville. At that time the watea? 

surface was 19.69 feet below the upper end of the second floor beam of 

the second span from the north side. The discharge was computed to 

be 1,490 second-feet. The section at this place, however, is poor, the 

bottom rough, and it is not considered that the results are as accurate

as those obtained at Hot Springs.

Daily yayc height of French Broad Eiver near Asheville, N. C., for 1S95,

Day.

1. .........

2

.

5..........

G..........

7..........

8..........

9

10.........

11.........

12.........

13.........

U.. ..'.....

15.........

16.........

Sept. Oct.

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.55

2.63

2.55

2.55

2.55

2.55

Nov.

3.30

2.80

2.65

2.60

2.62

2.62

2.60

3.28

2.98

2.70

3.30

3.02

2.80

2.75

2.73

2.70

Doc.

2.70

2.70

2.70

2.75

2.75

2.63

2.60

2.65

2.65

2.75

2.75

2.67

2.67

2.65

2.60

2.60

Day.

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25..........

26..........

27..........

28..........

29..........

30..........

31..........

Sept.

3.20

3 ftfi

2

QC

2 ft^

2.80

2 7A

2.72

2

7K

2.70

2 no

2.60

2.60

2.60

Oct.

2.55

2.55

2

KK

2.52

2.50

2.50

2.50

2.50

2 ^c\

2.52

2.50

2.58

2.55

2.58

2.70

Nov.

2.67

2.65

2.60

2.65

2.65

2.60

2.60

2.60

2.60

2.75

3.25

2.85

2.85

2.70

.Doc.

2.60

2.60

2 7A

3.00

a 5. 40

4.40

3.56

3.40

8 15

Q on

4.50

3.85

Q tt

3.70

4.30

a Heavy rains. 

WESTERN NORTH CAROLINA STREAMS.

A reconnoissance of the streams of the western part of Forth Carolina was made in September, 1895, by Mr. Cyrus C. Babb, in company 

with Messrs. J. V. Lewis and Edward W. Myers, of the State geological survey. The general route was from Asheville to Clyde, then across 

the mountains, up the head water of the Tuckaseegee River in Jackson 

County, N. C., across to the Little Tennessee in Macon County, down 

the valley of that stream, across to the Nantahalah, and from there 

down to Murphy on the Hiwassee, in Cherokee County, in the extreme 

western portion of the State. Pigeon Eiver was measured on September 5,1895, at a bridge 6 miles below Clyde, N. C. The discharge was 

ascertained to be 254 second-feet. On September 6 a measurement at 

Clyde by means of floats gave a result of 159 second-feet.

Measurements of the Tuckaseegee were made at various points, 

given below in geographic order downstream. At Dillsboro, N. C., 

Bull. 140 6
82 PROGRESS REPORT, HYDROGRAPHY, 1895. [mjLL.l40x

a measurement was made September. 9, 1895, at the railroad) bridge^, 

1 mile below the town. The section is poor, for the channel' is rough) 

and divided into several portions by foundations ©f an old.bridge-. 

The present bridge has two spans. The measured discharge was 3991 

second-feet. At Whittier, 10 miles below Dillsboro, is a dilapidated 

highway bridge having three spans with narrow wooden piers. The 

river, however, is small at this point, and it was decided not to attempt; 

measurements. . . The Tuckaseegee at Bryson City,. 6 miles below Whittier, is ponded! 

under the highway bridge and is from 12 to 14 feet deepu, The maximum Velocity on September 6, 1895, was found to be less than 1 foot a 

second. The railroad bridge over the river 5 miles above Bryson has 

four spans. The channel is rough and the place is difficult of access.. 

It was decided, therefore, that the locality was not suitable for permanent observations. An examination, for a gaging station was made at 

Bushnell, 1ST. C., 13 miles below Bryson, this being at the mouth of the 

river. The railroad crosses at this point, but it was.found that the section was unfavorable, the bridge crossing on a curve and passing over 

several islands. The channel under the bridge is obstructed by a number of old foundations and crib work.

The Little Tennessee was measured on September 13,1895, at Franklin, from the highway bridge, the discharge being 427 second-feet. The 

section here is fairly good for accurate measurements. On the next 

day the Nantahalah was measured at Aquone from a covered bridge. 

The total discharge is 117 second-feet. On September 16 theNautahalah was again measured, this time at its mouth near Almond, N. 0., 6 

miles from Bushnell, the meters being used from the railroad bridge 

crossing at this point. The locality is not very favorable, owing to the 

diagonal position of the bridge. The total discharge was 187 secondfeet. The Little Tennessee was also measured on September 16 at the)

railroad bridge 4 miles below Almond. The discharge was 750 secondfeet. The water surface was 20.15 feet below the top of small triangular casting at the bottom of the first tension member of the second 

truss from the north end from the lower side of the bridge. This bridge 

is three-fourths of a mile from the station of Judson.

On September 14 a measurement of the Hiwassee at Murphy gave a 

discharge of 414 second-feet. This point is suitable for discharge measurements, but a station has not been established, as the locality is one 

of minor importance.

TEXAS RIVERS.

A number of measurements of Texas rivers were made during November, 1894, and December, 1895, these being described below in geographic order from east to west.

COLORADO :RIVER AT AUSTIN.

'On December 17,1895, a measurement was made by Mr. Cyrus C. 

 Babb from the International .aiiii Great Northern Railroad bridge.
NEWELL.] TEXAS RIVERS. 83

This is about 3 miles below the Austin dam, across the river, which 

holds back the greater part of the water. A number of large springs 

supply the river channel with water below this point. The measured 

discharge was 507 second-feet. At a point about a mile above the railroad bridge, on the south side of the river, the water from Barton 

Springs flows into the river channel. The discharge as measured 

on November 13,1894, was 17 second-feet, and on December 18,1895, 

25 second-feet. The channel of Barton Creek above the springs was 

dry each time when measurements were made. There are three wellmarked springs, the water being held bad; at the upper one, the larg 

est of the three, by a dam. The water of the lowest spring is utilized 

to furnish power for a small mill. Measurements were made below this 

spring at a short distance above the mouth of the creek.

A number of large springs occur in and adjacent to the river channel 

near the dam. The water from one of these springs issues at the east 

end of the foundation of the dam itself and has been conducted away 

through a 12-inch pipe. It is discharged from the side wall of the power 

house into the river below the dam. A number of estimates place the 

discharge of this spring at 2,800,000 gallons a day, equivalent in round 

numbers to 4.3 second-feet.

SAN MAUCOS SPRING.

A measurement of San Marcos Spring was made on November 14, 

1894, at a point immediately above the railroad bridge at San Marcos, 

the flow being in round numbers, 150-second-feet. The spring is controlled by means of an old mill dam, water being held back and utilized 

for furnishing power to a mill find electric-light plant. The second 

measurement was made by Mr. Cyrus C. Babb on December 19,1895, 

early in the morning, after the storage of the previous day above the 

dam had been drawn down. The gates of the mill were so regulated 

as to give approximately the average discharge of the springs. The 

measurement was made in the tailrace, 50°feet below the head gates, 

this being the only available place, as the water is divided a short distance below for irrigation purposes. This point is about 1 mile northwest of the town of San Marcos. During the day the water is used in 

part by a grist mill and in part" held back, being used during the night 

for the electric-light plant, which requires more power. The measured 

discharge was found to be 89 second-feet. This spring is reported to 

have an annual rise and fall. During March the volume of water 

increases, and continues to do so until the middle of May, the total rise 

being about 18 inches. It maintains this level until September, and 

then gradually falls. Measurements were made during low-water stage. 

The head at that time on the wheel was 7.5 feet, the summer head being 

9 feet. This spring did not rise during 1892, 1893, and 1894, but did 

rise during 1895. The river is reported to have been 2 feet higher than 

during past years, the supply having decreased within six or seven 

years.
84 PEOGEESS REPOET, .HYDROGRAPHY, 1895. [BUM. 140.

COMAL RIVER. .

The Comal Kiver was measured on December 20,1895, by Mr. Cyrus 

C. Babb', at the highway bridge, one-fourth of a mile from the town of 

New Braunfels. The current was very swift, the mean velocity being 

3.81 feet per second and the maximum velocity 8.73 feet per second. 

The discharge was 328 second-feet, this being considered the normal 

flow of the springs. The largest spring is located about 1£ miles above 

the point of measurement, smaller springs occurring at intervals along 

the river. This measurement was made about 200 yards below the 

lower dam and a mile above the junction with the Guadalupe.

SAN ANTONIO AND SAN PEDRO SPRINGS AT SAN ANTONIO.

It is a matter of some difficulty to select the best locality for measurements, on account of the irregular distribution of the springs and 

of the ditches diverting water. The Upper San Antonio Springs are 

located about 3 miles north of the city. About one-half mile below 

this, on San Antonio River, are other springs, most of these being 

covered by ponded water held back by a dam immediately below the 

lowest spring. Two ditches, the Alamo on the left or eastern side and 

the Upper Labor on the opposite side of the river, divert water from 

the pond thus formed. Half a mile below this dam is another, diverting nearly the entire flow of San Antonio Eiver into the canal of the 

lower pumping works of the city water supply. The river was measured on December 21, 1895, by Mr. Cyrus C. Babb, at the head of this 

latter canal, where the water passes under an arch bridge and through 

a concrete conduit, the amount found being 34.3 second-feet. To this 

should be added the amount seeping through the dam, about 1.2 secondfeet. The Upper Labor ditch, which comes out above the upper dam, 

was measured 50 feet below its head works, the discharge being found 

to be 4 second-feet. The Alamo ditch was also measured 50 feet below 

its head and ascertained to be carrying 2 second-feet. The entire discharge of the San Antonio Springs was ascertained to be a little less 

than 42 second-feet.

The San Pedro Springs occur in a park about 2 miles westerly from 

springs just mentioned. A dam has been constructed across the outlet 

of these springs, and water has been diverted into the San Pedro ditch. 

The discharge of the San Pedro River on the day given, December 21, 

1895, was 2.8 second-feet. There were in San Pedro ditch 6.5 secondfeet, giving a total discharge from San Pedro Springs of a little more 

than 9 second-feet.

SABINAL RIVER.

This stream was measured on December 23,1895, at a point 1^ miles 

west of the town of Sabinal, Tex., at the highway ford about 200 yards 

below the railroad bridge. No springs occur at this place, but directly 

under the. railroad bridge is a pool of clear water 15 feet deep. The.
TEXAS RIVERS. 85

river is dry above this pool, but a small stream was flowing 0:6 secondfeet from the lower end of it. Water is pumped from the pool to supply 

a railroad tank, the estimated amount being at the rate of. 8,000 gallons an hour. The water apparently issues from a sand bank in the 

immediate vicinity. In 1892 and 1893 this pool was 12 feet lower than 

at the ordinary stage, thus having a greatest depth of only about 3 

feet, the ordinary depth, as above stated, being 15 feet. Below this 

point the river gradually increased in volume.

LEONA RIVER.

The location of the Leona Spring, in the southern suburbs of Uvalde, 

was visited on December 237 1895, but was found to be dry, and it was 

stated that there had been no water in it for two or three years. The 

Leona Kiver, 1| miles east of the town of Uvalde, was dry under the 

railroad bridge, but water issues from the sands, beginning immediately 

below the bridge. At a point 1£ miles south of the town, at the road 

crossing, the discharge Avas found to be 11 second-feet. The Sabinal 

and Leona are similar streams in that they have no large springs from 

which the greater part of the water takes its source, but gradually 

increase in size from about the locality where the line of the Southern 

Pacific Kailroad crosses them, the water apparently seeping from the 

sands in the bed. At the time visited it was stated that in the hill 

country, 15 miles to the westward, the Leona was a constant stream 

throughout the year, but between that point and Uvalde the water disappeared in the sands.

LAS MORAS SPRING.

This spring is located at Fort Clark, near Brackettvile, Tex., 10 miles 

distant from Spofford, on the Southern Pacific Railroad. A measurement of this spring was made on December 24,1895, at a point 300 

yards below the dam, in the spring, and under the footbridge leading 

from the village to the military jiost. The discharge at that time was 

ascertained to be 21 second-feet. It was stated that usually in April 

the river rises gradually until in July it is 1 foot higher, falling again 

through the winter.

SAN FEUFE SPRINGS.

Del Bio has its source in four large springs, the upper one being 

2 miles above the railroad bridge, the others being within about 200 

yards of the bridge at the town of Del Rio. A measurement of the 

total discharge was made on December 24,1895, at a point a short distance below the junction of the two streams issuing from the four main 

springs. A ditch is diverted from one of these springs above this point, 

this being ascertained to carry 19 second-feet. The total discharge of 

the stream below the ditch, at a point 1£ miles east of town and 200 

yards below the railroad bridge, was ascertained to be 80 second-feet* 

The quantity in the ditch added to this gives a total discharge from the 

springs of 99 second-feet.
86 PROGRESS REPORT, HYDROGRAPHY, 1895. 

Listt of discharge measurements on various Texas streams.

[BUJUL.

Date.

1805. 

Dec. 17. ..........

1 Q

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

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

2L

 91

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

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

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

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

Stream.

San-Marcos..... ............

Sabinal.....................

Del Kio Ditch...............

Area of 

section 

(square 

feet).

463

07

51) 

80

51

24

40

Mean 

velocity 

(feet per 

second).

1.10

0.68

1.68 

3.81

0 79

2.00

Discharge 

(secondfeet).

507

9^

89

 !98

42

0. G

n

21

19

80

UPPER MISSOURI RIVER BASIN.

The drainage basin of the Missouri Eiver has been described briefly 

in the Thirteenth Animal Eeport, Part III, Irrigation, beginning on 

page 34, and the results of stream measurements up to 1892 have been 

given. Most of the old river stations have been abandoned, but measurements of discharge have been carried on at a few points, the work 

being under the supervision of Prof. A. M. Eyon.

GALLATIN, MADISON, AND JEFFERSON EIVEES.

SALESVIXLE STATION, ON WEST GALLATIN 1UVEK.

A river station was established on West Gallatin Eiver. near Williams's ranch, this being about 16 miles southwest of Bozeinan and near 

a highway bridge crossing the stream about 5 miles south of Salesville. 

A ga.ge rod was erected in July, 1895, and observations were begun on 

August 1 by Ira T. Williams, a ranchman living about 000 feet away. 

The gage is spiked to a tree arid is uot liable to be washed out. The 

bench mark consists of a 6-iiich spike driven in the top of a stump 5 

feet north of the gage post. It is 6.71 feet above the zero of the gage, 

as lowered 5 feet from the original position. A second bench mark consists of a 6-inch spike driven into the east bridge abutment. This is 9.26 

feet above the zero of the gage. The initial point for soundings is on 

the right bank. In Hood the wa-ter flows behind the bridge abutments 

on the right bank, but at other times is confined within the channel. 

The bed of the stream is composed of bowlders and is not liable to 

change. The velocity is great, rendering discharge measurements 

somewhat difficult. The channel is nearly straight, with slight curves 

both above and below. Two measurements have been made at this 

point, the first on July 23 and the second on November 29. At the 

time of the first there was a discharge of 1,153 second-feet, and at the 

second 398 second feet. Between these dates several inches of loose 

material had accumulated. Prof A. M. Eyou has made a rating table 

which may be considered as fairly applicable in estimates of the 

monthly discharge, making allowance for the filling up of the channel.
WEWEIX.] WEST 'GALLATIN RIVER. 87

Two canals are taken out above this station, the West G-allatin Company carrying about 125 second-feet bet ween July 1 and September 15, 

and the Kleinschmidt carrying about 50 second-feet between July 1 

and August 15. In the following table of gage heights 5 feet has been 

added, as the original observations were made at points below zero. 

This has been done in order to give plus values and obviate the use of 

the minus sign.

Although the observer's returns show but little fluctuation in the 

height of water in the West Gallatiu Kiver, it was found that the bottom had filled on an average 0.8G feet in depth for the entire width. 

Professor Eyon has assumed -thai? the rate of deposition has been 

constant from July 23 to November 30, and has subtracted from the 

observer's returns every two weeks an amount equal to this filling, 

and has called this the probable reading of the gage, assuming that the 

bottom remained stationary and the gage rod fell.

 Daily gage height of the West G-allatin River, above Salesuiile, Montana, for 1895.

Day.

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

'i. ..........................

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

C..... ......................

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

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

^> ...........................

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

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

19

13

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

15.......................... 16..........-..---......:...

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

is

19

on

01

09

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

-24...........................

f>c

27

98

90

30............-.......,. .-

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

August.

^ fip;

3.65

3.70

3. CO

3.60

3

KC

°. tt

3.65

3.80

3.70

3.70

3.70

3.70

3

P\K

0 CC

 j go

3

KA

 I ^ft,

3.50

3.50

3.50

3.50

3.50

3.50

3.45

3. '55

3.60

3.55

D KA

September.

3.40

3.40

3.40

3.40

3.40

3.40

3 en

3.40

3.40

3.40

3

7K

3 60

3 45

3 or

3.70

3.50

3.40

3.50

3.50

3.50

3.45

3.40

3.40

3.40

q *>A

October.

3

qn

3

r,n

3 A**

3.40

3 40

3.40

3.40

3.30

3 OA

3.30

3

qn

y

on

q on

3

0A

3.30

q on

3 on

q on

3.25

3.20

3.15

3.10

3.10

3.10

3 -IK

3.05

3.10

3.10

3. 10

3.10

November.

3.20

3.20

3.15

3.10

0 AA

2.90

2.50

3.15

3.10

.3.10

3.20

3.20

3.20

3.20

3

OA

a. 20

3.20

3.10

3.10

3. 10

2.80

2.60

2.75

2.00

2

QA

3.00

3.10

' 2.95

9 0^

December.

3.00

2 on

2 7ft

0 7R

2 OF;

3.10

3.00

3.00

3.00

3.00

2.90

 2 90

'2.90

O ny

»> AA

3. 00

3. 00 :-). oo

(a)

a Valueless, caused by backing up of ice. 

Hating table of the West (-rallatin River above Salesville, Montana, for 1895.

Gage 

height.

2.00

2.10

2.20

2.30

2.40

2.50

Discharge 

in Seconafeet.

384

400

424

455

493

538

Gace 

height.

2.60

2.70

2.80

2.90

3.00

3.10

Discharge 

in secondfeet.

589

645

706

771

840

913

Gage 

height.

3.20

3.30

3.40

3.50

3.60

Discharge 

in secoiidfoet.

990

1,070

1,153

1,237

1,322
88 PROGRESS REPORT, HYDROGRAPHY, 1895.

Estimated discharge of West Gallatin River above Salesville, Mont.

[Drainage area, 860 square miles.]

Month.

1895.

Decembef (Ito23)

Discharge in second-feet.

Maximum.

1,322 

1, 1.12 

771 

645

424

Minimum.

913- 

706 

474 

300 

352

Mean.

i,oss

602 

441 

393

Total for 

month 

in acre* 

 feeti

66, 899 

49, 686 

37, 016 

26, 241 

24,105

Run-off.

Depth 

in

inches.

1.45 

1.08 

1.02 

0.72 

0.67

Secondfeet per 

square 

mile.

1.26 

0.97 

0.89 

0.65 

0.58.

BOZEMAN STATION, ON MIDDLE CREEK.

Middle Creek is one of the most important streams on the east side 

of Gallatin Yalley". It is torrential in character, and for the greater part 

of its length the bottom is covered with bowlders. Professor Byon, however, succeeded in finding a locality where the stream was narrow and 

deep, and where measurements of discharge could be made by constructing a temporary bridge. This station was established here on August 

3,1895. The point of measurement is at Middle Creek Canyon, 9 miles 

from Bozeman and one-eight of a mile above the old sawmill dam oil the 

road from Bozeman. The gage is about half a mile upstream from the 

point of discharge measurement. The observer is H. S. McElroy, a 

ranchman, living about 2 miles away. He notes the height of water 

only once a week. A small footbridge has been placed across the 

stream for convenience of making discharge measurements. The gage 

consists of a vertical post 4 inches square, secured to a tree stump, and 

protected by the- latter from the full force of the current. The bench 

mark consists of a spike driven horizontally into a stump 5 feet high, 

about 80 feet east of the gage rod. The middle of this spike is at an 

elevation of 7.03 feet of the gage. Another bench mark consists of an 

8-inch bridge spike driven horizontally into a charred stump about 25 

feet northeast of the gage. The top of the spike is at an elevation of 

3.58 feet. The initial point for sounding is on the left bank. The water 

moves swiftly on one side5 the left bank is low and liable to overflow. 

The bed of the stream is of gravel and is liable to change. Three measurements have been made: the first on August 3, when the height of 

water stood at 0.45 and the discharge was 84 second-feet; the second on 

September 8, at a gage height of 0.22 feet and a discharge of 49 secondfeet; the third on October 6, when the gage height was 0.28 feet and 

the discharge 53 second-feet. From these Professor Ryon has constructed a rating table giving the approximate, discharge. The drainage area as measured by him from the topographic atlas sheets is 55 

square miles.
SBWELL.] MIDDLE CREEK, MONTANA. 89 

Daily gage height and discharge of Middle Creek above Bozeman, Mont., for 1895.

Date.

A 11 nr Q

Aug. 13.. .......

Au<* 24

Aug. 27.. .......

Aug. 30:........

Sept. 10.........

Sept. 17 .........

Gage 

height.

0.45

0.40

0.30

0.30

0.20

0.25

 0.20

0.30

0.20

0.22

0.20

0.15

Discharge.

84

72

56.

56

. 48

52

48

56

48

49

48

45

Date.

Sept. 24... .......

Oct.3.... ........

Oct. 16.. .........

Oct. 30...........

Nov. 8...........

Nov. 16 ..........

Nov. 23 ..........

Nov. 27 "..........

Grage 

height.

0.30

0.30

0.28

0.20

0.23

0.18

0.15

0.20

0.18

0.15

a 0.70

Discharge.

56

56

Wl

48

50

46

45

48

46

45

a This reading not reliable, as the ico backed up the water.

Estimated discharge of Middle Creek above Bozeman, Mont. 

[Drainage area, 55 square miles.]

Month.

1895.

Mean discharge in 

second-feet.

58 

50 

51 

46

Total for 

month in 

acre-feet.

3,566 

2,975 

3,136 

2,737

Rim-off.

Depth in 

inches.

1.21 

1.00 

1.06 

0.93

Second-feet 

per square 

mile.

1.05 

0.90 

0.92 

0.84

LOGAN STATION, ON GALLATIN KIVER.

. This station has been described in Bulletin No. 131, page 16. The 

gage is under the northeast corner of the railroad bridge of the main 

line of the Northern Pacific Eailroad crossing the Gallatin River. A 

cable has been placed by Mr. A. P. Davis across the stream, about 300 

feet above the railroad bridge. The lower portion of the gage is inclined, 

and is graduated from 0.6 to 7.1 feet. The vertical portion from 7 feet 

to 12.3 is spiked to piles. The bench mark consists of the head of a 

bridge spike driven vertically into the top of the pile stump, to which 

the lower end of the inclined gage is fastened. This is 0.38 feet below 

the 2-foot mark on the gage. A second bench mark is the head of a 

bridge spike driven horizontally into the north end of the pier. It is 

7.32 feet above the 2-foot mark. Five measurements of river heights 

have been made during 1895, and from this a rating table has been constructed. The cross sections of the river show that a small amount of 

scouring took place between May 11 and June 26, but the measurements 

of July 29 showed a general return to former conditions.
90 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140. 

List of discharge measurements made on.Gallatin River at Logan, Mont.

No.

1

fl

3

4

5

fl

Date.

1894. 

Nov. 17

1895. 

Apr. 28

May 11

Jiine 26 

July 29

Sept. 28

Hydrographer.

A T> "Hatr-ia

P. Sieh. ..........

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

P Sieh...........

Meter 

num- 

. ber.

24

9n

20

20 

20

20

Gage 

height 

(feet).

1.11

2.00

2.60

3.45 

0.80

1.20

Area of 

section 

(square 

feet).

533

630

790 

346

404

Mean 

velocity 

(feet per 

second).

1

QO

2.74

3.37

4.17 

1.37

1.83

Discharge 

(secondfeet).

779

1,461

2,113

3,289

. 477

741

Rating table for the Gallatin River at Logan, Mont., for 1895.

Gage 

height.

0.80

0.90

1.00

1.10

1.20

1.30

1.40

Discharge 

in second-feet.

480

530

580

648

716

790

870

Gage 

height.

1.50

1.60

1.70

1.80

 1.90

2.00

2.10

Discharge 

in second-feet.

956

1,048

1,146

1,248

1,354

1,464

1,576

Gage 

height.

2:20

2.30

2.40

2.50

2.60

2.70

2.80

Discharge 

. in second-feet.

1, 690

1,806

1,924

2,044

2,168

2, 292

2,418

Gage 

height.

2.90

3.00

3.10

3.20

3.30

3.40

3.50

Discharge 

in second-feet.

2,546

2,676

2, 808

2,942

3, 078

3,216

3, 356

Daily gage height of Gallatin River at Logan, Mont., for 1895.

Day.

1... 

2...

4...

5...

6...

7...

8

-

9...

10

11..

19

13..

14..

15.. 

16..

17..

18..

19.. 

20.. 

21.. 

22.. 

23..

24. 

25. 

26. 

27. 

28. 

29..

3fl

31..

Feb.

(a)

......

1.80 

1.80 

1.60 

1.40 

1.50

Mar.

1.40

1.40

J.40

1.40

1.30

1.30

1 9ft

1.20

1 ?,0

1.20

1 9fi

1.20

1.20

1.20 

1.20

1.20

1.20

1.20 

1.20 

1.10 

1.10 

1.10

1.10 

1.10 

1.20 

1.30 

1.60 

1.80

I Of)

1.70

Apr.

1.70 

1.70

1.60

1.60

1.60

1.60

1.60

1.50

1.50

1.50

1.50

1.40

1.50

1.50 

1.50

1.60

1.60

1.60 

1.60 

1.60 

1.60 

1.70

1.80 

1.90 

2.00 

2.00 

2.10 

2.20 

2.20

May.

2.35 

2.40

2.45

2.50

2.40

2.40

2.55

2.75

2.80

2.50

2.50

2

F»0

2.50

2.70

2.80 

2.80

2.70

2.70

2.80 

3.15 

3.65 

3.65 

3.30

3.20 

3.05 

3.05 

3.35 

3.25 

2.90 

2.70

2.60

June.

2.50 

2.40

2.40

2.50

2.65

2.70

2.85

2

7<i

2.75

2.70

?, fiO

2.60

2.50

2.40 

2.40

2.85

2.90

2.80 

2.90 

3.00 

3.30 

3.75

3.90 

3.85 

3.45 

3.25 

3.45 

3.50 

3.20

July.

3.15 

2.90

2.85

2.65

2.50

2.40

2.25

2.10

1.85

1.55

1.40

1.40

1.30

1.20 

1.20

1.20

1.15

1..10 

1.10 

0.95 

0.90 

0.90

0.90 

0.80 

0.80 

0.70 

0.80 

0.80 

0.75

0.70

Aug.

0.80 

0.80

0.70

0.60

0.50

0.40

0.40

0.40

0.40

0 50

0:50

0.60

0.60

0.90 

0.90

0.90

0.80

0.80 

0.90 

0.90 

0.90 

0.90

0.90 

0.90 

0.90 

1.00 

1.00 

1.10 

1.10

1.10

Sept.

1.10 

1. 10

1.10

1.10

1.00

1.00

1.00

1.00

1.00

LOO

1 10

1.10

1.10

MO

1.20 

1.20

1.20

1.30

1.30 

1.30 

1.30 

1.20 

1.20

1.30 

1.30 

1.30 

1.30 

1.30 

1.30 

1.30

Oct.

'1.30 

1.30

1.20

1.20

1.20

1.20

1.20

1.10

1.10

1.10

1 10

1.10

1.20

1.20

1.20 

1.10

1.10

1.10

1.10 

1.20 

1.20 

1.10 

1.10

1.10 

1.10 

1.10 

1.10 

1.10 

1.10 

1.10

1.20

Nov.

1.20

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.20

1.20

1.30

1.30 

1.30

1.30

1.30

1.30 

1.20 

1.20 

1.20 

1.20

1.20 

1.10 

1.10 

1.10 

1.00 

1.00 

1.00

Dec.

1.00 

1.00

1.00

0.90

0.90

0.90

0.90

1.00

1.00

1.00

1.10

1.10

1.10

1.10

1.00 

1.00

1.00

1.00

(a)

........

a River frozen.
NEWELL.] GALLATIN AND MADISON RIVERS, MONTANA. 

Estimated discharge of Gallatin River at Logan, Mont. 

[Drainage area, 1,620 square miles.]

91

Month.

1895.

Discharge in second-feet.

Maximum.

1,656 

3,548 

3,904 

2,868 

664 

826 

826 

826 

664

Miniitraui.

953 

1,814 

1,866 

436 

352 

592 

664 

592 

528

Mean.

a 950 

1,102 

2,407 

2,537 

1,051 

480 

722 

702 

712 

610

Total for 

month 

in acrefeet.

584 413 

69, 084 

148, 001 

150, 962 

64, 623 

29, 514 

42, 962 

43, 164 

42, 367 

37, 507

Run-off.

Depth in 

inches.

0.68 

0.80 

1.71 

1.74 

0.79 

0.35 

0.49 

0.49 

0.49 

0.44

Secontlfce t per 

square 

mile.

0. 59 

0.72 

1.48 

1.56 

0.69 

0.30 

0.44 

0.43 

0.44 

0.38

a Approximate.

THUEEFORKS STATION, ON MADISON RIVER.

A description of this station has been given in Bulletin No. 131, page 

20. The gage is at the bridge of the Northern Pacific Railroad Company, one-half mile from the town of Threeforks. The greater part of 

the discharge of the river flows under this bridge, but there are a number of small side channels branching off at points above through which 

some water flows, especially in time of flood. The Madison Eiver has 

a very steady discharge, and for this reason it is very difficult to assure 

attention on the part of observers. According to the report, there was 

no change from July 26 to November 1.

List of discharge measurements made on Madison Eiver at Threeforks, Mont.

No.

1

?!

3

4

5 

6 

7

Date.

1893.

1894.

1895. 

May 12

July 30 

...do ....

Sept. 2D

Hyilrographor.

3?. H. Newell.......

A. P. Davis........

P. Sieh. ............

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

A. M. Ryon........ 

P. Sieh............. 

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

Motor 

number.

24

24

on

20

20 

20 

20

Gage 

height 

(feet).

0.30

0.57

0.80

1.00

0.10 

0.10 

 0.10

Area of 

section 

(square 

feet).

7M

964

941

780 

780 

723

Mean 

velocity 

(teotper 

second).

2.15

1 99

3 9Q

3. 49

2.18 

2.18 

1.99

Discharge 

(secondfeet).

1 9^1

1,494

3,114

3

OQ7

1,693 

1, 695 

1,440
92 PROGRESS EEPOET, HYDROGRAPHY, 1895. [BOLL. 146." 

Daily gage height of Madison River at Threeforks, Mont., for 1895.

Day.

2..

3..

4..

5.. 

6.. 

7.. 

8.. 

9.. 

10

11

12.

13

14.

15

16

17

18.

19.

«0.

n

n

23.

?4

?,5

26.

27. 

28

29. 

30. 

31.

Jan.

0.96 

aO.'60 

0.60 

0.50 

0.50 

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50 

0.50

0.50 

0.50 

0.50

Feb.

0.50

0.50

0.50

0.50

0.50 

0.50 

0.50 

0.50 

0.50 

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50 

0.50 

0.50

Mar.

0.50

0.50

0.50

0.50

0.50 

0.50 

0.50 

0.50 

0.50 

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50 

0.50 

60.80

0.70 

0.50 

0.50

Apr.

0.50

0.50

0.50

0.50

0.50 

0.50 

0.50 

0.50 

0.50 

0.50

0.50

0.50

0.50

0.50

0.45

0.40

0.40

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30 

0.30

0.65 

0.80

May.

0.80

0.80

0.80

0.80

0.80 

0.80 

0.80 

0.80 

0.80 

0.80

0.80

0.80

0.80

0.80

0.85

0.90

0.90

0.90

0.90

0.95

1.15

1.30

1.30

1.30

1.30

1.30 

1.30 

1.25

1.05 

0.90 

0.80

June.

0.80

0.70

0.70

0.80

0.80 

0.90 

0.90 

0.90 

0.90 

0.90

0.95

1.00

1.05

1.10

1.10

1.10

1.10

1.10

1.00

1.00

0.95

0.90

0.90

0.90

0.95

1.00 

1.00 

1.00

1.00 

0.85

July.

0.65

0.60

0.60

 0.50

0.40 

0.40 

0.40 

0.40 

'0.30 

0.30

0.30

0.30

0.30

0.30

0.30

0.20

0.20

0.10

0.10

0.10

0.10

0.10

0.05

0.05

lf\

......

Aug.

0.10

0.10

0.10

 0.10 

 0.10 

 0. 10 

 0.10 

 0.10 

0.10

-0.10

 0.10

0.10

 0.10

-0.10

 0.10

0.10

-0.10

 0.10

-0.10

 0.10

 0.10

0.10

 0.10

 0.10

-0.10 

 0.10

-0.10 

 0.10 

 0.10

Sept.

0.10

 0.10

 0.10

 0.10 

 0.10 

 0.10 

 0.10 

 0.10 

 0.10

-0.10

 0.10

-0.10

 0.10

-0.10

-0.10

 0.10

-0.10

 0.10

 0.10

 0.10

 0.10

 0.10

 0.10

 0.10

 0.10 

 0.10 

 0.10

 0. 10 

-0.10

Oct.

0.10

0.10

0.10

0.10

 0.10 

-0.10 

 0.10 

 0.10 

-O.'lO 

0.10

0. 10

 0.10

0.10

 0.10

 0.10

-0.10

0.10

 0.10

 0.10

 0.03

 0.03

 0.03

0.03

 0.03

-0.03

 0.03 

 0.03 

0.03

 0.03 

 0.03 

 0.03

Nov.

0.03

0.03

0.00

0.00

0.00 

0.10 

0.10 

0.25 

0.55 

0.65

0.75

0.85

0.95

1.00

0.80

0.50

0.40

0.35

0.30

0.30

0.30

0.75

0.90

1.00

1.05

1.10 

1.15 

1.20

1.05 

0.85

Dec.

0.80

0

7c

0.65

0.55

0.50 

0.75 

1.10 

(d)

.......

.......

a Kiver frozen at this height. 

b Ice going out of river.

c Water below gage.

d "Water backed up by ice.

Estimated discharge of Madison River at Threeforks, Mont. 

[Drainage area 2,420 square miles.]

MontL.

1895.

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

Julv.. .................

Discharge in second-feet.

Maximum.

2,880 

3,880 

3,480 

2,680

Minimum.

1,980 

2,880 

2,680 

1,440

Mean.

a 2, 310 

a 2, 310 

a 2, 310 

2,214 

3,166 

3,163 

1,882 

a 1,440 

a 1,440" 

a 1,541 

a 1,500 

a 1, 500

Total 

for month 

in acrefeet.

142, 098 

128, 291 

142, 098 

131, 742 

200, 880 

188, 212 

121, 930 

94, 752 

85, 686 

100, 962 

89, 256 

92, 231

Run-off.

Depth in 

inches.

1.09 

0.99 

1.09 

1.02 

1.50 

1.45 

0.90 

0.69 

0.67 

0.78 

0.69 

0.72

Secondfeet per 

square

mile.

0.95 

0.95 

0.95 

0.92 

1.30 

1.30 

0.78 

0.60 

0.60 

0.68 

0.62 

0.62

a Approximate. 

SAPPINGTON STTAION, ON JEFFERSON RIVER.

This station has been described in Bulletin No. 131, on page 22. 

Measurements have been continued at this point by Prof. A. M. Byon 

and his assistant, Mr. Peter Sieh. The results, however, have not been 

sufficiently detailed to afford material for constructing a rating table 

or for making estimates of the monthly flow. On April 28,1895, Professor Byon found that the entire bridge abutment had been rebuilt,
NEWELL.] JEFFERSON AND MISSOURI RIVERS, MONTANA. 93

destroying not only the old gage but also both bench marks. He reset 

the gage in a vertical position, fastening it to the crib work forming the 

middle pier of the Northern Pacific Eailroad bridge, one-fourth of a 

mile north of Sappington Station. One bench mark consists of a 6-inch 

wire nail driven horizontally in the east side of the blocking which 

forms the south abutment of the railroad bridge. It is level with the 

6.9-foot mark of the gage. The second bench mark is a 6-inch wire 

nail driven horizontally into a telegraph pole about 30 feet south and 

east of the south abutment of the bridge. This nail is at the elevation 

of the 7-foot mark. The observations are of doubtful value, as they 

have not agreed with the heights noted by the assistant hydrographer. 

The cable at this point is short, allowing the box to touch the water at 

high stages, so that measurements can not be made during floods.

List of discharge measurements made on Jefferson River at Sappington, Mont.

No.

b

1

4

Date.

1889.

Oct. 15

1893.

1894. 

Nov. 14

1895. 

July 31

Nov. 30

Hydrograplier.

J.B.Williams......

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

F.Jl.Newoll. ......

P.Sioh. ............

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

Meter 

number.

103

105

24

24

20

20

Gage 

height 

(feet).

1.08

0.80

0.95

Aroa of 

section 

(square 

feet).

107

154

442

732

558

C02

Mean 

velocity 

(feet per 

second).

1.89

2.10

1.83

2.07

2.02

1.99

Discharge 

(secondfeot).

a 202

b 333

c808

1,952

1,028

1,200

a Measurements made at Willow Creek, 20 miles above Threeforks. 

b Measurements made 4 miles from Threeforks.

TOWNSKND STATION, ON MISSOURI RIVER.

This locality is described in Bulletin No. 131, page 22. The Missouri 

Eiver Commission has maintained observations of river height at this 

point during 1895, and the copy of the record has been obtained from 

Capt. J. C. Sanford, secretary of the Commission. In this the elevations 

are referred to sea level, but the first two figures have been dropped. 

The figures 3,300 should be added to the heights given in the following 

table to give the true elevation. On June 29,1895, a measurement was 

made by Mr. Peter Sieh at the wagon bridge 1 mile north of Townsend 

and a short distance below the railroad bridge. At the time the water 

stood at a height of 91.05 feet and the discharge was 10,699 secondfeet.

. List of discharge measurements made on Missouri River at Townsend, Mont.

No.

1

?,

3

Date.

1893. 

Aug. 25 

1894. 

Nov. 18

Hydrographer.

I<\ H. Newell......

P.Sioh............

Meter 

number.

24 

24

20

Gage 

height 

(feet).

88.75 

89.00

91.05

Aroa of 

section 

(square 

feet).

1, 352 

1,546

2,290

Mean 

A'elocity 

(feet per 

second).

2.22 

2.44

4. 67

Discharge 

(secoudfeet).

3,008

10, 699
94 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140. 

Daily gage height of the Missouri River at Townsend, Mont,, for 1895.

Day.

1..

2..

3..

4..

5..

6..

7..

8..

9..

to.

11.

12.

13.

14.

15.

16.

17.

18.

19.

20.

21.

22.

23.

24.

25.

26.

27.

28.

29.

30..

31..

Jan.

a90.60

91.20

91.20

91.20

91.20

PI. 20

91.40

91.60

91.60

91.60

91.60

91.60

91.60

91.60

91.60

91.60

91.60

91.60

91.60

91.40

91.40

91S 40

91? 40

91.40

91.40

91.40

91.40

91.40

91.40

91.40

91.40

Feb.

91.40

91.40

91.40

91.40

91.40

91.40

91.40

91.40

91.40

91.40

91.40

91.40

91.40

9.1, 40

91. 40v

91.40

91.60

91.70

91.80

91.80

91.80

92.00

92.00

92.00

92.00

91.80

91.70

91.60

.......

.......

Mar.

91.60

91.60

91.60

91.60

91.60

91.60

91.40

91.40

90.30

89.00

89.00

89.60

d92. 80

02.80

92.80

92.80

93.00

93.00

89.00

88.90

88.80

88.80

88.80

88.80

89.00

89.20

89.40

89.60

89.60

89.60

89.40

Apr.

89.20

89.20

89. 20

89.10

89.00

89.00

89.00

89.00

89.00

89.20

89.20

89.20

89.20

89.20

89.40

89.60

89.60

89.70

89.^0

89.80

89.80

89.80

89.80

89.90

90.00

90.20

90.40

90.40

90.50

90.70

May.

90.80

90.80

90.80

90.80

90.80

90.80

90.90

91. 00

'91.00

91.00

91.00

91. 20

91. 00

90.80

90.80

90.90

91.00

91.00

91. 10

91.20

91.50

91.90

91.80

91.60

91. 40

91.40

91.20

91.20

91.20

91.00

90.90

June.

90.80

90.80

90.90

91. 00

91.10

91.20

91. 20

91. 20

91.20

91.20

91.10

91. 20

91.30

91.40

91.40

91.30

91.20

91.10

90.80

90.80

90. 90

91.10

91. CO

91.00

91.00

91.00

91.00

91.00

91.00

91. 00

.......

July.

91.00

90.90

90.80

90. 60

90.50

90.40

90.40

90.40

90.20

90.10

89.90

89.70

89.60

89.50

89.40

89.40

89.40

89.30

89.20

89. 20

89.10

89. 00

89.00

89.00

88.90

88.80

88.80

88.80

88.80

88.80

88.80

Aug.

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.70

88.70

88.60

88.60

88.60

88.60

88.60

88.50

88.40

88.40

88.40

88.40

88.40

88.40

88.40

88.40

88.40

88.40

88.40

88.50

88.50

88,60

Sept.

88.60

88.60

88.60

88.60

88.60

88.60

88.60

88.60

88.70

88:80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

Oct.

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

Nov.

88.80

88.80

88.80

88.80

88.80

88.80

88.70

88.60

88.60

88.60

88.70

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.80

88.70

88.60

88.60

88.60

88.60

88.60

88.60

88.60

Dec.

88.00

88.60

88.60

691. 60

91. 60

91.60

91.60

c95. 40

95. 60

95.50

95.40

95.40

90.40

90.40

90.40

e91. 60

92.40

92.40

92.40

92.40

92.40

92.30

92.20

92.20

92.20

92. 20

92.20

92. 20

92.20

92. 20

92. 20

alee readings, January 1 to March 8, inclusive. 

6Ice readings, December 4 to 11, inclusive, 

c Gorges, December 8 to 11.

cJIco readings, March 13 to 18, inclusive, 

elce readings, December 16 to 31.

SHEKIDAN STATION, ON KIG GOOSE CREEK.

The discharge of Big Goose Creek at the bridge, in the northern part 

of Sheridan, Wyo., at the crossing of Fifth avenue, has been measured 

by Mr. E. G-illette, the superintendent of water division No. 2 of Wyoming. On September 1,1895, he found a discharge of 275 second-feet, 

and he estimates the average discharge for August and September as 

approximately this amount. The total width at the time of measurement was 57.8 feet, and the greatest depth 2.2 feet. The fall of the 

creek was about 2 feet in a thousand, and the value of n in Kutter's 

formula was 0.025. The amount of water at this place represents the 

waste or surplus from irrigation systems above. There are a few small 

ditches below, but in the main the valley is narrow and bounded by 

" bad lands."

Daily gage height of the Big Goose Greek at Sheridan, Wyo., for 1S95.

Day.

1..........

2...-...--.

3..........

4..........

5...-. -....

6..........

7..........

8..........

9..........

10.........

11.........

19

13.........

14. ........

15.........

16.........

Aug.

2.40

2.30

2.40

2.50

2.50

2.40

2.30

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.20

Sept.

2.30

2.30

2.20

2.30

2.20

2.30

2.20

2.30

2.30

2.20

2.20

2.20

2.10

Oct.

2.50

2.50

2.60

2

7A

2.60

2.60

2.60

2.70

2.60

2.60

2.50

2.60

2.50

Nov.

2.50

2.40

2.50

2.60

2.70

2.70

Day.

17..........

18..........

19..........

20..........

21......"....

22..........

23..........

24..........

25..........

20..........

97

28..........

29..........

01

Aug.

2

OA

2.20

2 on

2 1 n

2.20

2.20

2 1 n

2.50

2. 30

2.30

2.20

2

;>n

Sept.

2.10

2 90

9 9A

2

or\

2

0A

2.40

2.50

2 ^0

2 Eft

o cfi

2 50

Oct.

2

KA

2

CA

2

C/1

2

CA

2.50

2.40

2.40

2.50

9 fin

2.50

o 5Q

Nov.
NEWELL.] / NORTH PLATTE RIVER. 95

PLATTE BASIN.

The drainage basin of the Platt'e River occupies the southeastern 

portion of Wyoming, the central and northeastern part of Colorado, and 

jibout one-half of the area of Nebraska. It lias been described at some 

length in the Thirteenth Annual Report of this Survey, Part III, Irrigation, pages 73 to 91, where are given diagrams of discharge at various 

points and a general map of the basin, The main river is formed by 

the junction of the North Platte and South Platte in the western-central part of Nebraska. At this point the north river, as regards volume, is by far the larger, the waters of the south river being diverted for 

irrigation to a relatively greater extent than those of the other branch,

NORTH PLATTE RIVER.

The drainage areas tributary, to North Platte River have been estimated by measurements made by means of a planimeter from the laud 

office maps of Wyoming, Colorado, and Nebraska. At the head Avaters 

these catchment areas can be outlined with a considerable degree of 

precision, but after the rivers leave the mountains and begin to cross 

the plains the dividing lines between the various catchment basins 

become less and less defined, flattening out into broad areas over which 

it is difficult, if not impossible, to determine in which way the water 

flows. For this reason the figures showing the extent of the drainage 

area of the plains streams are rarely given twice alike by different 

authorities, each person exercising his judgment as to how much or 

how little should be included within the catchment basin.

Drainage area of North Plalte.

Square miles. 

In Colorado ............................................................... 1,696

Above Sweetwater River.................................................... 7, 668

Below mouth of Sweetwater River (Sweetwater, 2,929)..................... 10,597

Above Douglas, Wyo....................................................... 14, 255

Above Orin Junction, Wyo................................................. 14,828

Above Fort Laramie, Wyo.................................................. 16,416

Below Laramie River (Laramie, 4,076)...................................... 20,492

In Wyoming and Colorado................................................. 23, 643

To North Platte, Nebr...................................................... 28,517

Laramie River.

Above Woods Landing, Wyo. (of this 343 square miles in Colorado) ......... 435

Above Uva, Wyo. (of this 428 square miles in Colorado)...................... 3,179

Above Fort Laramie (mouth of river, not including 500 square miles of lost 

drainage to James Lake, Cooper Lake, etc.).....,..,..............,..,... 4,076

WOODS LANDING* STATION, ON LARAMIE RIVER.

This station has been described in Bulletin No. 131, on page 28. Observations of river height at this point have been continued during the 

greater part of 1895, and a number of discharge measurements made at
96 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

intervals. There has not been a sufficient number of measurements, 

however, to give means for computing the monthly discharge at this 

point.

List of discharge measiirements made on Laramie River at Woods Landing, Wyo.

No.

1

?,

3

4 

5

Date.

1894. 

Sept. 27

Sept. 28

Nov. 3

1895. 

May 24 

Oct. 23

Hydrographer.

W. M. Gilcrest ....

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

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

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

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

Meter 

number.

104

104

Gage 

height 

(feet).

2.80 

0.80

Area of 

section 

(square 

feet).

238 

41

Mean 

velocity 

(feet per 

second).

i.47

4.74

1 10

Discharge 

(secondfeet).

a 27

657

c80

1,129

ilQ

a Measurement made at Laramie City, Wyo. Biennial report of State engineer of Wyoming, 

1894, p. 25.

b Measurement at Woods Landing, 

c This result of doubtful value, as meter was not in good order.

Daily gage height of Laramie River at Woods Landing, Wyo., for lS9o.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

91

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

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

oe

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

97

98

9Q

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

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

Apr.

1.05

1.00

1 00

1.15

1.10

1 9ft

1.25

1.15

1.20

1.15

1.20

1.25

1.35

1.40

1.30

1.40

1.50

1.75

1.55

1.55

1 an

1.65

1.75

1

QS

2.15

2.25

2.65

2.65

May.

2.35

9 9<5

2

oe

2 11

2.05

9 in

9 in

2 60

3.65

3

0A

3.15

3.55

H <in

3.30

3.55

3.30

3.00

2

QC

2.85

3.05

3.25

3 OK

3

0A

3.30

3 1A

2.80

3.00

3.45

3 IK

3. JO

3.00

June.

3.10

3.20

3

OA

3.15

3.20

3 91

3.40

3.20

3.35

3.75

3.50

3.55

3.40

3.45

3.45

3.50

3.20

3

/\e

2.75

2.70

2 EC

2 fift

2.65

2.60

2.55

2.45

2 nn

2.65

2.50

July.

2.40

2 9n

2

OA

9 in

2.20

1. 95

1 80

1. 85

1.70

1

7C

1.85

2.00

2.00

1.90

1.70

1.65

1.45

1.50

1.50

1.50

1.50

1.40

1 Qn

1.25

1.20

1.20

1.20

1.30

1.35

Aug.

1.35

1.35

.1.40

1 9n

1.20

1.20

1.20

1.15

1.25 i in

1.05

1.00

1.00

1.00

1.00

1.00

1.00

1 00

0.90

0.90

0.90

0.90

0.90

0.90

0.90

0.95 i ftn

1.10

1.20

1.15

Sept.

.1.00

1.00

0 90

0. 80 ;

0.80

0.70

0.70

0.75

0.75

0.80

0.80

0.80

0.75

0.70

0.65

0.70

0.65

0.65

0.60

0.60

0.65

0.60

0.60

0.60

0.60

0.60

0.60

0.60

0.60

Oct.

0.60

0.60'

0.65

0.80

1.00

1.00

1.10

0.95

0.90

0.80

0.80

0.70

0.70

0.70

0.70

0.70

0.75.

0.70

0.75

0.75

0.75

O ne

0.60

0.60

0.60

0.60

0.60

0.70

0.70

0.70

Nov.

0.80

0.80

0.80

0.80

0.90

0.90

0.80

0.80

0.80

0.90

0.85

0.80

0.80

0.75

0.80

0.70

0.70

 0.80

0.80

0.80

UVA STATION, ON LARAMIE RIVER.

Occasional measurements have been made at the railroad bridge at 

Uva, and observations of river height were maintained from April 22 

to November 20,1895. In the biennial ueport of the State engineer of 

Wyoming for 1894, on page xxv, results of measurements of Larami© 

Eiver are given. On August 20,1894, the discharge near Fort Laramie^ 

as measured by John Hunton, was 51 second-feet, and on October 7,
NEWELL.] LARAMIE RIVER, WYOMING. 97

1894, it was 23 second-feet, these measurements being in addition to 

those given in the following list:

List of discharge measurements made on Laramie River at Uva, Wyo.

No.

1

?,

3

4 

5

Date.

1894.

Oct. 24:

1895.

July 15 

Sept. 27

Hydrographer.

W. M. Gilcrest . .

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

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

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

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

Meter 

number.

104

Floats.

(6) 

(6)

Gage 

heigbt 

(feet).

4.75

1.60 

0.75

Area of 

section 

(si; uare 

feet).

7

438

87 

4

Mean 

velocity 

(feet per 

second.)

2.06

4.04

1.65 

1.51

Discharge 

(secondfeet).

a 1,845

14

1,417

146 

6

a Biennial report of State engineer of "Wyoming, 1894, p. xxv. 

6 Measurements made with small Price acoustic meter.

Daily gage height of Laramie River at Uva, Wyo., for 1895.

Day.

1. .........

2..........

3..........

4..........

5..........

6..........

7..........

8..........

9..........

10.........

11.........

12.........

13.........

14.........

15.........

16.........

17.........

18.........

19.........

20.........

21.........

99

OQ

24.........

OK

9ft

27.........

28.........

OQ

30.........

31.........

Apr.

1 OA

1 90

2

0fl

1 90

2 1 A

2.40

3.00

May.

2.90

3.20

3.60

3.40

3.70

3.20

2.90

2.60

2.40

2.60

3.10

3.20

3.10

3.00

2.90

3.10

3.40

3.30

3.10

2.90

3

1 A

2 On

3 on

3.40

3 90

3 1ft

3.40

3.50

4.50

' June.

4.90

5.30

5.90

5.60

5.70

£, 9ft

4.80

4.50

4.30

4.80

4.80

4.80

4.80

4.75

4.50

4.40

4.20

4.20

4.00

3.90

3.70

Q in

2

8f»

2.65

2.60

2.40

2 Oft

3.00

2

CA

July.

2.40

2.80

2.65

2.50

2.40

2.40

2.30

2.15

2.20

1.80

1.65

1.60

1.50

1.50

- 1.60

2.10

2.00

1.90

1.60

1.55

1.40

1.30

1.30

1 9^

1.25

1.20

1.20

1.20

1.15

2.10

1.60

Aug.

1.30

1.20

1.30

1.20

1.20

1.40

1.25

1.20

1.20

1.00

1.00

1.00

1.00

1.00

1.00

0.95

0.95

0.95

0.95

0.90

0.90

0.85

0.85

O AR

O QK

O QC

0.85

0.85

0.85

0.85

0.85

Sept.

0.85

0.85

0.85

0.85

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.75

0.75

0.75

0.75

0.75

0.75

0.75

0.75

0.75

0.75

0.75

0.75

Oct.

0.75

0.75

0.75

0.75

0.75

0.80

0.80

0.80

0.80

0.80

0.80

0.85

0.85

0.85

0.85

0.85

0.85

0.85

0.85

0.85

0.85

0.85

0.85

0.85

0.85

0.85

0.85

0.85

0.85

0.85

.0.85

Nov.

0.85

0.85

0.85

0.85

0.85

0.85

0.85

0.90

0.90

0.90

0.90

0.90

0.90

0.85

0.85

0.85

0.85

0.85

0.90

0.90

........

Eating table for Laramie River at Uva, Wyo.

Gage 

height.

Feet.

0.6

0.7

0.8

0.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

Discharge.

(Sec. feet.

3

10

15

20

33

45

58

70

91

125

140

Gage 

height.

Feet.

1.7

1.8

1.9

2.0

2.1

2.2

2.3

2.4

2.5

2.6

2.7

Discharge.

Sec. feet.

165

190

220

245

265

300

325

350

380

410

446

Gage 

height.

Feet.

2.8

2.9

3.0

3.1

3.2

3.3

3.4

3.5

3.6

3.7

Discharge.

tiec. feet.

475

510

542

575

620

660

700

740

780

833

Gftge 

height.

Feet.

3.8

3.9

4.0

4.1

4.2

4.3

4.4

4.5

4.6

4.7

Discharge.

Sec. feet.

870

930

970

1. 025

1,075

1,130

1,190

1,250

1,310

1,370

Bull. 140-
PROGRESS REPORT, HYDROGRAPHY, 1895.

Estimated discharge of Laramie River at Uva, Wyo. 

[Drainage area, 3,179 square miles.]

[BULL. 140.

 Month.

1895.

April (22 to 30) .

November (1 to

20) ...........

Discharge in second-feet.

Maximum.

542

1,250

(a)

17^

91

18

18

20

Minimum.

190

ocn

380

V)

18

13

13

18

Mean.

283

605

36

15

17

19

month 

in acrefeet.

16, 840

07 900

1 9 n*i9

2, 214

892

1,045

1,130

Run-off.

Depth in 

inches.

0.10

0 99

0.07

0.01

Secondfeet per 

square

mile.

0.09

0.19

0.06

0.01

a Measurements at high water have not been obtained sufficient for the estimation of the June 

discharge.

ORIN STATION, ON.HORTH PLATTE RIVER.

This station has been described in Bulletin No. 131, on page 29. 

Observations were continued at this point during 1895, and measurements of discharge were made as shown in the following table:

List of discharge measurements made on North Platte River at Orin Junction, Wyo.

No.

4

6

7

Date.

1894.

Aug. 15

Oct. 26

1895.

July 17 

Sept. 26

Hydrographer.

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

W. M. Gilcrest...

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

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

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

Meter 

number.

104

it-\

(c) 

(e)

Gage 

height 

(feet).

3.80

2.90 

0.65

Area of 

section 

(square 

feet).

959

769 

258

Mean 

velocity 

(feet per 

second).

1.42

4 29

3.20 

1.97.

Discharge 

(secondfeet).

12, 823

816

6502

4,110

2,475 

508

a Biennial report of State engineer of Wyoming, 1894, p. xxv. 

b This result of doubtful value, as meter was not in good order. 

c Measurements made with small Price acoustic meter.

Rating table for North Platte River at Orin Junction, Wyo.

Gage 

height.

Feet.

0.1

0.2

. 0.3

0.4

0.5

0 6

: 0.7

0.8

0.9

1.0

1.1

Discharge.

Sec. feet.

280

315

350

390

425

480

522

580

635

695

760

Gage 

height.

Feet.

1. 2

1.3

1.4

1.5

1.6

1.7

1.8

1.9

2.0

2.1

2.2

Discharge.

Sec. feet.

820

880

958

1,025

1,105

1,195

1,270

1.358

M60

1, 560

1,675

Gage 

height.

Feet.

2.3

2.4

2.5

2.6

2.7

2.8

2.9

3.0

3.1

3.2

3.3

Discharge.

Sec. feet.

J.780

1,890

1,990

2,100

2,215

2,345

2, 480

2, 615

2,760

2,940

3,110

Gage 

height.

Feet.

3.4

3.5

3.C

3.7

3.8

3.9

4.0

4.1

4.2

Discharge.

Sec. feet.

3,310

3,525

3,760

4,000

4,240

4,475

4,720

5,000

5,280
NEWELL.] NORTH PLATTE RIVER, WYOMING. 99

Daily gage height of North Platle Eiver at Orin Junction, Wyo., for 1895.

Day.

1

2 

3

4

5

6 .

7..

8..

i)

10.

11.

12. 

13.

14.

15.

16.

17.

1 ft

19. 

?0

21.

W,

93

?4

25

9fi

97

28.

29

qn

31.

Jan.

1.00

1.00 

1.00

1.00

1.00

(a)

.......

Apr.

2.20

1.85 

1.52

1.57

1.95

2.00

2.00

2.00

2.00

9 tt

2.75 

2.65

3.60

3.85

3 OK

4.05

3.90 

3.65

3.90

4.15

4.22

4.05

3 OK

3.85

4. 25

5.45

May.

5.55

5.45 

5.10

4.25

4.55

4.25

4.05

3.97

4.05

d 90

""i." 95'

4.75

4.45

4

KC

4.65

T 45"

4.35

4.37

4.62

4.65

4.50

4.45

4.55

4.67

5.05

June.

5.22 ""G." is"

6.10

5.65

£> Af\

5.25

4.85

4 OK

4.80 

*i nn

4 90

4 80

4.72

4.57

4.47 

4.37

4.27

4.17

3.87

 J Oft

3

QA

3 on

3.82

3.80

July.

3.87

3.80 

3.80

3.75

3.67

3.45

3.05

2.90

2.82

2.67

2.57 

2.47

2.55

2.95

2.92

2.80

2.62 

2.40

2.17

2 07

2.00

2.00

2.00

1 07

1.95

1.95

1.92

Aug.

2.10

1..97 

1.85

2.50

2.22

2.07

1.87

1.82

1.67

1.47 

1.42

1.40

1.35

1.32

1.27 

1.22

1.20

1.20

1 9(1

1.17

i n^

1.00

0.95

0.95

0.95

0.92

Sept.

0.90

0.90

0.90

0.90

1.00

0.85

0.80

0.72 

0.70

0.70

0.65

0.60

0.55

0.55 

0.50

0.50

O CR

0.55

0.60

0.65

0.70

0.77

0.87

Oct.

0.92

0.95

0.95

1.00

0.97

0.95

0 97

1.00

1.00

0.97

0.95

0.05

0.92

0.90

0.90

0.87

n a<;

0

07

0.90

0.90

0.90

0.90

Nov.

0.90

0.90

0.85

0.87

0.97

1.00

1.00

1.00

1.00

1.00 

1.00

1.00

1.00

1.00

1.00

1.25 

1.25

a River frozen from January 6 to March 31, inclusive.

Estimated discharge of North Platte River at Orin Junction, Wyo.

[Drainage area, 14,828 square miles.]

Month.

1895.

September.....

November .....

Discharge in second-feet.

Maximum.

4,405

1,990

635

695

695

Minimum.

1,378

647

425

608

608

Mean.

2,397

1, 038 "

544

657

695

month 

in acrefeet.

147, 386

63, 821

32, 370

33, 449

41, 355

liun-off.

Depth in 

inches.

0.18

0.08

0.04

0.06

0.06

Secondfeet per 

square

mile.

0.16

0.07

0.04

0.05

0.05

NORTH PLATTE STATION, ON NORTH PLATTE RIVER.

Mention has been made of this station on page 30 of Bulletin No. 131. 

The measurements at this point have been under the charge of Mr. 

Charles P. Boss. Before the station was established a number of measurements of the quantity of water in the stream were made by topographers of this Survey. These are given in the table below, in connection with those made during 1895.

All of the discharge measurements have been made from the wagon 

bridge 1 mile north of the town of North Platte, this bridge being in 

section 28, T. 14 N., K. 30 W. It is a long, low, pile bridge, having 

87 spans of approximately 20 feet each, crossing the main channel of 

the river. North of this, at a distance of about 440 feet, is another
100 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

bridge crossing a smaller branch or slough, and having six spans of 

about 20 feet each. The water, except in times of flood, does not pass 

under all of the spans of the long bridge, but usually the greater 

part flows under two or three of these, spreading out in shallow pools 

or streamlets under others, the greater number being over dry sand. 

The initial point for soundings is on the right bank and consists of a 

mark on the railing on the upstream side of the bridge. The channel 

is nearly straight for about 500 feet both above and below the station. 

The banks are low, but are rarely, if ever, overflowed. In addition to 

the measurements given, Mr. Ross reports that on December 6,1894, 

the ice on the river was about 3 inches thick, and that there were two 

open channels. At that time the water was two-tenths of a foot higher 

than at the time of the measurement on November 6. He also states 

that on January 5,1895, the ice was 8 inches thick, with no open channels, the height of water being the same as that on December 6.

The observations of river height are made at the Union Pacific Railroad bridge, this being about 2 miles below the wagon-road bridge, 

from which the velocity of the water is measured. This railroad bridge 

is 3 miles above the junction of the North and South Platte rivers 

The gage is vertical, marked to tenths of afoot, and is fastened by 

screws to the piling under the bridge. The top of the east rail directly 

over the gage is 12 feet above the zero.

List of discharge measurements made on North Platte River at North Platte, Ne'or.

No.

a

b

1

7!

4

5

6

7

Date.

1892. 

Sept. 14

Nov. 2

Nov. 22

1894. 

Oct. 5

Nov. 6

1895. 

Mar. 27

A T»T 9Q

MQTT 9fl

June 8 

Sept. 14

Hydrographer.

Cyrus C.Babb.....

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

C.P.Ross .........

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

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

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

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

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

O.V.P.Stout......

Meter 

number.

29

29

23

23

23

23

23

23

105

Gage 

height 

(feet).

4.00 

1.30

Area of 

section 

(square 

feet).

473

660

KQA

393

712

1,238

2,631

2,601

5, 702

Mean 

velocity 

(feet per 

second).

1.63

1.62

2

0O

1.58

1.72

1.88-

2.16

2.43

2.85 

1 64

Discharge 

(secondfeet).

770

1,070

1,370

620

1,227

5,695

6,320

16, 261 

200

During September and October, 1892, Mr. William P. Trowbridge, jr., 

assisted by Mr. Cyrus C. Babb, made a reconnoissance of the North 

Platte Valley from the town of North Platte nearly to the Wyoming 

State line, constructing a topographic map and making a number of 

measurements of the flow of water in the main stream, in its tributaries, 

and in some of the principal ditches. The following list gives the most 

important of these measurements. In 1895 Prof. O. V. P. Stout also 

made a reconnoissance of a portion of this area and obtained two measurements of the discharge of North Platte River at Gering. These 

also are shown in the list.
 HEWKLL.] NORTH PLATTE RIVER AND TRIBUTARIES.

List of discharge measurements above North Platte, Nebr.

101]

Date.

1892. 

Sept. 24 

Oct. 8

Oct. 8 

Oct. 16 

Oct. 16 

Nov. 5 

1895. 

Juno 14 

June 17

Stream.

Birdwood Creek . 

1' u in p k i n s e e d 

Creek.

Mitchell Canal....

North Platte...... 

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

Locality.

Roberta's ranch. .....

Goring ..............

Area of 

section 

(square 

feet).

68 

15

211 

12 

36 

49

3,984 

3,351

Mean 

velocity 

(feet 

per 

second).

1.86 

2.13

1.58 

2.00 

2.40 

2.14

2.85 

3.27

Discharge 

(secondfeet).

a 126 

632

333

c24 

dSG 

e!05

/11.350 

10, 963

a This measurement of Birdwood Creek was made from a foot bridge in the northeast quarter of 

section 34, T. 15 N., B. 33 "W., on "William RobCrts's ranch. This stream is reported to have a constant flow throughout the year, a heavy rain causing it to riao only about 8 inches. The creek is 

formed by the union of the East Fork, about 14 miles long, with the West Fork, ahout 16 railea long, 

these carrying approximately equal volumes of water. Its length from the junction to the point whore 

it enters North Platte River is about 10 miles. It is typical of the northern tributaries of North Platte 

River, these rising in the sand hills and maintaining a nearly constant discharge.

6 This measurement of Putupkinseed Creek was made at L. B. Carey's ranch, section 12, T. 19 N., 

R. 50 W.

c This measurement of Mitchell Canal was made at the flume over Horse Creek.

el The measurement of Horse Creek was made at the point where the flume of Mitchell Canal crosses. 

The volume of water is usually large for the late summer season, having been measured shortly after 

a heavy rain.

eMr. Babb states that Blue Creek is similar to Birdwood Creek noted above, as it is fed by springs 

and maintains a constant volume throughout the year, except in times of a heavy rain, when the volume may be somewhat increased. It heads in what is locally known as the lake region, a section of 

country dotted by lakes some fresh, some alkaline many several miles in extent. A few of them are 

deep, bottom not having been found at 200 feet. Others can be forded on horseback. Although Blue 

Creek has no visible head in any of these lakes, yet it is generally believed that there are underground 

connections between th'ese lakes and the head of the creek. Many of these lakes have a peculiar 

behavior, in the aiitumn the water level gradually rising from 1 to 3 feet. Although Blue Creek does 

not carry as much water as Birdwood Creek, its valley is much better adapted to irrigation. The 

valley of Blue Creek, extending from 5 miles above its mouth northward, is flanked on either side by 

precipitous bluffs from 150 to 200 feet high. In the lower course of the creek the land has a fall of 20 

feet to the mile on the average, but owing to tho meander of the creek the water surface has decidedly 

less fall.

/The surface of the water at the time of this measurement was 4.33 feet below the top of the 

upstream end of tho cap of the first river bent on the south or right bank, this being 24 spans from the 

south bank. The height of water on June 17, at the time of the second measurement, was practically 

the same.

Rating table for North Platte River at North Platte, Nebr. 

[Prepared by 0. V. P. Stoat.]

Gage.

Feet.

1.30

1.40

1.50

1.60

1.70

1.80

1.90

Discharge, a

Sec. feet.

200

272

384

537

730

963

1,2:!7

Gage.

Feet.'

2.00

2.10

2.20

2.30

2.40

2.50

2.60

Discharge, a

See. feet.

1,551

1,905

2,300

2,735

3,210

3,725

4,282

Gage.

Feet.

2.70

2.80

2.90

3.00

3.10

3.20

3.30

Discharge, a

Sec. feet.

4,878

5,514

6,191

6,908

7,665

8,464

9,302

Gage.

Feet.

3.40

3.50

3.60

3.70

3.80

!i.90

4.00

Discharge, a

Sec. feet.

10, 180

11, 100

12, 058

13, 057

14, 097

15, 177

10, 297

aDischargo=2,935 4,725</ + 2,0160s.
102 . PKOGRESS REPORT, HYDROGRAPHY, 1895. [BOLL. 140. 

Daily gage height of North Platte River at North Platte, Nebr., for 1895.

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..

Feb.

3.25 

3.40 

3.30 

3.20

......

Mar.

3.40

3.15

2.70

2.70

2.70

2.55

2.40

2.65

2.35

2.05

2.45

2.35

1.80

1.60

1.55

1.95

2.05

2.20 

2.25

2.35

2.20

2.15

2. 15

2.20

2.20 

2.45 

2.25 

2.20 

2.15

2.05

1.95

Apr.

2 OK

2.00

2.00

2

1 A

2.35

2.45

2.40

9 9A

2.00

2.30

2 on

2

qc

9 9^

2.05

2.25

2.50 

2.45

2.35

9 fin

2.75

2.75

2.70

2.70 

2.60 

2.75 

2.85 

2.95

2.95

May.

2

7C

2 or.

9 81

3 9n

3

qc

3.45

3.25

3.00

3 AC

2.90

2 Oft

2.70

2.85

2.85

3.00

3.15 

2.95

3.00

2

AK

3.00

3.00

3.05

2.95 

2.90 

2.90 

2.85 

2.75

3.05

3.35

June.

3 OK

3 9A

3

1 K

3

CC

3.65

3.60

4.05

 J QK

3 AC

S on

3

QC

3 fir

3 f\f\

3.65

3.55

3

CK

3

CC

3.45 

3.45

3.35

3 OK

3.40

3.25

3.25

3.20 

3.10 

3.10 

3.05 

9 on

2.85

July.

2

7K

2 fiC

2

X.t\

2.60

2 fiC

2.55

2.55

2.65

2

7c

9 ft^

2.75

9 fip;

2

KK

9 tt

2.45

2.35

9 11

2.00 

2.00

2.10

2.00

2.05

2.15

2.35

2.35 

2.15 

2.00 

2.00 

i QI

1.90

1.75

Aug.

i fii

1 60

1.85

1.70

1.65

1.75

1 71

1.65

1.65

i fii

1.60

1 CA

1.55

i R^

1.50 

1.45

1.50

1.40

1.35

1.40

1.35

1.40 

].30 

1.25 

1.60 

1.55

1.50

1.45

Sept.

1.45

1.45

i di

1 Qft

1 3fi

i Qft

1.20

1 9ft

1 9^

1 9^

i 9^

1 9K

1 3ft

1 30

1 9*i

1.40

1.40

1.30 

1.30

1 90

1 30

1 35

1.55

1.50

1.45 

1.40 

1.40 

3.30

1 3P»

1.45

Oct.

1.40.

1 Qft

1.35

1.50

1.50

i nn

1.50

1.60

1.70

1.70

1.60

1 71

1.70

1 71

1.75

1,85

1 81

1.85 

1.80

1.75

i 7K

1.75

1.85

1.85

1.90 

1.90 

1.95 

1.85

1 81

1.75

1.90

Nov.

1 QC

I

DA

1 QC

1 Qt\

2.00

1 01

1.85 i ftf=i

1 Q^

i fin

1.85

1 QA

2 1ft

2.00

2.00

2.00

1 90

1.95 

1.90

1.95

1 fift

1.85

1.90

2.00

2.10 

2.10 

2.00 

2.00 

1 on

2.00

Dec.

2

1 A

2.00

1

QA

2 1ft

2

'JC

2

0A

2.40

2.45

2.50

2.45

2.45

2.45

2 50

2 til

2.45

2 45

2.45

2.45 

2.45

2.50

2.60

2.55

2.60

2.65

2.65 

2.55 

2.50 

2.45 

(a)

(a)

(a)

a Frozen.

Estimated discharge of North Platte River at North Platte, Nebr. 1 

[Drainage area, 28,517 square miles.]

Month.

1895. 

February (25 to

98\

April..........

September.....

November ..... 

December .....

Discharge in second-foet.

Maximum.

10, 180 

10, 180 

6,544 

9,735 

16, 580 

5,848 

1,095 

455 

1,389 

1,905 

4,575

Minimum.

8,364 

455 

1,723 

4,878 

6,191 

1,237 

231 

170 

200 

963 

1,237

Mean.

9,181 

3, 005 

3,470 

7, 033 

10, 991 

3,137 

492 

241 

810 

1,357 

3,405

Total for 

moii tli 

in acrei'eet.

509, 887 

184, 770 

206, 479 

432, 442 

654, 010 

192, 887 

30, 252 

14, 340 

49, 805 

80, 747 

209, 365

Kun-off.

Depth in 

inches.

 0.33 

0.13 

0.13 

0.29 

0.44 

0.13 

0.02 

0.01 

0.02 

0.06 

0.14-

Secondfeet per 

square 

mile.

0.32 

0.11 

0.12 

0.25 

0.39 

0.11 

0.02 

0.01 

0.02 

0.05 

0.12

1 Annual Keport of the Nebraska State Board of Agriculture, 1895, Report of the Engineer, pp. 

326-328, gives rates of discharge for ten-day periods from March 15 to November 30, 1895.

SOUTH PLATTE RIVER.

South Platte Eiver rises in South Park within the main range of the 

Rocky Mountains, and, flowing northeast, passes out through a narrow 

cauyon in the Front Eange. It then flows in a general northerly course, 

receiving from time to time tributary creeks draining the main range
NEWELL.] SOUTH PLATTE RIVER.

and coming out through narrow canyons. The waters of the main 

stream and of each of the tributaries are diverted by numerous canals 

and ditches, many of them heading well up in the canyons and utilizing the greater part of the flow of the stream.

A number of points for the measurement of the river and its tributaries have been established by the State engineer of Colorado. The 

first of these is at Deansbury, in the canyon of the South Platte, 27 

miles above Denver, and the second is at the city of Denver, below 

the mouth of Cherry Creek. The tributaries measured are Bear Creek, 

which enters G miles above Denver, Boulder and South Boulder, St. 

Vrain, and Big Thompson creeks. Cache la Poudre River has been, 

measured for a number of years by Prof. L. G. Carpenter at a point about 

12 miles above Fort Collins, the record here being the most complete of 

any in this part of the country. The niain South Platte itself has also 

been measured at a point below the mouth of Cache la Poudre River, 

this being near the line between Weld and Morgan counties.

The drainage area of South Platte River has been measured by means 

of a planirneter from the laud office maps of Colorado and Wyoming, 

dated 1892, and from, the map of Nebraska dated 1890. The mountainous catchment areas are easily denned, but that portion of the basin 

lying upon the Great Plain is not so readily outlined, and it is possible 

for estimates to differ widely from the fact that in this nearly level 

country it is difficult to decide in which way the waters run. There are 

large areas which probably do not contribute water to any streams, but 

these have usually been included within one basin or another.

Drainage area of South Platte River.

Square miles. 

Above Deansbury, Colo ................................:................... 2,600

At Denver, Colo., below the mouth of Cherry Creek......................... 3,840

At Greeley, Colo, above the mouth of Cache la Poudre...................... 7,110

Belo\v Greeley, Colo. (of this Cache la Poudre River at gaging station above

Fort Collins 1,060 square miles and at mouth 2,465 square miles).......... 9,575

At Orchard or Green River City Bridge ..................................... 12,260

At mouth below North Platte, Nebr. (of this amount, in Wyoming 2,089 square

miles and in Nebraska 2,658 square miles)................................. 23,294

DEANSBUUY STATION, ON SOUTH PLATTE.

The gaging station at this point is located about 2£ miles northeast 

of Syines and 1,000 feet southwest of the station of Deansbury, on the 

Denver, Leadville and Gunnison Railroad, 27 miles from Denver. It 

was established by L. R. Hope on November 15, 1895, near the place 

where stream measurements have formerly been made by the State 

engineer of Colorado. Observations of river height are made three or 

more times a day. The discharge measurements are made from the 

footbridge crossing the stream. The gage consists of a plank 3 by 6 

inches, marked to 0.05 of a foot. The channel both above and below 

the station is straight for about 100 feet, aud the water moves swiftly.
104 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

'The right bank is high and rocky, the railroad track being about 12 

feet above low water on this side. The left bank is also rocky, a dry 

wall being laid up for about 5 feet above the bed of the river. The 

water flows over gravel and small bowlders, the section not changing 

perceptibly from time to time.

List of discharge measurements made on South Platte River at Deansbury, Colo.

No.

1

f,

3

4

5

6

Date.

Nov. 30

Dec. 8

Dec. 14

Hydrographer.

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

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

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

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

Meter 

number.

21

91

91

21

21

21

Gage 

height 

(feet).

4.00

3 9ft

3.60

3.65

8.80

3.35

Mean 

velocity 

(feet per 

second).

4.03

2 78

3.59

3.71

3.88

3.51

Discharge 

(secondfeet).

197

1AO

160

166

183

135

Daily gage height of the South Platte River at Deansbury, Colo., for 1895.

Day.

1.......

2.......

3.......

4.......

5.......

6.......

7.......

8.......

9.......

10...... 

11......

Nov.

........

Dec.

3.57

3.48

3.25

3.05

3.48

4.03

3.78

3.67

3.39

3.71 

3.77

Day.

19

13.......

14.......

15.......

16.......

17.......

18.......

19.......

20.......

21....... 

22.......

Nov.

4.00

4.15

4.20

4.20

4.69

4.58

4.40 

4.42

Dec.

 .} gg

3.65

3.74

3.50

3.65

3.25

3.47

3.07

3.35

3.80 

3.58

Day.

OO

24.......

25. ......

26.......

27.......

28.......

29.......

30.......

31.......

Nov.

3 89

4.15

3.82

3.92

4.17

4.05

3.99

Dec.

3 44

3.33

3.05

3.00

3.01 '

3.34

3.28

3.18

3.03

DENVER STATION, ON SOUTH PLATTE.

In the spring of 1895 a river station was established at the Twentythird street viaduct in the city of Denver, but observations were discontinued on June 18, as the location was found to be unfavorable for 

accurate measurements, and the water had fallen below the gage. On 

May 7, when the height was 1.10 feet on this gage, the discharge was 

found to be 168 second-feet. In July a station was established at the 

Fifteenth street bridge and observations were begun, these being made 

in the morning and in the afternoon. Stream measurements are being 

made from the lower side of the bridge. The gage consists of two 6 

by 2 inch timbers spiked together, inclined and graduated to vertical 

tenths of a foot. The space between the marks is 0.156 foot. The timbers are fastened to posts driven into the bank. The bench mark is 

107 feet southwesterly from the gage and is a cross mark on top of the 

east abutment of the Fifteenth street bridge on the north corner. It 

is marked B. M. and is 6.15 feet above the 9-foot mark of the gage rod. 

The initial point for soundings is on the right bank at the post of the 

iron railing. The channel is straight for about 1,000 feet above and 

below and the water moves with moderate velocity. The bed of the 

stream is sandy and shifting. This point is immediately below the 

mouth of Cherry Creek, which enters between the Fourteenth and 

Fifteenth street bridges. The stream at this point is confined between
NEWELL.] SOUTH PLATTE RIVER. 105

artificial embankments of furnace slag. The measurement on November 9 was made by wading at a point between the Fifteenth and Sixteenth street bridges, this being one of a series of measurements made 

with especial reference to the amount of seepage along the South Platte.

List of discharge measurements made on South Platte Eiver at Denver, Colo.

No.

1

?,

3

4

5

fi

Date.

1895. May 7

July 23

Nov. 9

Nov. 29

Hydrographer.

P.J.Preston............

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

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

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

Meter 

number.

91

14

14

14

21

14

Gage 

height 

(feet;.

5.40

' 4.60

3.90

4.30

3.90

Mean 

velocity 

(feet per 

second).

1.48

3.63

3.33

2.75

2.56

2.37

Discharge 

(secondfeet).

168

1,490

876

447

430

303

Rating table for the South Platte River at Fifteenth street bridge, Denver, Colo., for 1895.

Gage 

height.

' Feet.

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

Discharge.

Sec. feet.

11

34

58

82

108

135

163

194

Gage 

height.

Feet.

3.70

3.80

3.90

4.00

4.10

4.20

4.30

Discharge.

Sec. feet.

227

262

303

350

404

468

545

Gage 

height.

Feet.

4.40

4.50

4.60

4.70

4.80

4.90

5.00

Discharge.

Sec. feet.

642

760

870

965

1,050

1,135

1,215

Gage 

height.

Feet.

5.10

5.20

5.30

5.40

5.50

5.60

5.70

Discharge.

Sec. feet.

1,287

1,355

1,423

1,490

1,560

1,630

1,700

Daily gage height of South Platte River at Denver, Colo., for 1895,

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.........

May.

"oi.'io"

0.90

1.00

1.05

1.20

1.20

1.00

0.90

0.85

0.95

0.90

0.90 

0.95 

0.70 

1.00 

1.30

1.70 

1.85 

1.70 

1.35

0.95

0.90 

1.95

2.50

June.

2.40

4.90

5.00 

4.60 

4.30

3.90

3.50

3.95

3.55

3.50

3.35

3.10

2.70

2.45

2.40

2.33

........

July.

........

........

4.40

4.25

4.00

4.00

4.10 

3.80 

4.10 

5.40 

5.20

5.35 

5.30 

4.95 

4.60

4.50

4.45 

4.65

5.35

Aug.

5.85

5.55

5.20 

5.05 

4.75

4.55

4.75

4.60

4.50

4.40

4.30

4.35

4.20

4.20

4.20

4.10

4.05 

4.10 

4.00 

3.90 

3.95

4.05 

4.00 

3.90 

3.75

3.70

4.30 

4.95

4.95

Sept.

4.85 

5.00

4.50

4.45 

4.60 

4.15 

3.95

3.85

3.75

3.80

3.75

3.60

3.60

3.70

3.65

3.70

3.65

3.60

3.70 

3.70 

3.60 

4.00 

4.10

4.20 

4.10 

3.80 

4.45

4.25

4.35 

4.30

Oct.

4.25 

3.95

4.40

4.45 

4.20 

4.20 

4.85

4.65

4.35

4.65

4.75

4.65

4.60

4.50

4.40

4.30

4.20

4.45 

4.45 

4.30 

4.45 

4.45

4.30 

4.55 

4.50 

4.50

4.45

4.50 

4.40

4.50

Nov.

4.50 

4.50

4.50

4.50 

4.60 

4.50 

4.40

4.35

4.35

4.30

4.30

4.20

4.10

- 4.00

3.90

3.50

4.10

4.25

4.20 

4.05 

4.00 

3.80 

3.70

3.75 

3.75 

3.70 

3.70

3.85

3.90 

3.80

Dec.

3.80 

3.70

3.60

3.45 

3.45 

3.75 

3.95

3.70

3.85

4.00

3.75

3.60

3.70

3.60

3.80

3.60

3.80

3.85

3.70 

3.55 

3.50 

3.40 

3/30

3.35 

3.45 

3.65 

3.50

3.45

3.50

a Readings from May 7 to- June 18 were on a gage at Twenty-third street. This point was then 

abandoned, as the water receded from the gage.
106 PROGRESS REPORT, HYDROGRAPHY, 1895.

Estimated discharge of South Plalte River at Denver, Colo. 

[Drainage area, 3,840 square miles.]

;[BCLL. 140.

Month.

1895.

July (15 to 31)..

September .....

. November .....

Discharge in second-feet.

Maximum.

1,490

1,945

1,215

870

350

Minimum.

. 262

227

194

327

163

108

Mean.

854

742

426

698

.456

. 204

Total for 

month 

in acrefeet.

52, 510

45, 624

25, 340

42, 918

27, 134

12, 544

Kun-off.

Depth in 

inches.

0.25

0.22

0.12

0.13

0.06

Secondfeet per 

square

mile.

0.22

0.19

0.11

0.18

0.12

0.05

MORR1SON STATION, .ON. BEAR.CREEK.

This station was established in the upper part of the town of Morrison by Porter J. Preston on May 19, 1895. Observations are made 

twice a day, morning and afternoon. Stream measurements are made 

by wading or, in time of high water, from a foot bridge about 1,006 

feet below the gage. The rod is placed on the right-hand bank, and 

consists of inclined 2 by 4 inch timbers divided into vertical tenths of 

a foot, the space between the marks being 0.188 foot. It is fastened by 

iron pins driven between the rocks. There is a bench mark on the stone 

on the right bank about 15 feet southeast of the gage,.this being 6.80 

feet above the zero. The initial point for sounding is at the 4-foot mark 

on the gage. The channel is straight for 400 feet above this point and 

for about 150 feet below. The banks are high and rocky ; the bed is 

composed of large stones, and the water moves with considerable 

velocity.

. List of discharge measurements made on Bear Creek at Morrison, Colo.

No.

1

?,

3

4

Date.

1895. 

May 18

July 24

Oct. 9

Bydrographer.

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

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

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

Meter 

number.

21

21

21

21

Gage 

height 

(feet).

0.90

2.05

1.65

1.05

Mean 

velocity 

(feet per 

second).

2.17

4.77

, 2.96

2.15

Discharge 

(secondfeet).

47

331

171

64

Bating table for Bear Creek at Morfison, Colo., for 1895.

Gage 

height.

Feet.

0.60

0.70

0.80

0.90

1.00

1.10

Discharge.

Sec. feet.

11

23

34

46

58

71

Gage 

height.

Feet.

1.20

1.30

1.40

1.50

1.60

1.70

Discharge.

Sec. feet.

86

101

118

137

159

184

Gage 

height.

Feet

1.80

1.90

2.00

2.10

2.15

Discharge.

Sec. feet.

213

249

299

370

417
NE\y"ELL.] BEAR CREEK, COLORADO.

Daily gage height of Bear Creek at Mormon, Colo., for 1895.

107

Day.

1...

2...

4...

5...

6...

7...

8...

9...

10..

11..

12..

IQ

14..

15..

16..

17..

18..

19.

20.

31.

22.

00

24.

25.

26.

27.

28.

29.

30.

31..

May.

0.87

0.86

1.05

1.05

1.09

1.05

1.12

1.17

1.20

1.11

1.31

1.23

June.

1.55

1.96

3.00

1.95

1.85

1.80

1.81

1.85

1.75

1.75

1.60

1.60

1.50

1.52

1.55

1.50

1.48

1.42

1.53

1.80

1.65

July.

1.62

1.46

1.46

1.44

1.37

1.28

1.20

1.25

1.12

1.40

1.50

1.50

1.50

1.40

1.37

1.35

1.32

1.30

1.35

1.45

1.67

1.60

1.72

1.72

1.60

1.47

1.45

1.46

1.47

1.90

1.85

Aug.

1 87

1 87

1 Q7

1.60

1.55

1.52

1.55

1.57

1.52

1.47

1.45

1.45

1.41

1.34

1.30

1.28

1.22

1.17

1.15

1.22

1.20

1.15

1.42

1.17

1.12

1.00

1.00

1.57

1.32

1.45

1.27

Sept.

1 9<i

1 9^

1.22

1.20

1.20

i on

1.15

1.10

1.10

1.10

1.10

1.05

1.05

1.08

1.00

0.95

0.95

0.90

0.90

1.05

1.12

1.12

1.08

1.04

1.02

1.0U

1.00

0.93

Oct.

0.95

O Q9

1.17

1.12

Estimated discharge of Bear Creek at Morrison, Cola. 

[Drainage ai'ea, 170 square miles.]

Month.

1895.

May (19 to 31) .

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

September .....

October (1 to 5).

Discharge in second-feet.

Maximum.

103

249

238

97

82

Minimum.

40

122

74

58

46

48

Mean.

72

180

126

69

61

month 

in acrei'eet.

4,427

10, 711

8,240

7,747

4,106

3,751

Run -off.

Deptli in 

inches.

0.48

1.18

0 91

0.85

0.46

0,41

Secondfeet per 

square

mile.

0.42

1.00

0.79

0.74

0.41

0.36

MARSHALL STATION, ON SOUTH BOULDER CREEK.

South Boulder Creek issues from a canyon in the foothills G miles 

south of Boulder Creek. Its general course is easterly through the 

canyon, and upon leaving this it turns toward the northeast and north, 

uniting with Boulder Creek about 7 miles below the mouth of Boulder 

Canyon, this being below the town of Boulder. Measurements of South 

Boulder Creek have been made at a point about 3 miles west of Marshall. 

A station was established here on May 14,1895, by Porter J. Preston. 

Observations have been taken in the morning and afternoon. The point 

of measurement is at a foot bridge 20 feet above the gage. At times of 

low water the stream can be waded. The gage is inclined and consists 

of 2 by 6 inch timbers firmly spiked to stakes driven into the ground
PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

and also fastened to a tree. The distance between the marks is 0.220 

foot. The bench mark consists of a stone 15 feet northwest of the gage, 

marked with black paint. This point is 1.99 feet above the 5-foot mark 

on the rod. The initial point for soundings is at a tree on the left bank 

just below the gage. The channel is straight for 200 feet above and 100 

feet below the station. The banks and bed are rocky and the water 

moves swiftly.

List of discharge measurements made on South Boulder Creek near Marshall, Colo.

No.

1

2

3

Date.

1895.

July 18

Oct. 10

Hydrographer.

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

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

Meter 

number.

21

21

21

Gage 

height 

(feet).

2.00

2.00

1.05

Mean 

velocity 

(feet per 

second).

3.09

1.68

Discharge 

(secondfeet).

164

196

42

Daily gage height of South Boulder Creek near Marshall, Colo., for 1895.

Day.

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

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

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

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

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

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

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

19

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

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

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

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

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

18

1Q

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

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

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

93

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

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

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

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

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

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

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

Pi

May.

2.10

2.10

2.00

1.85

1.75

1.80

2.10

2.15

2.10

2.15

2.15

2.10

2.30

2; 40

2.3*

2.65

2.90

June.

2.90

3.35

3.95

3.75

3.55

3.55

3.50

3.45

3.55

3.55

3.50

3.15

2.95

2.90

2.85

2.95

3.05

2.80

2.65

2.40

2.30

2.35

2.55

2.65

2.60

2.50

2.55

2.85

2.80

2.65

July.

2

KA

2.50

2.40

2.35

2.45

2.25

2.20

2.15

2.05

2.10

2.05

2.10

2.05

2.05

1.95

2.05

2.10

2.00

1.95

2.05

2.05

1.95

1.85

1.75

1.80

1.75

1.70

1.65

1.70

1.75

1.85

Aug.

1 fl^

1.80

1.70

1.75

1.65

1.65

1.55

1.45

1.50

1.50

1.45

1.55

1.45

1.45

1.45

1.40

1.35

1.30

1.40

1.35

1.25

1.30

1.30

1.25

1.20

1.20

1.20

1.45

1.35

1.35

1.35

Sept.

1.25

1.15

1.10

1.10

1.10

1.00

1.00

1.00

1.00

1.00

1.00

1.00

0.95

1.00

1.00

0.90

0.90

0..90

0.90

0.90

1.10

1.10

1.10

1.10

1. 10

1.00

0.95

0.90

0.90

Oct.

0.85

0.90

0.90

1.35

1.30

1.15

1.05

1.10

1.10

1.10

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

0.95

0.96

0.95

1.00

0.95

0.95

1.00

0.95

BOULDER STATION, ON BOULDER CREEK.

This creek has been measured at a point about 1£ miles west of the 

town of Boulder, this locality being well up in the canyon and about 

6 miles above the junction of South Boulder Creek. Observations of 

the height of water are made twice a day. The gage consists of an 

inclined rod 2 by 6 inches, marked to vertical feet and tenths, the distance between the marks being 0.207 foot. This is nailed to sticks 

driven into the bank. The bench mark is on a large stone 20 feet 

north of the gage, and is 4.95 feet above the 5-foot mark on the rod. 

The initial point for soundings is at' a large post on the right bank.
NEWELL'.] BOULDER CREEK, COLORADO. 109

The water is straight for about 500 feet above and 50 feet below the 

station, and has a moderate velocity. The banks are high and rocky 

and the bed is composed of large stones. Two measurements have 

been made, the first on July 17, when the water stood at a height of 

1.90 feet, the total discharge being 317 second-feet. This was made by 

wading, at a point about 400 feet below the gage rod and above the 

head of the ditch, taking water out of the right-hand side of the stream. 

The second measurement was made on October 13, the height of water 

being 0.50 foot and the discharge 36 second-feet. At time of high 

water measurements can be made at a bridge about 40 feet above the

gage.

Daily gage height of Boulder Creek above Boulder, Colo., for 1895.

Day.

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

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

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

g

10............................ 11............................

19

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

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

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

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

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

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

9ft

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

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

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

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

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

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

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

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

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

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

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

May.

1 89

1.90

1.83

1.60

1.62

1 Wl

1.82

1.78

1 7ft

1.83

1.82

1.88

2.23

2.20

2.12

2.22

2.22

June.

2

qc

9 1*1

3 ftl

2.60

2.55

2.42

2.38

2.42

2.55

2.52

2.52

2.47

9 in

2.52

2.52

2.52

2.32

2.22

') 19

2.15

2.20

2.22

2.30

2.35

2.30

2.28

2.57

2.55

2.57

July.

2

K7

0 CA

2 f\(\

2.43

2.30

9 9ft

2.18

9 m

2.00

9 17

2.03

2.00

1.92

1.87

1 7ft

1.87

2.00

2.02

1.95

1.95

1.95

1.95

1.85

1.75

1.75

1.80

1.70

1.80

1.82

1.85

Aug.

1 95

2.00

1 95

1.85

1.75

1.65

1 60

i tfi

i n

1.52

1.52

1.35

1.50

1.45

1.42

1.37

1.37

1.37

1.32

1.30

1.27

1.20

1.17

1.12

1.12

1.10

1.27

1.27

1.22

Sept.

1 19

1.07

1.02

0.97

0.95

0.90

O Q7

O QK

0.80

0.72

0.70

0.70

0.70

0.77

0.77

0.75

n 71

0.77

0.80

0.90

0.90

0.87

0.82

0.72

0.67

0.65

0.65

0.65

Oct.

0.60

0.60

1.00

n 01

0.80

0.80

ft 71

0.70

0.65

0.62

0.60

0.60

0.60

ft 17

O KC

0.55

0.55

0.55

O RE

0.55

0.50

0.48

0.43

0.38

0.33

0.30

0.25

0.25

0.25

0.25

LYONS STATION, ON ST. VKAIN CREEK.

The town of Lyons is situated between the North and South forks of 

St. Vrain Creek, this stream uniting at a point about 1 mile east of the 

center of the town. Observations of river height have been made at a 

point just below the intersection of the two forks, the gage being placed 

below the head of Supply Ditch, which takes water out on the left-hand 

side of the stream. Observations of the height of water are made at 7 

in the morning and evening. Measurements are made at a foot bridge 

about 400 feet below the gage rod, this being above the head of the 

Highland Ditch taking out water below Supply Ditch. The gage consists of an inclined rod marked to vertical feet and tenths, the distance 

between the marks being 0.134 foot. The bench mark is on the railroad 

bridge and is 9.55 feet above the zero of the gage. The initial point 

for soundings is on the left bank at the edge of the log crib. The cb.au.-
110 PROGEESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

nel is composed of gravel, the banks are low and liable to overflow, and 

the conditions are not favorable for obtaining accurate results. The 

flood of 1894 washed out the bed of the South Fork, so that there are 

no localities suitable for a station for some distance above Lyons. The 

road along this fork has been impassable during the greater part of 

1895, preventing the establishment of a station higher up. There is an 

excellent locality for a measuring station on the North Fork in Lyons, 

and therefore it is highly desirable to find a suitable place on the South 

Fork, in order to get the total discharge of the stream.

List of discharge measurements made on St. Vrain River at Lyons, Colo.

No.

1

?,

3

Date.

1895 

May 11

July 20

Oct. 2

Hydrographer.

P.J.Preston..............

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

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

Meter 

number.

21.

21

21

Gage 

height 

(feet).

1.65

3.40

2.10

Mean 

velocity 

(feet per 

second).

3.33

3.27

2.78

Discharge 

(secondfeet).

260

336

65

Daily gage height of St. Vrain River at Lyons, Colo., for 1895.

Day.

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

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

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

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

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

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

9............................. 10............................

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

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

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

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

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

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

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

1Q

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

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

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

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

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

OK

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

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

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

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

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

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

May.

1 79

1.75

1.72

1.60

1 fi9

1.78

 2.00 

1.85

1.92

1.92

1.95

1 07

2.25

2.15

2.30

2.85

2.65

June.

2.70

(a)

4.90

4.65

4.92

4.57

4.35

4.30

3.75 

3.72

3.70

3.82

4.30

4.17

4.27

4.05

4.10

July.

q on

4.00

4 9^

4.20

3 AC

3.80

3.57

3.50

3.42

3 pn

3.40

3.52

3.60

3.60

3.45

3.32

3.35

3 9fl

3.12

4.10 

4.20

3.77

3.37

3.27

3.25

3.35

3.35

3.42

3.30

4.25

Aug.

3

QC

3

7C

3

{*n

3.45

3.40

3.42

o 99

3.10

3.05

3 n7

2 Q^

2.92

2.77

2.65

2.62

2.57

2 Q7

2

0*;

2.92

2.82 

2.80

2.77

2.75

2.72

2.65

2.62

2.75

2.67

2.62

2.52

Sept.

2.47

2 AX.

2.40

2

07

1 9 Qf^

2 39

2.32

2.30

9 97

2

90

2.22

9 17

2.17

2.15

2.22

2.22

2 17

2.22

2.27

2.22 

2.30

2.30

2.30

2.35

2.35

2.30

2.35

2.27

2.22

Oct.

9 9<^

2

OA

2 99

2

Ort

2.65

2.78

2

7K

2.78

2.80

S on

9 fll

2.83

2.80

2.80

2.85

2.85

9 on

2.90

2.90

2.90 

2.95

2.95

2.95

3.00

3.00

3.00

3.00

3.00

3.00

3.00

a Gage rod -washed out. 

ARKINS STATION, ON BIG THOMPSON CREEK.

Measurements of Big Thompson Creek have been made at a point 

about 9 miles west of Loveland and 600 feet below the dam at the head 

of Home Supply Ditch. Some distance above, the Handy Ditch takes 

out water on the right-hand side above Home Supply Ditch, and thus 

the amount of water in the stream at the point of measurement is diminished to the extent of the diversion of these two irrigating systems.
NEWELL.] BIG THOMPSON CREEK, COLORADO. Ill

Observations of the height of water are made in the morning and evening. The gage is vertical and is nailed to the timbers of a bridge. The 

bench mark consists of a notch in a tree about 50 feet below the gage, 

on the left-hand side of the stream. This mark is 3.92 feet above the 

1-foot mark on the rod. The initial point for soundings is on the right 

bank at the end of the crib pier. The left bank is low and liable to 

overflow at high water, and the bed of the stream is of gravel, containing bowlders.

List of discharge measurements made on Big Thompson Creek near 'Home Supply Dam,

Colorado.

No.

1

2

3

Date.

1895.

May 0

July 19

Oct. 1

Hydrographer.

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

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

Meter 

number.

91

91

21

Gage 

height 

(feet).

1 9H

1 90

0.45

Mean 

velocity 

(feet per 

second).

o 17

0.75

Discharge 

(secondfeet).

260

AQQ

42

Rating table for the Big Thompson Creelc near Home Supply Dam for 1895,

Gage 

height.

Feet.

0.40

0.50

0.60

0.70

0.80

0.90

J.OO

1.10

1.20

Discharge.

Sec. feet.

32

55

80

105

132

160

189

217

246

Gage 

height.

Feet.

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

Discharge.

Sec. feet.

276

310

344

380

420

460

500

543

588

Gage 

height.

Feet.

2.20

2.30

2.40

2.50

2.60

2.70

2.80

Discharge.

See. feet.

633

676

716

757

800

846

900

Daily gage height of Big Thompson Creelc near Home Supply Dam, Colorado, for 1895.

Day.

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

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

May.

1.25

1.10

1.20

1.25

1

0A

1.45

1.35

1.20

1.25

1.45

1.55

1.50

1.50

1.50

1.40

1.55

1.55

1.70

1.50

1.65

1.60

June.

1.55

2 (55

2.65

2

Oft

2 20

2.20

9 n^

2 1 ^

2

AK

2.10

2.20

2.00

2.25

2

1<;

2.30

9 W

2.25

1.90

1.60

1.50

1.75

1.60

1.90

2.00

1.90

1.95

2.15

2.00

1.90

2.10

July.

1

QC

1 90

1.65

1.85

1 7fi

1.65

1.60

1.50

i F^n

1.75 i an

2.55

911

2.05

2.05

2.15

2.00

1.85

1.85

1.95

2.00

1.75

1.55

1.35

1.40

1.40

1.35

1.55

1.90

2.05

Aug.

2 or.

') Oft

2.10

1.95 i an

1.65

1.70

1.60

1 7^

1.55

1.35

1.05

1.45

1.20

1.05

0.95

1.00

1.00

1.25

1.35

1.15

1.05

1.35

1.20

1.10

1.05

1.05

1.35

1.30

1.15

1.10

Sept.

1.10

1.00

1.05

0.95

0.95

0.90

0.85

0.80

0.80

0.80

0.90

0.90

0.90

0.80

0.75

0.70

0.80

0.80

1.00

1.05

1.00

0.95

0.95

0.95

0.75

0.50

0.40

0.55

0.40

Oct.

0.40

O

oe

0.45

0.75

0.80

0.80

0.80

0.70

0.70

0.65

0.60

0.60

0.70

0.70

0.70

0.70

0.70

0.70

0.65

0.60

0.65

0.60

0.55

0.45

0.45

0.55

0.45

0.40

0.40

0.40

0.50
112 PKOGEESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

Estimated discharge of Big Thompson Creek, near Loveland, Colo., 

[Drainage area, 305 square miles.]

Montli.

1895.

May (10 to 31) . .

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

September .....

Discharge in second-feet.

Maximum.

420

823

778

696

217

132

Minimum.

217

261

OQQ

161

32

25

Mean.

318

547

465

316

146

80

month 

in acrefeet.

19, 553

qo CAQ

OQ CQO

19, 430

8,688

4,919

Run-off.

Depth in 

inches.

1.20

2.00

i 1**

1.20

0.54

0.30

Secondfeet per 

square

inch.

1.04

1.79

1.52

1.04

0.48

0.26

FORT COLLINS STATION, ON CACHE LA POUDKE RIVER.

A description of this station, together with the estimated daily mean 

discharge for 1893 and 1894, has been given on page 30 of Bulletin No. 

131. Measurements at this point have been continued by Prof. L. G. 

Carpenter, who has furnished the preliminary figures of the average 

monthly flow for 1895, as given below. These are subject to revision, 

but are approximately correct.

Discharge of Cache la Poudre River at the canyon above Fort Collins.

1895.

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

Average 

flow.

Second-feet. 

90

90

on

330

1,216

2

QQO

1,117

1895. Average 

flow.

Second-feet.

AQi^

219

160

110

90

537

Professor Carpenter states that he has had a number of rain gages 

distributed at various points in the cachement area of this stream for 

the purpose of ascertaining the amount and distribution of the precipitation. It has been difficult, however, to obtain volunteer observers, 

and the records are incomplete. Nevertheless they furnish the basis 

for estimating the average rainfall and snowfall. During 1895 the precipitation was probably 20 inches, being certainly between 18 and 22 

inches. The run-off, as shown above, averaged 537 second-feet, this 

being equivalent to a depth on the drainage basin of slightly over 7 

Inches. The records so far obtained tend to show that the average 

rainfall on the head waters of Cache la Poudre Eiver, and by inference 

on the mountain areas of Colorado, is by no means so great as has often 

been estimated.

GREEN CITY AND ORCHARD STATIONS, ON SOUTH PLATTE RIVER.

Two stations have been established on South Platte Eiver near 

Orchard, Colo., a town on the Union Pacific, Denver and Gulf Bailway, 80 miles frpm Denver. This point is near the line between Weid
NEWELL.] SOUTH PLAT-TE RIVER. 113

and Morgan counties, being about 20 miles above Fort Morgan. The 

upper of the two points is at the Green City bridge, 6 miles westerly 

from Orchard. This bridge crosses two channels of the South Platte, 

the more northerly being designated as Channel A, and the southerly as 

Channel B, an island lying between these. Observations are made at 

both of these channels daily. The gage rod at Channel A consists of 

a 2 by 4 inch timber, spiked to a pile on the downstream side of the 

bridge. The bench mark is on the northeast corner of the bridge, and 

is marked B. M. with blue paint. This bench mark is 9.55 feet above 

the zero of the rod. The stream has been measured by wading at a 

point 75 feet east of the bridge. The initial point for soundings is on 

the right shore. The channel is straight for about 50 feet above and 

100 feet below the bridge. The velocity is moderate and the banks are 

sufficiently high to retain the water at ordinary stages.

On Channel B the gage also consists of a 2 by 4 inch timber spiked 

to a pile on the downstream side of the bridge. The bench mark is on 

the northeast corner of this bridge, being 10.91 feet above the zero of 

the gage. Measurements have been made by wading at a place 100 

feet east of the bridge, the current both above and below this point being 

nearly straight. The right bank is high, but the left bank is low and 

liable to overflow.

Measurements made at these bridges on November 21, gave for 

Channel A, at a height of 2.30 feet, a discharge of 294 second-feet, and 

for Channel B, at a height of 3.10 feet, a discharge of 578 feet, making 

a total in the river at that time of 872 feet.

At Orchard the river station is one-fourth of a mile southwesterly 

from the railroad station. There is no bridge at this point, but the 

river is measured by wading. Observations of height are made once 

a day. The gage consists of 2 by 4 inch timbers, spiked together and 

inclined. This is graduated to vertical tenths of a foot, the space 

between the marks being 0.127 foot. The gage is firmly spiked to 

pieces driven into the bank. The bench mark consists of a 2 by 4 inch 

stick driven almost to the surface of the ground 8 feet back from 

the rod. The top of this is 0.30 foot above the 8-foot mark on the rod. 

The initial point for soundings is on the right shore. The channel is 

straight both above and below the station, and the current has moderate velocity. Two measurements have been made, the first on November 20, when the height of water was 4 feet and the discharge 829 

second-feet; the second on December 22, 1885, when the height was 

3.83 feet and the discharge 667 second-feet.

A few measurements of South Platte Eiver were made by Mr. Cyrus 

C. Babb during 1892. This river is usually dry in Nebraska during the 

months of July, August, and September. In 1892 the first water found 

flowing in the river after the summer drought resulted from a storm in 

the early part of October. Later in this month a measurement was 

made at Julesburg, Colo., as shown in the following table, and a few 

Bull. 140 8
114 PROGRESS REPORT, HYDROGRAPHY, 1895 [BULL. 140.

days after this another at the bridge across the river south of the town 

of North Platte. A second measurement at the same place was made 

on November 22, while ice was floating in the stream.

Discharge measurements made on South Platte River.

Date.

1892.

Oct. 27

Nov. 2

Nov. 22

Kiver.

South Platte......

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

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

Locality.

Julesburg, Colo . . .

North Platte, Nebr

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

Area of 

section 

(square 

feet) .

362

266

358

Mean 

velocity 

(feet per 

second).

1.53

1.36

1.80

Discharge 

(secondfeet).

653

460

645

LOUP RIVER.

Drainage area of Loup River.

Square miles. 

Middle Loup River at St. Paul, Nebr............................ ...... ...... 6,849

North Loup River at St. Paul, Nebr......................................... 4,024

Loup River at mouth, at Columbus, Nebr.................................... 13, 542

ST. PAUL STATION, ON NORTH LOUP RIVER.

This station is on the left bank, at the lower side of the wagon bridge, 

4 miles north of St. Paul, Nebr. The river gage consists of a piece of 

oak 2 by 3 inches, 16 feet long, with the face inclined 30 degrees to the 

horizontal. This rests upon cross-ties'well bedded and covered, the 

bottom of the rod being thrust into the bed of the river. - The zero of 

this rod is 15.01 feet below the top of the lower horizontal projecting 

part of the foot-plate at the north end of the west truss of the north 

span of the bridge.

The channel is nearly straight. The bridge consists of four spans

supported upon pile piers 100 feet apart. The first measurement was 

made from this bridge on May 4,1895, when the water .stood at a height 

of 3.27 feet. The mean velocity was 2.64 feet per second and the total 

discharge 1,520 second-feet. The next measurement was on June 28, 

the mean velocity being 2.26 feet per second and the total discharge 

1,127 second-feet. A third measurement, on September 6, gave for a 

gage height of 3.04 feet a discharge of 816 second-feet. A rating table 

has been constructed by Professor Stout, this being considered as 

applicable to the record of heights kept during the summer of 1895.

Hating table for the North Loup River at St. Paul, Nel)r., for 1895.

Gage 

height.

Feet.

2.90

3.00

3.10

3.20

Discharge.

Sec. feet.

437

702

987

1,293

Gage 

height.

Feet.

3.30

3.40

3.50

3.60

1 

Discharge.

Sec. feet. ' 1;618

1.062

2. 327

2,712 |

Gage 

height.

Feet.

3.70

3.80

3.90

4.00

Discharge.

Kec.feet.

3,117

3, 542

3,991

4.456
NEWELL.] NORTH LOUP RIVER. 115

Daily gage height of North Loup River at St. Paid, Nebr., for 1895

Day.

1. .......

2........

3........

4........

5........ 

6........

7 ........

9........

10.......

11....... 

12.......

1 3

1 f\

16.......

17.......

18-t..... 

19.......

20.......

21

99

91

91

9^

26 .......

27.......

28.......

29.......

30.......

31.......

May.

3.27

3 9fi

3.24

3.20

3.15

3.20

3.30 

3.24

3.20

3.20

3.20

3.15

3.15

3.16 

3.30

3.12

3.10

3. 00

3.05

3.08

3.05

3.06

3.08

3.06

3.40

3.30

.June.

3.25

4.00

3.85

3.40

3.35 

3.22

3.25

3.25

3.30

3.25

3.25 

3.25

3.22

3.23

3.20

3.22

3.35

3.30 

3.10

3J5

3.10

3.12

3.13

3.10

3.12

3.18

3.21

3.15

3.17

July.

3.11

3.09

. 3.14

3. 09

3.07 

3.05

3.12

3.09

3.10

3.10

3.10 

3.09

3.14

3.14

3.10

3.07

3.05 

3.04

3.05

3.00

3.05

3.05

3.00

2.99

2.97

2.90

2.95

2.-95

2.97

Aug.

3.00

3.07

3.20

3.12 

3.10

3.07

3.00

3.30

3.25

3.07 

3.00

3.30

3.15

3.10

3.13

3.10

3.02 

3.00

2.99

3.00

3.35

3.23

3.00

2.98

2.96

3.05

3.00

3.25

3. 10

Sept.

3.10

3.05

2.98

3.00 

3.00

3.02

3. 10

3.10

3.07

3.07 

3.06

3.00

3.00

3.12

3.21

3.12

3.14 

3.07

3.15

3.12

3.35

3.20

3.20

3.19

3.17

3.15

3.11

3.10

Oct.

3 1 ^

3 1 ^

'-I 1 ft

3.20

 J OK

3 19

3.18

3 9fi

3.20

3.21

3 90

3.22

3.23

3.20 

3.20

3.02

3.09

3.10

3.07

3.08

3. 07

3.05

3.05

Nov.

3 in

3.20

3.20

3.20 

3. 17

3.19

017

3.35

3 19

3.10

3 07

3.02

Q l)K

3.05

3.00

3.02 

3.00

3.00

y. 95

2.50

2.49

2.45

3.85

3.85

3

OC

3

QC

a Change clue to molting ice.

By applying this rating table to the record of river heights and averaging the amounts thus obtained the following mean discharges have 

been computed:

Mean monthly discharge of North Loup River at St. Paul, Nebr. 1

Month.

1895.

Discharge

Second-feet.

1 IRQ

1,531

864

no j

1,094

A measurement of North Loup Eiver was made on May 5, 1895, at 

the wagon bridge at Ord, Nebr., this being about 40 miles from St. 

Paul. At that time the water was flowing in three channels; the bed 

of the stream consisted of mud and sand. The mean velocity was 2.38 

feet per second, the total discharge 1,367 second-feet.

ST. PAUL STATION, ON MIDDLE LOUP RIVEH.

This station is located on the right bank of the stream at the lower 

side of the Avagon and railroad bridge, 1 mile south of St. Paul, Nebr. 

The gage consists of an oak stick 2 by 3 inches, 16 feet long, inclined

1 Annual Report Nebraska State Hoard of Agriculture, 1895, Report of the Engineer, pages 319-320, 

gives rutos of discharge for ten-day periods from May 4 to November 20, 1895.
116 PEOGEESS EEPORT, HYDROGRAPHY, 1895. [BULL. 140.

30° to the horizon. This is securely fastened to cross-ties bedded in the 

soil. The zero of this rod is 9.62 feet below the bottom, of the downstream end of the cap of the first river bent at the south end of the 

bridge.

The character of the channel is not especially favorable for making 

discharge measurements, as cross currents occur. A measurement on 

June 28 showed that the mean velocity was 1.93 feet per second and 

the total discharge 1,046 second-feet. On S eptember 7,1895, when at 

a height of 1.62 feet, the discharge was 863 second-feet. A rating table 

has been tentatively prepared by Prof. O. Y. P. Stout, giving the relation between gage height and discharge.

Hating table for Middle Loup at St. Paul, Nebr., for 1895.

Gage 

height.

Feet.

1.50

1.60

1.70

1.80

1.90

2.00

Discharge.

Sec. feet.

614

771

933

1,100

1,271

1,447

Gage 

heignt.

Feet.

2.10

2.20

2.30

2.40

2.50

2.60

Discharge.

Sec. feet.

1,628

1,814

2,005

2,200

2,400

2,605

Gage 

height.

Feet.

2.70

2.80

2.90

3.00

3.10

3.20

Discharge.

Sec. feet.

2,815

3,030

3,250

3,475

3,705

3,940

Daily gage height of Middle Loup River at St. Paul, Nebr., for 1895.

Day.

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

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

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

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

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

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

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

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

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

19

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

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

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

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

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

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

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

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

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

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

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

91

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

97

9S

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

80...................

qi

May.

1.96

1.93

i no

1.81

1

7K

1.75

1.78

1

70

1.83

1 84

1.82

1.80

1.83

1.82

1.82

1.86

1.85

1.85

1.83

1.83

1.86

1.87

1.83

1.77

1.70

1.94

2.12

June.

2.40

2 on

3 91

2.78

2.45

2.15

1 92

i si

1.76

1.81

1

QC

1.82

1 81

1.76

1.78

1 Q7

2 A7

1 Q9

1.89

1.86

1.78

 1.69

1.70

1.72

1.65

1.63

1.77

1.89

1.83

July.

i en

1.77

1.74

1.74

1 7ft

1.72

1.71

1.70

1 64

l'.63

1.61

1 1Q

1.63

1 71

1.70

1.65

1.60

1.50

1 Pi4.

1.55

1.55

1.60

1.65

1.70

1.68

1.67

1.65

1.60

1.64

1.61

1.60

Aug.

1 fi9

1.61

1.61

1.60

1 79

1.61

1 fi9

1.64

1 1ft

1 51

1.61

1 84

1 81

1 94

1.93

i fli

1.71

1.70

1.71

1.61

1.62

1.90

1.73

1.74

1.84

1.83

1.84

1.82

1.91

1.81

Sept.

1

QO

1

7K

1.74

1.70

1.65

1 R9

1.58

1

CQ

1.56

1.52

1 in

1 13

1 19

1.51

1.60

1 fi9

1.63

1.65

1.59

1.82

1.87

2.27

1.90

1.73

1.67

1.58

1.55

1.58

1.53

Oct.

1.53

1.52

I

CO

1.58

1.62

1.65

1 fi9

1.62

1 (U

1.55

1 ia

1.56

1.62

-1.67

1.67

1.65

1.61

1.60

i is

1 60

1.63

1.63

1.72

1.72

1.72

1.74

1.80

1.87

L.68

1.80

Nov.

1 7ft

1 72

1.70

1.70

1.74

1.70

1.71

1.65

]

£A

1.51

1.47

1.46

1.42

I

fJK

1.73

1 17

i 19

i 11

1 91

1 Qft

1.12

1.11

1.46

. 1.45

1.60

1.80

2.35

2.54

2.86
NEWEL!,.] MIDDLE LOUP RIVER. 117

By applying this table computations have been made of the average 

hown below:

Mean monthly discharge of Middle Loup River at St. Paul, Nebr. '

flow, as shown below:

Month. 

1895.

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

Discharge.

Second-feet. 

1,173

1,390

861

973

877

843

A series of measurements was made by Professor Stout on Middle 

Loup Eiver for the purpose of obtaining data concerning the increase 

of discharge due to percolation from underground sources. The results 

are given in round numbers in the following table. The first measurement Avas made at the forks of the stream, about 8.5 miles above Mullen, 

Hooker County, Nebr.; the second point of measurement was at the 

bridge opposite Mullen; the third at the bridge at Seneca; the fourth 

at Thedford, Thomas County; the fifth at the bridge at Dunning, 

Blaine County; and the sixth at a point 1£ miles north of Loup City, 

Sherman County. The approximate distances between these points 

are given in tbe table. ~No surface tributaries, except Dismal Eiver, 

were received in this distance of 131 miles. There are, however, a 

number of small lakes and springs in the vicinity of Seneca. The last 

measurement, that at Loup City, six days after the one at Dunning, is 

not strictly comparable with those preceding, because of the length of 

time intervening. Moreover, the daily record at St. Paul shows a rise 

during this period much of this added flow, however, coming from 

South Loup.

Measurements showing increase of discharge of Middle Loup River from underground 

sources, August 20 to 29,1895.

Date.

1895. 

Aug. 20 

20 

21 

22 

23 

23 

29

Locality.

Distance 

between 

points.

Miles. 

0 

8 

11 

15 

27 

0 

70

Discharge.

Sec. feet. 

42 

120 

216 

284 

322 

615 

879

Increase in flow 

Between 

points.

Sec. feet.

78 

96 

68 

38

264

Pennile.

Sec. feet.

9.7 

8.7 

4.5 

1.4

3.8

Two measurements are given for the flow at Dunning; the first, 322 

second-feet, being the flow of the Middle Loup, and the second, 615 

second-feet, the combined flow of that stream with Dismal Eiver which 

enters at that place. This affords a comparison with the discharge at 

Loup City below.

'Annual Report of the .Nebraska State Board of Agriculture, 1895, Report of Engineer, page 331, 

gives rates of discharge for ten-day periods from May 4 to October 31, 1895.
118 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

Further comparison with the discharge of the LoupEiver at St. Paul 

cannot be made, as there are no contemporaneous measurements of the 

flow of South Loup, which enters about 15 miles above. The only 

measurement of the South Loup was that at Ravenna, Buffalo County, 

Nebr.', on August 31, at which time the river was discharging at the 

rate of 296 second-feet. This was considerably above the normal, 

owing to heavy rains in the upper valley about August 28.

COLUMHUS STATION, ON JLOUP KIVER.

The conditions at this station have been described in Bulletin No. 

131, page 32. Observations begun at this point on October 13, 1894, 

were continued throughout 1895. From the measurements of discharge 

Prof. O. Y. P. Stout has constructed rating tables covering a portion 

of this time. These, however, can not be applied to the readings of 

river height up to March 29, owing to the action of ice and the shifting 

of the channel. For the time from March 29 to April 21, 1895, the 

mean velocity in the channel has been computed by Professor Stout 

from the equation v = 1.58 (g 2.40), where v is the velocity and g the 

gage height. The area, in square, feet of the main channel is taken as 

a = 150 g 17 2.7 #, where a is the area and x the number of days 

since March 29. The discharge of the minor channel is also estimated 

and added to the product av. For the period from April 21 to June 12, 

1895, the corresponding equations are v = 1.58 (y 2.40) and a = 150 

g 67.5 + 4 a?, where x is the number of days since April 21. The 

rating table herewith given shows the relation between discharge and 

gage height for the period following June 12,1895. These and similar 

ratings made for streams with shifting channels can only be claimed to 

be fairly accurate and accordant among themselves.

The first measurement of this stream was made on March 29,1895, at 

the Union Pacific Eailway bridge, west of Columbus, by Prof. 0. V. P. 

Stout, assisted by Otis Weeks, the instrument used being the Price 

electric meter. The bed was reported to be sandy and muddy, and 

piles, stumps, and rocks detracted from the accuracy of result. The 

next measurement, that of April 21, was made at the same place, the 

water at this time being in two channels separated by the bridge pier. 

Later measurements were made on June 12 and June 29, as shown by 

the appended table:

List of discharge measurements made on Loup River at Columbus, Nebr.

No.

fl

3

4

5

Date.

1895. 

Mar. 29

Apr. 21

June 12

Hydrographer.

O. V. P. Stout .............

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

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

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

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

Meter 

number.

Gage 

height 

(feet).

4.77

4.65

4.55

4.50

4.17

Mean 

velocity 

(feet per 

second).

3.75

3.41

3.39

3.27

9 Hfl

Discharge 

(secondfeet). '

2,790

2,303

2,835

2,715

1,896
NKWEU..] LOUP EIVER. 119 1

Rating table of Loup River at Columbus, Nebr., for period following June 12, 1895.

Gage 

heiglit.

'Feet.

3.50

3.60

3.70

8. 80

it. 90

4.00

4.10

Discharge.

See. feet.

640

795

960

1, 137

1,326

1,525

1,736

Gage 

height.

feet.

4.20

4.30

4.40

4.50

4.60

4.70

4.80

Discharge.

Sec. feet.

1.957

2,191

2,434

2,690

2, 955

3, 234

3,523

Gago 

heiglit.

Feet.

4.00

5.00

5.10

5.20

5.30

5.40

Discharge.

Sec. feet.

3, 823

4,135

J,457

. 4, 789'

5, 133

5,490

Daily gage height of Loup River at Columbus, Nebr., for .1894.

Day.

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

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

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

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

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

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

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

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

iq

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

15

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

Oct.

4.7

4.65

4.65

Nov.

4.66

4.65

4.67

4.75

4.77

4.73

4.70

4.72

4.78

4.76

5.00

4.82

4.65

4.78

4.74

4.57

Dec.

5.00

4.72

4.72

4.76

A 79

4.71

4.72

4. 67

4.63

4.72

4.75

4.80

4.82

4.83

4.75

4.77

Day.

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

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

ID............

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

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

22'............

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

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

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

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

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

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

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

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

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

Oct.

4.60

4.60

4.60

4.65

4.65

4.65

4.65

4.65

4.70

4.65

4.60

4.65

4.67

5.00

4.10

Xov.

4.73

4.71

5.00

4. 63

4.74

4.85

4.80

4.73

4.67

4.72

4.68

4.81

4.78

Doc.

4.81

4 80

4.83

4.75

4.75

4.63

4.71

4.65

4.54

4.52

4.78

4.78

4.94

5.4

Daily gage heigJit of Loup River at Columbus, Nebr., for 1895.

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.

5.10

5.23

5.31

5.21

5.32

5.15

5.50

4.95

5.70

5.23

5. 32

5.83

6.50

6.50

6. 10

6.35

6.55

7.01

6.85

6.63

6.53

7.00

6.81

6.76

6.64

6.59

6.35

6.23

6.22

6.15

6.10

Feb.

6.10

6.10

6.15

6.24

6.21

6.15

6.13

6.13

6.13

6.13

6.10

6.20

6.26

6.30

6.35

1). 42

6.48

6.32

6.39

6. 63

6.65

6.98

7.15

7.10

7. 110

7.33

7.45

8.68

......

Mar.

6.75

5.69

4.75

3.89

3.05

4.73

4.85

4.87

5.23

5.15

4.89

4.87

4.73

3.10

3.15

3.18

3.75

4.73

5.85

5.33

4.75

4,78

4.63

4.65

4.62

4.66

4.65

4.65

4.78

4.76

4.79

Apr.

4.95

4.92

4.75

4.74

4.77

4.67

4.77

5.31

5.20

5.14

5.50

4.95

4.86

4.90

4.78

4.80

5.94

4.95

4.86

4.82

4.66

4.67

4.69

4.69

4.65

4.63

4.62

4.64

4.72

4.66

May.

4.80

5.44

5.47

5.18

5.15

4.95

4.80

4.70

4.68

4.63

4.64

4.69

4.65

4.62

4.56

4.57

4.60

4.62

4.65

4.64

4.58

4.62

4.63

4.59

4.63

4.54

4.54

4.53

4.46

4.82

4.88

June.

5.27

5.15

«7.10

6.42

5.78

5.43

5. 01

4.79

4.64

4.55

4.59

4.56

4.70

4.75

4.69

4.55

4.69

5.04

5.04

4.74

4.63

4.45

4.61

4.56

4.36

4.37

4.36

4.46

4.45

4.49

July.

4.55

4.56

4.47

4.45

4.46

4.45

4.40

4.32

4.35

4.23

4.24

4.24

4.21

4.36

4.45

4.37

4.30

4.25

4.22

4.21

4.13

4.10

4.11

4.15

4.17

4.19

4.22

4.03

4.02

4.00

3.96

Aug.

4.01

4. 01

4.01

4.98

4.03

4.33

4.20

4.17

4.15

4,25

4.44

4.38

4.37

4.21

4.53

4.53

4.34

4.34

4.30

4.32

4.30

4.25

4.41

4.52

4.58

4.48

4.33

4.43

4.41

4.35

4.47

Sept.

4.62

4.56

4.38

4.30

4,29

4.20

4.18

4.19

4.23

4.17

4.16

4.11

4.10

4.07

4.10

4.09

4.20

4.25

4.26

4.27

4.55

4.89

4.78

5.04

5.26

4.55

4.44

4.36

4.31

4.35

......

Oct.

4.31

4.28

4.21

4.18

4.35

4.34

4.40

4.36

4.34

4.40

4.42

4.40

4.42

4.42

4.45

4. 50

4.44

4.41

4.42

4.44

4.43

4.45

4.47

4.48

4.50

4.50

4.48

4.43

4.40

4.44

4.47

Nov:

4.46

4.47

4.49

4.56

4.59

4.56

4.57

4.60

4.62

4.62

4.64

4.65

4.68

4.72

4.76

4.80

4.84

4.75

4.65

4.58

4.55

4.57

4.50

3.68

3.32

3.45

3.63

4.21

4.64

4.84

Dec.

5.10

5.33

5.47

5.43

5.27

5.15

5.16

5.20

5.29

5.44

5! 56

5.60

5.71

5.66

5.63

5.66

5.37

5.36

5.25

5.12

5.04

4.98

4.98

4.81

4.65

4.50

4.45

4.49

.......

a Heavy rain.
120 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

By applying the rating equations and table above given the following: results of average monthly flow have been obtained:

Mean monthly discharge of Loup River at Columbus,

Month.

1895.

Discharge.

Second-feet. 

2,754

2, 966

3,591

2,122

2,289

2,427

2,450

Prof. O. Y. P. Stout has compared the combined monthly flows of the 

North and Middle Loup at St. Paul with that of the Loup at Columbus 

from May to October, inclusive. The distance from St. Paul to Columbus, omitting the smaller windings of the river, is about 65 miles. The 

principal streams received by the Loup in this portion of its course are 

the Cedar and Beaver creeks, both coming from the north. The following table shows the ratio between the combined flow of the Middle and 

North Loup at St. Paul and of the Loup at Columbus, this being 

expressed in percentages:

Month.

1895.

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

Per .cent.

83.1

81.5

85.5

81.2

81.1

As shown by the above table, from 18.9 to 14,5 per cent of the

discharge at Columbus during these months has been -contributed 

by Cedar, Beaver, and other creeks and by underground sources. 

Measurements made during September, 1894, show approximately the 

same ratio of discharge, these being as follows:

Month.

1894, 

' Sept. 15

Sept. 16

River.

Cedar Creek........

Locality.

Fullerton, Nebr. ....

Discharge.

Sec. feet. 210 ' 

71

1,704

The ratio of flow of the two creeks to that of Loup Eiver is approximately 14 per cent. These facts seem to indicate that the Loup 

below St. Paul is largely beyond the region of copious underground 

contributions.

'Annual Report of Nebraska State Board of Agriculture, 1895, Report of Engineer, pages 318-319, 

gives rate of discharge for ten-day periods from March 28 to November 23, 1895.
NEWELL.] PLATTE RIVER, NEBRASKA. 121

PLATTE RIVER. .

COUJMRUS STATION, ON PLATTK RIVER.

The station is located about 3 miles southwest of the town of Columbus, Nebr., on the right bank of Platte River, immediately below the 

wagon bridge which crosses the main channel on or near the sixth 

meridian, and is above the mouth of Loup River. South of the main 

channel are two smaller channels. The station was established by 

Prof. O. V. P. Stout, observations being begun on June 9, 1895, and 

continued through July and August. The river gage consists of an 

oak rod, 3 by 6 inches and 16 feet long; the face is inclined 30° to the 

horizontal, the footmarks being thus 2 feet apart along the slope; the 

rod rests directly upon beveled blocks which in turn are supported by 

cross-ties bedded horizontally in the sand; lag screws through the rod,

blocks, and ties bind all together firmly. The first bench mark is the 

top of the dowel in an old pile 40 feet east and 7 feet north of the end 

of the south truss. This is 1.59 feet above the zero of the gage. The 

second bench mark consists of a spike driven horizontally into the west 

side of the same pile. It is 0.65 foot above the zero. In the fall of 1895 

the lower part of this gage was destroyed.

The channel is straight both above and below the station. It is 

composed of loose sand shifting rapidly. In the summer of 1894 the 

main body of water was against the right bank; in 1895 the sand had 

accumulated and the water was against the left bank.

Professor Stout has made a rating table which applies satisfactorily 

in spite of the changes in channel, as follows : From the point at which 

the stream is dry up to a- gage height (g) of 0.30 he uses values deduced 

from a curve joining the plotted point g = 0.22 and q (discharge) = 75, 

1 with the curve q = 8226 (g 0.02) J -22 from a height of 0.30 to 1.42 he uses 

the equation q = 8226 (g 0.02) ' 22 ; and from gage height of 1.42 to 2.28

feet he applies q = 8226 (g 0.02)l-» + 5250 . 

J

The first measurement was made on March 29 by Otis Weeks, with 

the Price electric meter. At that time the water was flowing in five 

channels, necessitating five different measurements. Later measurements were made on May 3 and May 22, under approximately the same 

conditions. On June 11 measurement was made during flood when the 

water was in three channels, the principal portion being in the main or 

north channel, where the flow was at that time 25,281 second-feet. The 

mean velocity in this channel was very nearly 4 feet per second, and the 

maximum velocity 5.08 feet per second. The middle channel was measured at a point nearly 2 miles from the gage in the main or north channel. Here the mean velocity was 2.34 feet per second and the total 

discharge 865 second-feet. In the south channel the mean velocity was 

very nearly 3 feet per second and the total discharge 1,068 second-feet.
122 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL, 140.

Measurements were again made on June 25, when the water was in two 

channels, and on J.uly 15, when the water had fallen considerably. Ou 

August 13 the river was nearly dry. The total visible flow was estimated 

by Professor Stout as not exceeding 75 second-feet. The readings of 

water height were therefore suspended until the flow increased. At 

this time the discharge at Grand Island, as noted from the train in 

crossing, was much greater than at Columbus.

List of discharge measurements made on Platte River at Columbus, Nebr.

No.

1

2 

3

4

6

7

Date.

1895. 

Mar. 29 

May 3 

May 22

June 11

July .15 

Aug. 13

Hydrographer.

Otis Weeks....... 

0. V.P. Stout.. .... 

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

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

.....flo...... .......

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

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

Meter 

number.

Price - - - 

Price . . .

105

105

Gage 

height.

0.40

2.28 

1.42

0.72

Discharge.

2,531 

5,550 

5,896

27, 214 

12, 431

5,338 

a 75

ft Estimate, letter August 15,1895.

Eating table for Platte River at Columbus, Nebr., for'1895.

Gage 

height.

Feet.

 0.25

 0.20

 0.10

0.00

0.05

0.10

0.15

0.20

0.25

0.30

0.35

Discharge.

Sec. feet.

0

120

3GO

620

750

910

1,070

1,250

1,470

1,745

2,135

Gage 

height.

Feet.

0.40

0.45

0.50

0.60

0.70

0.80

0.90

1.00

1.10

1.20

1.30

Discharge.

Sec. feet.

2,530

2, 950

3,375

4, 255

5,170

6,110

7,100

8,100

9,100

10, 150

11, 250

Gage 

height.

Feet.

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

Discharge.

Sec. feet.

12, 250

13, 350

14, 680

16, 150

17, 780

19, 440

21, 400

23, 440

25, 720

28, 100

Daily gage height of Platte River at Columbus, Nebr., for 1895.

Day.

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

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

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

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

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

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

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

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

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

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

11

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

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

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

June.

1.30

1.43

9 fiQ

2.05

2

(ie;

1.90

1.78

1.74

July.

1.12

0.98

0.85

0.81

0.69

0.59

0.56

0.61

0.54

0.54

0.49

0.62

0.61

0.64

0.68

0.59

Aug.

0.20

0 1 9

 0.01

0.03

0.07

 0.08

 0.04

-0.12

0.06

-0.11

 0.14

0.22

0.17

0.10

0.09

Day.

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

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

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

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

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

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

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

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

25.v..........

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

27.. ....'......

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

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

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

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

June.

1.76

1.70

1.75

1.69

1 R9

1.57

1.50

1.43

1.45

1.40

1.25

1.35

1.35

1.31

July.

0.50

0.45

0.52

0.42

0.39

0.35

0.33

0.33

0.29

0.23

0.24

0.26

0.26

0.26

Aug.

0.08

0.08

0.09

0.02

0.02

0.09

0.19

0.22

0.15

0.04

0.04

 0.07

0.10

-0.11

0.17
NEWELL.] KANSAS RIVER. 123

From the above rating table and list of river heights computations 

have been made showing that the mean monthly discharge for twentyseven days in June was 14,027 second-feet, for July 3,685 second-feet, 

and for August 722 second-feet. 1

SALT CREEK AT LINCOLN.

On April 30, 1895, Prof. O. V. P. Stout measured Salt Creek at the 

Twelfth Street Bridge, Lincoln, Nebr. The height of water at that time 

was 1 foot below the second seam from the top of the upstream cylinder pier at the south end of the bridge. The width of the stream was 

84 feet, the mean depth 6.3 feet, the maximum depth 8.2 feet, the mean 

velocity 2.83 feet per second, the maximum velocity 3.21 feet per second, 

and the total discharge was 1,500 second-feet. The water surface at 

this time was 0.2 foot below the high-water mark of the flood of that 

date. This flood was caused by a rainfall of from 1,5 to 2 inches over

the drainage area, which has an extent of from 600 to 700 square miles. 

During dry weather of this spring the flow has averaged about 40 

second-feet.

KANSAS BASIN.

The drainage basin of Kansas River lies between that of the Platte 

and Arkansas, but, unlike these, does not extend back to the mountains, being wholly included within the Great Plains area. The name 

Kansas is applied only to the portion of the main stream below the 

union of the Republican and Smoky Hill rivers. Junction City is 

located near this point of intersection. The principal tributary below 

this point is Blue River, coining in from the north and draining a portion of the States of Nebraska and Kansas. The Kansas River and its 

tributaries are described at length in the paper by Dwight Porter in 

Volume XVII, Tenth Census, entitled "Report on the water power 

of the region tributary to the Mississippi River to the west below 

Dubuque, Iowa," pages 56-77.

The Kansas is one of the best examples of a plains stream, its drainage basin lying entirely within the region of the Great Plains, and 

principally within the arid or seuiiarid area. It has no mountain 

tributaries, but depends entirely for its water supply upon the water 

which, falling within or near the basin, percolates slowly to the drainage 

channels. The catchment area extends from eastern Colorado to the 

Missouri River, a distance from east to west of 485 miles. The width 

at the extreme points is nearly 200 miles. The area drained, as measured 

from the maps of the General Land Office, is 61,440 square miles, of 

which 34,526 are in Kansas, 17,455 in Nebraska, and 9,459 in Colorado.

The altitude of the drainage basin, as shown by the Gannett Contour 

Map of the United States and published altitudes, varies from. 750 feet 

at Kansas City to over 5,000 feet in Colorado, the average elevation

1 Aunual Report of Nebraska State Board of Agriculture, 1895, Eeport of the Engineer, pages 325- 

32G, givea daily discharge from June 4 to July 31, 1896, and estimate for August.
124 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

being about 2,500 feet. The area with reference to elevation is distributed as follows:

A Ititude of drainage area of the Kansas River Basin.

Altitude.

Total.....................................

Area;

Sq. miles. 

1,250

26, 200

14, 300

12, 560

5,620

1,510

61, 440

The mean annual precipitation of this basin varies from about 10 

inches at the western extremity to nearly 40 inches at the Missouri 

Eiver, averaging in round numbers 20 inches. The conditions as 

regards rainfall are in this basin the reverse of those within the drainage area of most of the Western streams of value for power or irrigation. The greater part of these rise in high mountains where the 

precipitation is heavy and flow to lands where the rainfall is slight. 

As they leave the elevated land, the smaller tributaries of such streams 

can be used to advantage Avhere their volume is greatest, but in the 

case of the Kansas Eiver the tributaries for the most part rise in the 

arid portion of the basin and drain a gently undulating or nearly flat 

country. They are thus almost insignificant in size, excepting during 

the wettest season, until they reach the region where the precipitation 

is so great that the requirements of agriculture are nearly satisfied. 

These streams attain great volume only in the eastern portion of the 

State, where irrigation is not important, and where nearly all of the 

water is concentrated into one stream, this being so large and having 

such a gentle slope that its diversion is exceedingly difficult, if not 

impracticable.

The Kansas Eiver proper, as the name is commonly applied, is formed 

by the junction of the Smoky Hill and Eepublican forks at Fort Eiley, 

near Junction City. Its entire length from this point to the place 

where it empties into the Missouri is about 140 miles. Three large rivers 

of eastern Kansas flow directly into the Kansas: the Blue, from the 

north, joining it at Manhattan5 the Eepublican, from the northwest, 

and the Smoky Hill, from the west. The Blue has a drainage of 9,490 

square miles, of which 2,450 are in Kansas and 7,040 in Nebraska. In 

volume of water the Blue Eiver is by far. the most important of the 

tributaries of the Kansas. The discharge of this river is being measured at Eocky Ford, about Smiles above its mouth. The minimum discharge is about 300 cubic feet per second.

The next stream in order, and also in amount of water delivered, is 

the Eepublican, draining an area of 25,837 square miles, and showing 

a minimum flow, as observed at Junction City, of about 200 cubic feet
NEWELL.] REPUBLICAN AND SMOKY HILL KIVERS. 125:

per second. It will be noticed that though draining over two and a 1 

half times the area, its discharge at low water is less than that of the 

Blue. This is due to the fact that the Blue drains the northern and 

eastern part of the basin, where the rainfall is heaviest, while the 

Republican rises in the most western extremity of the Kansas basin 

and flows for hundreds of miles through arid sand hills that yield very 

little run off, except in times of excessive rainfall, and no part of its 

basin receives precipitation equal to the average of the basin of the 

Blue, so that though the basins adjoin each other, and the rivers empty 

within 20 miles of each other, the ratio of run-off to area is several 

times as great for the Blue as for the Republican.

The Smoky Hill River rises in eastern Colorado, and drains an area 

of 20,428 square miles. It has two considerable tributaries, the Saline 

aiid the Solomon, draining, respectively, 3,311 and 6,882 square miles. 

Gaging stations have been established on all three of these streams. 

The station at Ells worth, on the Smoky Hill, intercepts the drainage 

of 7,980 square miles, 6,447 of which are in Kansas and 1,533 in Colorado. A minimum discharge sometimes occurs here of 10 cubic feet 

per second. At the gage on the Saline River at Beverly the area 

drained is 2,730 square miles, and a low-water discharge of 6 secondfeet is shown. The gage on the Solomon is at Beloit. The area draining past this point is 5,539 square miles, and the low-water flow is 7 

cubic feet per second.

There are many water-power developments in the Kansas basin, the 

most numerous and important occurring on the Solomon and Blue 

rivers. These developments are in their infancy, only a small proportion of the favorable sites being improved.

Drainage areas, Kansas Basin. 1

Basin. Total 

area.

61,440

59, 841

9,490

25, 837

20, 428

7,980

3,311

2,730

6,882

5,539

Area in 

Kansas.

qq 097

2,450

7,496

18, 895

6 447

3,311

2,730

6,882

5,539

Area in 

^Nebraska.

17,455

17, 455

10, 415

Area in 

Colorado.

9,459

9, 459

7,926

1,533

1,533

REPUBLICAN RIVER. 

BENKELMAN STATION, ON NORTH FORK OF REPUBLICAN RIVER.

This station has been described in Bulletin No. 131, page 33. The location is essentially the same, although the gage rod has been replaced. 

Observations have been carried on continuously from November 4,

'As measured from Laud Office maps; Kansas, edition of 1891; Nebraska, edition of 1890; Colorado, 

edition of 1892.
126 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140,

1894, to September ], 1895, the gage heights being shown in the table 

on page 129. The channel at this point is described as being composed 

of loose and shifting sand.

List of discharge measurements made on North Fork of Republican River at Benkelman,

Nebr.

No.

1

?,

4

f.

Date.

1894.

T)0rt Q

1895.

Aug. 7

Hydrographer.

0. V.P. Stout............

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

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

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

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

Meter' 

number.

105

105

105

105

105

Gage 

height 

(feet).

1.74

1.89

1.68

1.06

0.96

Mean 

velocity 

(feet per 

second).

2.81

2.01

2.83

1.45

2.02

Discharge 

(secondfeet).

a 75

672

c!41

36

64

a At the time of this measurement the stream was in two channels, the greater part of the water 

being in that toward the right bank. Slush ice and small cakes interfered somewhat with the accuracy 

of the results of this measurement.

ft At this time, also, the stream was flowing iu two channels, containing, respectively, 70.6 and 0.9 

second-feet.

cMeasurement iinmediately after flood.

The above list of discharge measurements and the observations made 

at this point show plainly that reliable computations of daily discharge 

can not be made if based only upon occasional measurements of gage 

height and discharge. The difficulties encountered at this station and 

at Palisade, on Frenchman Biver, are fairly representative of those met 

elsewhere on streams with shifting channels. As noted on page 28, a 

single rating table can not be used at such stations for many weeks or 

months in succession; rather a series of such tables must be constructed, taking into account the shifting character of the bed. A 

somewhat detailed description is therefore given of the methods of 

computation employed at this place and at Palisade,

The changes in the bed of a stream are by no means regularly progressive in one direction or another, as they depend upon the change 

iu volume and velocity of the stream, these fluctuating irregularly. In 

time of flood the channel may scour in a few hours and then remain 

fairly constant during the whole period of high water. Experience has 

shown that for medium and high stages a rating table can be used for 

a considerable period of time far longer than when the river is low 

and therefore, as shown by Professor Stout on page 134, it is often safe 

to assume that after the river rises to a certain point the old rating 

table is applicable. In any event, the percentage of error and the 

necessity of accuracy are less at flood time, since the volume is fluctuating from hour to hour.

At time of low water, when the quantity is small and the bed is silting, and as a rule rising slowly relative to the gage, it is highly essential to attain greater accuracy in computations of daily discharge. To 

facilitate this, it has been deemed advisable to make occasional soundings of the section in addition to-the daily readings of height. For
BEWKLL.1 REPUBLICAN RIVER. 127

this purpose a blank notebook, Form 9-208, has been provided. This 

is to be placed in the hands of the observer, who usually can wade the 

stream at such times and obtain the depth at designated points. Such 

points are referred to the initial point, from which all soundings are 

measured. These soundings should be taken at intervals of, say, a 

week or ten days between the times of measurements of discharge. If 

properly made and recorded, they serve as a basis for the preparation 

of a rating table or formula by which to compute the daily amount 

flowing in the stream.

The ratings made by Professor Stout have been put in two forms; 

first, as formulas, shown on pages 121 and 133, and, second, as a series 

of rating tables applicable to consecutive periods. The latter is probably the simpler and more convenient form, and one which most hydrographers prefer. The following rating tables, designated as A, B, 0, 

D, and E, as well as those given on page 134, are inserted as examples 

of this method of computing the discharge. In deriving the formulas 

for discharge shown on page 133, it has been assumed that the mean 

elevation of the bed of the stream, as seen in cross section, is constant 

throughout any subperiod, so that the mean depth at any time during 

the subperiod may be obtained by subtracting from the gage height at 

that time the difference between the gage height and mean depth at 

time of the gaging. It has also been assumed that the discharge is 

proportional to the three-half power of the mean depth. The justification of this assumption, so far as it can be justified, is found in the 

form to which the common formulas for flow reduce in the case of shallow streams of constant width.

Table A, given below, covers the period from November 4 to December 10, 1894. The general character of the channel varied but little. 

The division between this subperiod and the succeeding one is marked 

by the occurrence of slush ice in the river, causing an increase in gage 

height without any corresponding increase in discharge, so far as could 

be ascertained. From December 10 to March 2, 1895, the ice in one 

form or another was almost always in the river. The effect of this to 

increase the gage height is shown in the record. With the single 

exception of a storm on February 25, there was no precipitation of 

sufficient magnitude to contribute materially to the discharge of the 

stream. In view of this fact, it is probable that the discharge for the 

latter part of the preceding subperiod and the earlier part of the succeeding subperiod furnishes a more reliable indication of the discharge 

than the gage heights during the period in question. The division 

between this and the succeeding subperiod is marked by the disappearance of ice from the river.

Table B covers the period from March 2 to May 29,1895, when no 

violent floods occurred. The disappearance of the water, as noted by 

the observer on May 15, occurred when the gage height was 1.25. This 

Substituted in the formula for discharge gives the zero of flow, The
'128

PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

division between this and the succeeding subperiod is marked by the 

occurrence of a flood on May 30 and 31, June 1 and 2. The measurement of June 4 shows that this flood deranged the relation between 

gage height and discharge.

Table C covers the period from May 29 to June 13, 1893. The division between this and the succeeding subperiod is marked by a flood 

which caused alterations of the relation of gage height to discharge. 

Table D covers the period to July 2, a change at the latter date being 

necessitated by a violent flood occurring on July 1-2. The last table, 

E, is used for the time up to September 1, during which interval no 

floods occurred. At the latter date the stream was practically dry.

Eating tables for Benkelman Station, on North Fork of Republican River, used for suocessive periods during 1895.

Gage 

height.

0.40 

0.50 

0.60 

0.70 

0.80 

0.90 

1.00 

1.10 

1.20 

1.30 

1.40 

1.50 

1.60 

1.70 

1.80 

1.90 

2.00 

2.10 

2.20 

 2.30 

2.40 

2.50 

2.60 

2.70 

2.80 

2.90 

3.00 

3.10 

3.60

Discharge in second-foot.

A.

70 

83 

97 

112

B.

0 

4.5 

8.1

17.3 

28.8 

42.0 

57.0 

' 73.0 

91.0 

110.0 

130.0 

152.0 

175.0

c.

123 

146 

170 

195 

222 

250 

280 

310 

342 

374 

406 

440 

475 

510 

550 

590

D.

28 

41 

55 

70 

86 

103 

121 

140 

160 

182 

204 

228 

252 

292 

332 

374

656

E

1.2* 

5.5 

15.0 

26.0 

40.0 

54.0 

70.0 

89.0 

110.0 

130.0

303.0
REPUBLICAN RIVER. 129

Daily (/aye height of North Fork of Ee2)ublican River at Benkelman, Nebr., 1894 and 1S95.

Day.

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

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

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

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

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

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

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

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

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

iq

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

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

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

18............ in

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

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

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

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

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

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

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

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

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

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

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

Nov.

1 79

1.72

1.72

1.72

1 73

1.76 

1.75

1.74 

1.72

1.73

1.72 

1.72

1.71

1.71

1.72

2 m

1.77

1 75

1.72

1 79

1.72

1.73

1.73 

1.73 

1.75

1.84

1.95 

1.93

Dec.

1 92

1 91

1.90

1.85

1.80

1.83 

i fin

1.82

1 QA

1.84

2.80 

2.75

2 7ft

2.65 ?,.on

1 90

1 fl^

1 C^

1.82

1 81

1 7*\

1

QA

1.95

1.92

1.87 

2.07 

1.97

1.97

1.97 

1.97 

1.97

Jan.

a2.00

2 en

2 FLO

2.60

2.65

2.65

2

CK

2.65

2 CO

2

fiK

2.65

2

fiK

2 65

0 fiK

2.70

2 76

2 7ft

2 7fi

9 7fi

?, 76

2 7fi

2 7Q

2.65

2.60 

2.'60"

2.60

2.60 

2.60 

2.60

Teh.

2 (\f\

2.60

2.60

2.60

2.60

2.65

2

fiK

2.65

2

CC

2

r.c

2.65 

2 65

2 t>5

9 fin

9 fi^i

9 p>^

2

QA

2

QA

2.80

3 00

-0 AC

3.14

3.15

3.30

3.25 

3.15 

2.94

2.63

Mar.

9 3A

1 92

i s^

1.60

1 fin

1.70

1 78

1.76

1 QA

1 Qfi

1.80 

i 7*1

1.75

2 in

2.20

9 30

2

«c

2.30

a in

2.00

1 90

1.92

1.91

1.90 

1.90 

1.89

1 85

1.83 

1.80 

1,75

Apr.

1 7ft

1 7Q

1.77

1

QA

1 Q^

1.95

2 DA

1.95

1 01

t on

1.85

I

fiA

1 7ft

1.77

1,76

1 7ft

1 Qfi

1 Q9

1.74

1 7fi

/I 7Q

1 7^

1.70

1.64

1.64 

1.63 

2.02

1 ll

1.90 

1.75

May.

1.70

1 63

1.60

1 60

1.54 

1.50

1.50 

1.46

1.40

1.36

1 33

1.30

1.?.5

1.25

1 91

1.20

1 9*

1 Qfi

1 Qfi

1.35

1.30 

1.30 

1.25

1.22

1.22 

2.00 

2.20

Juno

62. 52

2 a A

1 ftA

1.68

1.70

1.65

1 f»9

1.58 

1.60

1.65

(13. 70 

3.00

2

KA

1.60

1,50

1.50

1.45

1.60

1.40

1 ?,fl

1.20

1.20

1.08

1.09 

1.08 

1.05

1.05

1.08 

1.08

July.

c2. 35

I

RA

1.17

1,17

1.04

1.04

0 01

0. !U 

0.94

1.10

1.17

1.17

2.00

1.14

1.11

O Ol

O QQ

0.86

0-91

1.17

1.42

1.23

1.23 

1.10 

1.08

1.04

1.01 

0.97 

1.01

Aug.

1.17

1,10

1.10

1.04

1.01.

0.97

0.92

0.61

0.60 

0.61

0.60

0.92

0.83

(\ 79

0.71

O

C7

0.73

0.42

0.60

0.57 

0.55 

0.38

0.33

0.32 

0.42 

0.17

a Prom January 1 to 5 there was a slight thaw, but on tho 6th tho. river was frozen, thawing again 

on tho 10th, slight thaws continuing through January. On tho last day of this month it was reported 

that tho thermometer was 17° helow zero. During the early part of February the river was frozen, 

thawing about February 17.

ftUn June 1 there was a heavy rainfall, the rivor rising to 2.80 feet at 5 p. m.

cOn July 1 tho river stood at 1.10 feet in tho morning and at 5 p. m. at 3.60 foot, being then out of 

its banks. The maximum height was reached at noon, probably being about 4.50 foot. At this time 

the river rod was loosened, but it was subsequently replaced, corrections being made for errors of 

reading.

rfOn June 1.1 the showers caused the rivor to rise to 3.70 feet and break over its banks. By Juno 19 

tho floods had deepened the channel, a largo amount of water running in the stream.

eOn February 21 the river at 4 p. m. was reported to he at the height of 3.20 feet and out of its banks 

in the low places, continuing thus for four days. On the 26th the ice had mostly disappeared.

/On April 21 it was reported that tho water was being taken out in ditches, and that there was loss 

water in the river than indicated by tho reading of tho gage. On May 11 tho river was remarkably 

low, owing to lack of rain, and on May 15 the greater part of tho stream had disappeared into the 

sand. . , - By applying the above rating tables to the observations of river 

height, the following averages have been obtained:

Mean monthly discharge of North Fork of Republican River at Benkelman, Nebr, 1

Month.

1895.

Discharge.

Sec.-feet. 

78

59

25

155

120

34

Dry.

1 Annual Koport of Nebraska State Board of Agriculture, 1895, report of the engineer, p. 322, gives 

rate of discharge for ton-day periods from Jfyyenjber 3, 1894, at intervals to September 7,1895.

Bull. 140 9
130 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

BENKELMAN STATION, ON SOUTH FORK OF REPUBLICAN RIVER.

This station, described in Bulletin No. 131, page 33, has been maintained 

with short breaks up to the end of September, 1895. During June the 

freshets washed out the gage previously established, and on June 21 a 

new gage was erected about 3,000 feet below the location of the former 

one. The new gage consists of a vertical rod of oak, spiked to a pile 

forming a part of the ruined wagon bridge. The channel at this point 

is sandy and shifting. During high water it is fairly straight for about 

300 feet above and below, the width from bank to bank being a little 

more than 350 feet. The right bank is high, but the left bank is low 

and subject to frequent' overflow. The bench mark consists of the top 

of a screw in the root of a tree, to the left of the road leading to Benkelman, and 200 feet from the river bank. The elevation of this screw is 

6.12 feet above the zero of the gage. Levels taken on July 3, 1895, 

when the river height at the new gage was 2.60 feet, showed that the 

height on the old gage would have been 1.39. The fall of the water 

surface in this distance of 3,000 feet between the two gages was found to 

be 4.76 feet. The zero of the old gage was 5.97 feet above the zero of 

the new gage.

List of discharge measurements made on South Fork of Republican River at

Benlcelman, Nebr.

No.

1

3'

4

5

Date.

1894. 

Dec. 9

1895. 

Mar. 23

June 24

July 3

Hydrograplier.

0. V. P. Stout .............

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

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

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

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

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

Meter 

number.

105

105

105

105

105

Gage 

li eight 

(feet).

1.89

(»)

1.50

2.60

1.75

Mean 

velocity 

(feet per 

second).

1.70

2.90

1.79

2.48

1.30

Discharge 

(secondfeet).

1

41

348

75

278

22

a Old gage washed out; new one erected June 2. 

Daily yage height of South Fork of Republican River at Benltelman, Neb'r., for 1S94.

Day.

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

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

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

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

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

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

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

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

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

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

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

Nov.

0.97

].06

1.06

1 05

1.05

1 05

1.06

].06

1.06

1.06

1.06 

1.06 

1.06 

1.06

1.06

1.08

Dec.

1.06

1.06

1.06

1.06

1.06

1.06

1.06

(a)

..........

1.07

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Nov.

1.08

1 03

1.07

1 OQ

1.08

1.07

1.07

1.08

1.06

1.06 

1.07 

1.06 

1.06

Dec.

1.07

1 08

1.24

1.54

1 F»9

1.51

1.43

1.54

1.31

1.12 

1.09 

1.09 

1.09

1.08

a December 9,1894,0. V. P. Stout reports less thau 1 second-foot.
NEWELL.] FRENCHMAN RIVER. 131 

Daily gage height of South Forlc of Republican Elver at Benkelman, Nebr., for 1S95.

Day.

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

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

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

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

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

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

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

9

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

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

19

 iq

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

IK

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

17/. .........

i a

1Q

90

91

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

9Q

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

9*i

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

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

99

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

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

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

Jan.

1.06

1.06

1.06

1.06

1.06

1 9T

1 9^

1.26

1.56

1.58

1.63

1.60

1.74

1 73

1.76

1.76

1 70

1 85

I

on

2.00

2.06

2.09

2.19

2.04

1.68

1.68

1.67

1.61

l.f>9

1.54

1.44

Feb.

L42

1.54

i fi9

1.74

0.00

1.97

1.86

1 64

1.59

1 QQ

1.36

1.32

1.26

1 93

1 9^

1 0^

1 90

1 29

2 1^

2.14

2.24

9 90

2.34

2

07

2.39

2.54

9 fia

........

Mar.

2.42

9 13

2.12

2 19

2.09

2.07

1.97

1 Qfi

1 01

1.89

9 11

. 1.94

1.63

1.64

1.66

1.68

1.95

2.09

9 ftH

1 99

.1.98

1.89

1.89

1.87

1.83

1 S3

1.78

1.69

1.73

 Apr.

1.87

1.92

1.86

1 S3

1.78

1 79

2.17

2.06

1.99

1.89

1.86

1 79

1.74

1.70

1 79

1.82

1

QQ

1.84

1.77

1 7"i

1.71

1.71

1.70

1.74

1.68

1.61

1 >i8

1.70

1.88

1.76

May.

1.65

1.50

1.43

1.42

1.41

1.40

1.39

1.40

1.39

1.36

1.39

1.36

1 11

1.36

1

07

1.37

1 Q7

1.36

1 35

\ Q*\

1 Qfi

1 Q7

1.39

1 37

1.37

1.37

1.55

2.27

Juno.

1.88

a 1.50

1.50

1.45

1.50

1.45

1.45

1.40

1.40

July.

1.34

3.12

2.70

2.01

1 90

1.89

1 90

1.80

1.80

1 ftO

I QQ

2.00

3.12

9 99

2.30

2

OA

9 m

2 19

2 on

2.30

2.60

2.30

2.30

2.05

2.04

2.00

1.90

1.89

1.89

Aug.

1 90

1 Oft

1 90

1 CO

1 89

1 QQ

1 7Pi

1 P»Q

1.68

1.65

1 03

1 ^9

1.55

1 tt

i IP; '

1.54

1.54

1.54

1 58

i *\(\

1.50

i *;n

a On June 21 a new gage rod was erected to replace the one washed out about June 1. 

WAUNETA STATION, ON FRENCHMAN RIVER.

This station is the highest on the Frenchman Eiver. It was estab-. 

lished on August 8 by Prof. O. V. P. Stout, at a point about 100 yards 

below Wauneta Mill and Wauneta Falls, in the town of Wauneta. The 

observer is W. W. Fisher, justice of the peace. The gage rod consists 

of oak, 2 by 4 inches, and is 12 feet long. The lower end is buried in 

the sand of the bottom and the upper part is fastened by lag screws 

to the south pile of the bent at the edge of the water. The channel at 

this point is straight for 600 feet above the gage and for 150 feet below 

it. The bed is- composed of sand and silt, there being, hoAvever, a small 

amount of loose rock from the old bridge pier in the vicinity of the 

gage. One of the bench marks is the stone doorstep of a concrete 

house which stands below the gage on the right bank, the elevation of 

this being 19.99 feet above the zero of the gage. A second bench mark 

is the top of a stake at the northwest corner of the lot in which this 

house stands, this point being 19.33 above the zero of the gage.

Measurements were made at this point on August 9, 1895, showing 

that for a reading of 1.40 feet the discharge was 61 second-feet. These 

measurements were made from a bridge which stands at a height of 

about 12 feet above the ordinary stage of the water. On September 10 

a measurement at a gage height of 0.92 foot gave a discharge of 56 

second-feet. The station at this point was established after that at 

Palisade, as it was found that the channel was better adapted for accurate and convenient measurement. The relation between gage height
132 PROGRESS REPORT, HYDROGRAPHY, 1895. [BOLL. 140.

and discharge is probably more constant here than at the other points 

examined. At Palisade the river is wide, the banks are comparatively 

low, and the bed -is of shifting sand, while at Wauneta the river is 

narrow and the banks are high. Both of these stations have been 

maintained in order that data might be had concerning the amount of 

underground water contributed to the stream between the two points. 

The surface tributaries in this section of the river carry no water except 

during and after storms.

Daily gage height of Frenchman River at Wauneta, Nebr., for 1895.

Day.

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

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

q

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

^>. ..........................

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

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

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

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

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

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

19

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

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

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

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

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

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

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

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

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

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

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

24.........,..,.,.......,,.,

25.......................... 26..........:.......,..,,...

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

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

29........................:.

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

31.........:................

Aug.

1.68

1.66

1.42

1.40

1.36

1.30

1.28

1.22

: i. 20

1.16

1.14

1.12

1.10

1.10

1.08'

: 1.08

1. 10

1.14

1.16

1.J6

1.18

Sept.

0

09

0.84

0.84

0.84

0.84

O QQ

0.90

0.92

0.92

0.92

0.92

0.92

0.94

0.94

0.94

0 94

0.94

1.00.

0.98

0.98

1.00

1.04

1.10

1.10

1.08

1.08

1.08

1.14

1.16

Oct.

1.14

1.12.

1 19

1.16

1.16

1 99

1.20

1.18

1.16

1.16

1.14

1.14

1.12

1.12

1.12

1. 10

1.08

1.08

1.08

1.08

1. 10,

1.08

1.08

1..08;

1.08

1.08

1.06

1.06

1.06

1.06

1.06

Nov.

1.06

1.06

1.06

1.06

: 1.06

1.06

1.06

.1.06

1.06

1.06

1.06

1.06

1.06

1.06

1.06

1.06

1.06

1.06

1.06

1.06

1.06

1.06

1.06

1.08

1.10

1.32

1.24

1.16

1.08

Dec.

1 04

li 08

1.06

1.08

1 19

1.16

1.16

1 24

1.28

1.16

1.12

1 19

1 19

1.12

1.12

1 19

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.16

1.16

1.16

1.12

1.10

1.10

PALISADE STATION, ON FRENCHMAN RIVER.

This station, described in Bulletin No. 131, page 33, is about 16 miles 

below the locality at Wauneta where a number of measurements have 

been made. The observations at this point have been continued since 

October 14, 1894, and a number of discharge measurements made, as 

shown by the table. The bed of the stream at this point is of loose, 

shifting sand, and changes considerably from time to time. Both 

banks are relatively low and liable to overflow at times of high water.

List of discharge measurements made, on Frenchman River at Palisade, Nebr,

No.

1

2

3

1 4

5

6

Date.

1894.

Dec. 8

1895.

Mar, 22

Juno 5

July 4

Aug. 9

Aug. 10

; Bydrographer.

O.V.P.Stout......

.....dp.,,....,.,,...

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

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

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

.....do.,.,,,,..,....

Meter 

number.

105

105

105

105

105

105

Gage ' 

height 

(feet).

1.87

1.52

1.76

1.61

1.50

1.50

Area of 

section 

(square 

i'eet).

82

54

100

47

55

43.

Mean 

velocity 

(feet per 

second).

1.41

1.88

1.55

1.59

1.23

1.69

Discharge 

(secondfeet).

116

100

154

74

 68

i 72
NEWELL.] FRENCHMAN RIVER. 133

Prof. O. V. P. Stout has prepared rating tables, given below, for this 

station, based upon the measurements and upon assumption as to 

changes in the bed of the stream > these being in form similar to those 

shown on page 128. He states that column A of this table is wholly 

independent of the others, because the river carried ice during a 

large part of the period, October 14 to December 25, to which this 

relates. The discharge is assumed to be about as the three-half 

power of the mean depth; that is to say, if q represents the discharge 

and g the gage height the relation will be

In filling out columns 0, D, E, and F it was assumed that the shifting of the sandy bed of the river caused less proportional discrepancy 

at high stages than at low, and that the measurements show that it is 

safe to assume that the rating above a certain gage height is fairly constant. In other words, at times of high water the bottom is soon 

scoured out to about the area which it had on previous occasions. This 

area maybe shifted in position, but the relation of gage height to discharge, as pointed out on page 126, is reasonably constant. Professor 

Stout has therefore assumed that the rating at Palisade does not vary 

for gage heights above 2 feet, and from consideration of quantities at 

the time of greatest measured discharge on June 5, 1895, he has adopted

the equation q = 154 ( ^ r to represent this rating. This equa- \ 0.56 J

tion is used for the whole of column D, and for columns 0, E, and F 

when g equals or exceeds 2 feet. 

When g is less than 2 feet the quantities in column 0 are calculated

from the equation q = 154 1""' + 33 " Those in col-

\ 0.5o J \ 0.4o J

umn F are calculated from equation a = 154 ( ^~ ' ) * -f 11 ( ' JTff | 2

\ 0.56 J \ 0.50 J

and those in column E from the equation q = 263 485 (2.00 g). To 

the period from December 25, 1894, to February 27, 1895, must.be 

assigned an estimated mean discharge based upon the computation for 

a few weeks immediately preceding and succeeding this period.
134 [BOLL. 140.

Hating 'tables for Frenchman River at Palisade, Nelr., used for successive periods during

1894 and 1895.

[Discharge in second-feet.]

Gum 

height.

1.40

1.45

1.50

1.55

1.60

1.65

. 1.70

1.75 

1.80 

1.85 

1.90

2.00

2.10

2 9(1

2

0ft

2 At)'

2.50

2.60

2.70

2.80

2.90

3.00

A.

Oct. 14, 

Dec. 25, . 

1894.

83 

97 

111 

125

G.

Feb.'27, 

May 30, 

1895. '

79

86

95

106

118

131

146

162 

180 

399 

218 

240

263

D.

May 31, 

June 1], 

1895.

33

60

76

93

111

130

150 

171 

193 

215 

239

263

315

368

425

' 483

544

607

673

883

 E.

June 12, 

July 14, 

1895.

69

94

118

142 

J66 

190 

215 

239

263

F.

July 15, 

1895.

48

.59

71

85

101

117

.135

154 

174 

195 

216 

239

263

Daily gage height of Frenchman River at Palisade, Nelr., for 1894.

Day. '

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

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

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

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

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

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

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

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

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

12..........:

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

14.........1.

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

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

Oct.

].8'2

1.83

1.85

Nov.

1 on

1.85

1 84

1.85

1

QK

1.82

1.83

1.83

1.81

1.81

1.82

1.80

1.82

1.81

1.85

Dec.

1 7fl

1.80

1.82

- 1.84

1.81

1.80

1.81 1

1.83

1.83

1.84

1.83

1.84

.1.85

2.28

1.90

 1.88

Day.

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

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

1Q

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

91

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

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

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

OK .

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

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

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

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

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

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

Oct.

1.84

1.85

1.82

1.81

1.80

1.82

1.8.1

1.84

-i OF;

1.85

1.90

1.89

1.89

1.88

Nov.

1.81

1.83

1.85

1.81

1.83

1.83

. 1.84

1.85

1.81

1.80

1. SI

1.80

1.83

1.85

Dec.

1.80

1.77

1.79

1.72

1.71

1.75

1.73

1.73

1.72

2.22

2.18

1.89

2.13

2.20'

2.25
NEWELL.] FRENCHMAN RIVER. 135

Daily gage height of Frenchman River at Palisade, Nebr., for 1895.

Day.

1 ...... 

2...... 

3 ...... 

4...... 

5 ...... 

0...... 

7...... 

8...... 

9......

11..... 

12..... 

13.....

14..... 

15 .....

16..... 

17.....

18..... 

19..... 

20

91

22 .....

23 .....

24.....

9^

26 ..... 

27 .....

28 ..... 

29 ..... 

30 ..... 

31.....

Jan.

2.31 

2.35 

2.38 

2.40 

2.42 

2.36 

2.38 

2.40 

2.42 

2.45

2.45 

2.46 

2.42

2.48 

2.48

2.48 

2^ft

2.50 

2.48

9 d^

2

0')

2.26

2.20

1.93

1.98

cl. 90 

2.08

2.30 

2.28 

2.35 

2.43

Feb.

2.50 

2.58 

2.58 

2.59 

2.60 

2.55 

2.50 

2.45 

2.50 

2.62

2.72 

2.82 

2.83

2.84 

2.85

2.89 

9 on

2.90 

2.90 

2.90

9 95

2.95

2.94

2.92

2.75

2.68 

dl.58

1.58

Mar.

l.GO 

1.58 

1.55 

1.60 

1.60 

1.60 

1.55 

1.52 

1.53 

1.53

1.55 

1.53 

1.54

2.00 

1.90

1.94

1 79

l.GO 

1.56 

1.56

i f\?\

1.55

1.52

1.52

1.51

1.50 

1.52

1.52 

1.53 

1.52 

1.53

Apr.

1.55 

1.59 

1.58 

1.59 

1.60 

1.70 

1.75 

1.75 

1. 77 

1.75

1.74 

1.73 

1.74

1.73 

1.72

1.V2 

1.71

1.72 

1.72 

1.74

1.75

1.77

1.70

1.68

1.70

1.68 

1.62

1.62 

1.60 

1.66 

1.78

May.

1.63 

1.72 

1.63 

1.66 

1.66 

1.73 

1.70 

1.G8 

1.67 

1.65

1.65 

1.66 

1.66

1. 66 

1.64

1.63 

1.64

1.C4 

1.65 

1.68

1.6C

1.64

1.64

1.64

1.66

1.60 

1.60

1.62 

1.57 

1.62

June.

al.75 

1.90 

1.80 

1.70 

1.72 

1.75 

1. 73 

1.68 

1.68 

1.70

1.93 

1.72 

1.68

1.67 

1.67

1.68 

1.70

1.68 

.1.67 

1.05

l.fiR

1.66

1.65

1.63

1.64

1.60 

1.57

1.55 

1.59 

1.63

July.

1.65 

1,65 

1.63 

1.61 

l.GO 

1.60 

1.81 

1.75 

1.57 

1.60

1.65 

1.05 

3.65

2.69 

1.95

1.85 

i 7<;

.1.70 

1.C6 

1.63

1.64

2.56

2.45

1.87

1.80

1.72 

1.70

1.65 

1.61 

1.60 

1.57

Aug.

1.55 

1.58 

1. 63 

l.GO

l.f.5

1.55 

1.55 

1.53 

1.55 

1.50

1.51 

1.50 

62.05

1.90 

1.55

1.55 

1.55

1.54 

1.52 

1.52

1.47

1,48

1.50

1.50

1.50

1.51 

1.50

1.50 

1.49 

1.50 

1.50

Sept.

1.49 

1.49 

1.50 

1.51 

1.52 

1.50 

1.50 

1.50 

1.50 

1.50

1.51 

1. 50 

1.49

1.50 

1.50

1.50 

1.51

1.53 

1.52 

1.53

1.55

1.56

1.57

1.58

1.57

1.57 

1.55

1.56 

1.58 

1.59

Oct.

1.60

'i.'(>i"

'i."62"

"i."G2"

'i'.bz

1.63

1.65

1.63

i.'ee"

Nov.

"i.'ei" 

i.eo"

"i.'eo"

"i.'eo"

1.60

"i.'eb

2.00

2.20

"i'66 "

a On June 1 at 1 o'clock the water stood at 1.75 feet; at 2 o'clock, 3 feet; at 2.45, 3.35 feet; at 2.55,4.10 

feet; at 3.10, 4.35 feet, tho highest during the flood. It is reported that the rain continued for 

eighteen hours, at times coming with great violence.

b On August 13 the water stood at 6 a. m. at 1.55 feet; at 9 p. m. at 2.55 foot, during the night 

reaching a height of 2.85 feet.

c During tho latter part of January the ice in going out of tho river tended to pond and raise the 

water, so that tho readings were higher than corresponding discharges. In tho early part of February tho height of water fluctuated in accordance with changes of weather.

dOn February 27 tho ice went out of the river, resulting in a decided fall of tho water. Tho lower 

gago reading is probably duo largely to tho washing out of the sand about this time, as the observer 

reports that the volume was not apparently lessoned.

By applying the tables given above to the observations of height of 

water the following averages have been obtained:

Mean monthly discharge of Frenchman River at Palisade, Nebr. 1

Month.

1895.

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

Discharge.

See. -feet. 

137

129

117

99

78

74

Frenchman Eiver flows into Republican Eiver about 18 miles below 

the station at Palisade. The town of Culbertson, Nebr., is near this 

point. A measurement of Frenchman Eiver and one of Republican 

Eiver,.above the junction, were made on November 25,1892, by Mr.

'Annual Koport of Nebraska State Board of Agriculture, 1895, report of engineer, p. 323, gives rate 

of discharge for ten-day periods from October 13,1894, at intervals, to November 13, 1895.
136 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

Cyrus C. Babb, at the highway bridges. At that time he found the 

mean velocity of the Frenchman to be 1.68 feet per second, and the 

total discharge 177 second-feet, this being a little larger than the average summer flow. The mean velocity of the Republican was 1.81 feet 

per second, and the total discharge 209 second-feet. On March 22, 

1895, Prof. O. Y. P. Stout found a flow of 120 second-feet in the Frenchman at Oulbertson.

A single measurement of Republican River was made June 3, 1895, 

by Professor Stout, at Oxford, Nebr., about 83 miles by rail below 

Palisade. This was at the wagon bridge south of the town, where the 

channel was sandy and comparatively straight. The surface of the 

water at that time was 3.25 feet below the outside chord bar on 

the east side of the north panel of the north span of the bridge. The 

height was then reported to be the greatest known in nineteen years. 

The total discharge was, in round numbers, 16,000 second-feet. The 

total width of the river was 340 feet, mean velocity 7.67 feet per second, 

and the maximum 8.50 feet per second. This flood', following severe 

storms, deranged the relation of discharge to gage height at most of 

the stations. On September 12, at the same place, the discharge was 

only 55 second-feet.

'List of discharge measurements made on Frenchman and Republican rivers.

Date.

1892.

1895. 

Mar. 22

Sept. 12

River.

Frenchman .......

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

Locality.

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

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

Oxford, Nebr......

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

Area of 

section 

(square 

feet).

105

115

50

Mean 

velocity 

(feet per 

second).

1.C8

1.81

7.67

. 1.09

Discharge 

(secondfeet).

177

209

120

16, 000

55

JUNCTION CITY STATION, ON THE REPUBLICAN RIVER.

This station was established on April 26, 1895, by Mr. Arthur P. 

Davis. It is located at the wagon bridge at. the north end of Washington street, Junction City, Kans., and is near the junction of the river 

with the Smoky Hill, forming the Kansas River. The measurements 

therefore give the total run off of the Republican Basin. The observer 

is John Davis, living near the station. The gage consists of two oak 

timbers, 4 inches by 4 inches, one inclined, the other nearly vertical. 

The former is bolted to a post driven into the bed of the river, and 

bolted and braced to a cotton wood tree; the vertical portion is spiked 

to the same tree. The scale is painted on pine boards, firmly nailed 

to the oak timbers. The inclined scale is marked in tenths of a foot 

from 1 to 10 feet, and the vertical portion from 10 feet to 27 feet. The 

bench mark consists of a 60-penny nail driven into the base of the tree 

at an elevation of 10.67 feet on the scale. Another bench mark is the
NEWELL.] REPUBLICAN RIVER. 137

top of the stone in the base of the bridge abutment, .18 feet south of the 

gage; the elevation is 14.51 feet.

A subsidiary gage has been placed 507 feet upstream. It consists of 

a vertical oak stick with a painted scale nailed to it and referred to 

the same datum as the lower gage. The difference in reading therefore gives the slope of the river for this distance. The initial point 

for soundings is on the right bank at the end of the bridge. The channel above the station is straight for about 100 feet, then curving from 

the northwest. Below the station it is straight for about 300 feet. The 

right bank is high, consisting of a sandy loam, and is not likely to overflow. The left bank is low and sandy and may be overflowed in high 

water. The bed of the stream, especially from the center to the left 

bank, is sandy and shifting. The measurements of discharge made 

during the year are shown by the following table:

List of discharge measurements made on llepitblican River at Junction City, Kans.

No.

1

2

3

4

5

6

Date.

1895.

Apr. 27

Aug. 20

Oct. 11

Nov. 11

Dec. 13

Dec. 27

Hydrographer.

A. P. Davis. ......

"W. G. .Russell.....

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

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

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

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

Meter 

number.

28

28

61

28

28

28

Gage 

height 

(feet).

3.00

4.75

2.57

2.60

2.95

3.18

Area of 

section 

(square 

feet).

144

701

144

147

187

187

Mean 

velocity 

{ feet per 

second).

1.52

 2.72

1.95

1.95

2.02

2.38

Discharge 

(secondfeet).

91Q

1,911

281

286

378

445

Daily gage height of Republican River at Junction, Kans., for 1895.

Day,

1...

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..

Apr.

3.66 

3.00 

2.95 

2.90 

2.90

May.

2.95

2.95

2 90

2.95

2.90

3.20

3.10

3.05

3.00

3.05

3.05

2.95

2.90

2.80

2.80

2.75

2.70

2.70

2.70

2.70

2.65

2.60

2.60

2.70

2.65 

2.55 

2.45 

2.50 

2.60 

2.70

Juno.

2.60

2.70

3.00

2.90

9.10

9.50

9.25

8.15

8.35

8.55

6.75

6.05

5.60

5.25

4.95

5.90

6.15

5.45

5.05

4.80

4.55

4.40

4.25

4.05

3.95 

4.45 

4.45 

4.15 

3.95

July.

3.85

3.75

3.65

3.55

5.05

4.55

3.65

3.60

5.20

4.75

4.75

5.25

5.20

4.50

4.25

4.05

3.95

5.20

5.30

5.35

5.70

5.45

5.00

4.60

4.40

4.15 

4.00 

3.85 

3.75 

3.70 

3.60

Aug.

3.85

3.85

3.70

3.55

3.75

3.45

3.30

3.20

3.15

3.70

4.85

5.60

5.50

4.90

4.55

6.65

7.25

5.65

5.85

4.55

4.05

3.75

3.75

3.85

3.70

3.65 

3.45 

3.40 

3.65 

6.05 

5.85

Sept.

5.40

5.01

3.85

3.75

3.75

3.45

3.50

3.30

3.00

2.85

2.80

2.75

2.70

2.55

2.60

2.55

2.45

2.45

2.35

2.50

2.45

2.30

2.40

2.35 

2.35 

2.45 

2.45 

2.40

Oct.

2.40

2.30

2

fiK

2.75

2.60

2.60

2.50

2.50

9 in

2. 50

2.55

2.50

2.50

2.50

2.50

2.50

2.40

2.40

2.30

2.30

2.30

2.30

2.30

2.30

2.35

2.30 

2.35 

2.40 

2.40 

2.40 

2.40

Nov.

2.35

2.40

2.45

2.40

2.35

2.50

2.60

:2.55

2.40

2.50

2.60

2.50

2.60

2.60

2.60

2.60

2.70

2.70

2.60

2.70

2.80

2.85

2.80

2.60

2.60

2.70 

2.70 

2.55 

2.50 

2.5*

Dec.

2.60

2.60

2.60

2.60

2.60

9 fi<;

2.75

2.95

9 a<;

3.00

2.90

2.85

2. 85

2.95

2.90

2.90

3.05

3.05

3.40

3.55

3.45

3.45

3.55

3.40 

3.20 

3.20 

3.10 

2.60 

2.35

aOn Juno 5, at 7.30a.m., height of water, 5.40; at 9 a.m., 5.70; 11.45 a.m., 6.40; 7.20 p.m.. 7.90, and 

10.35p.m., 8.30. June 6,7.30 a. m., 8.8*0; 11.50a.m., 9.00 j 7.30p.m., 9.20; 10p.m., 9.30.
138 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140. 

Estimated discharge of Republican River at Junction City, Kans. 

[Drainage area, 25,837 square miles.]

Month.

1895. 

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

Discharge in second-feet.

Maximum.

6,000 

025,000 

4,170 

326 

355 

575

Minimum.

439 

265 

219 

220 

230 

230

Mean.

1,800 

3,192 

542 

249 

282 

392

Total for 

month 

in acrefeet.

110, 678 

196, 268 

32, 251 

15,310 

16, 780 

24, 103

Run-off.

Depth in 

inches.

0.07 

0.14 

0.02 

0.01 

0.01 

0.02

Secondfeet per 

sqiiare 

mile.

0.06 

0.12 

0.02 

0.01 

0.01 

.0.02

a Approximate. 

SMOKY HILL RIVER. .

This stream drains the southern portion of the Kansas Eiver basin. 

It rises in the extreme westerly part of the State, and flows in a course 

nearly due east. Its principal tributaries are Solomon and Saline 

rivers, each of these draining narrow areas lying parallel and to the 

north of the main stream. Saline River empties into Smoky Hill a short 

distance below the town of Salina, and Solomon River also enters about 

12 miles farther east, near the town of Solomon. Examinations have 

been made along Saline Eiver for the purpose of finding a point for 

river measurement. At Lincoln, the county seat of Lincoln County, 

about 40 miles above the mouth, the bridge was found to be unfavorable, as it is just below a mill dam and the bottom is rough, rendering 

discharge measurement inaccurate. Going downstream from this point 

examinations were made at Eocky Hill and at Beverly; the latter, the 

point selected for measurements, being 11 miles below Lincoln and near 

the county line.

BELOIT STATION, ON SOLOMON RIVER.

This station was established on April 22, 1895, by Mr. Arthur P. 

Davis, at the wagon bridge on the south edge of the town of Beloit, 

Kaus. The observer is Emmett Grover, living in that vicinity. The 

gage consists of an inclined oak timber bolted to a post and to a buried 

log. It is marked from 2 feet to 5.3 feet, the scale being continued on 

the bridge pier. The readings on the timber can be made from the 

bridge, and those on the bridge from the bank of the stream. The 

bench mark consists of a tenpenny nail driven into the base of a cottonwood tree 35 feet northwest of the pier upon which the marks are 

made. Its elevation is 13.70 feet. Measurements of discharge are 

made from the bridge. The initial point for soundings is on the left 

bank at the south edge of the stone abutment. The channel both 

above and below the station is straight for about 200 feet. Both banks 

are high and not likely to overflow. The bed of the stream is gravelly 

and not liable to change. The first measurement, that made on April
NEWELL.] SOLOMON RIVER. 139

20,1895, gave for a height of 2.90 feet a discharge of 148 second-feet; 

the second measurement, made August 19, at 3.27 feet, showed 195 

second-feet, the channel having silted up considerably. On October 

31 the stream was reduced so greatly, owing to the shutting down of 

the mill, that it was impossible to make measurements by means of a 

meter. The water passing at that time was merely the leakage from 

the dam. A float measurement showed this amount to be very nearly 

8 second-feet, the height of the water being 2.1 fee.t.

In the case of this stream it is a matter of considerable difficulty to 

obtain accurate data for computations of the mean daily discharge, 

owing to the large number of mill dams located at short intervals along 

it. Each of these backs up the water for considerable distance, and 

modifies the amount discharged from time to time by holding the water 

until a sufficient amount accumulates to overflow. During the'day 

the mills run irregularly, sometimes with one or more wheels, and thus 

rapid fluctuations are caused. In view of the importance of the data 

to be obtained it was decided, however, to locate this station at Beloit, 

and to attempt to make allowances for the unequal use of the water 

by the mill located a few hundred yards above. Readings are taken 

twice a day, and it is assumed that by averaging these the errors 

through a mouth or a season will tend to balance one another and will 

fairly represent the prevailing height of the water, furnishing data 

from which the discharge can be estimated. In the morning, when the 

mill is in operation, the water is drawn down rapidly, causing an excessive height on the gage; but at night the mill is usually not running 

with full head, and the volume delivered is less than that entering the 

pond above. Shortly after shutting down the mill the water accumulates and overflows, continuing during the night at the rate of the 

quantity coming into the pond.

List of discharge measurements made on Solomon River at Beloit, Kantt.

No.

1

2

4

5 

C

Date.

1895. 

Apr. 20

Aug. 19

Nov. 1

Dec. 13 

Dec. 27

Hydrograplier.

W.G.llussell..... 

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

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

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

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

Meter 

number.

28

28

3

28 

28

Gage 

height 

(feet).

2.90

3.27

2

1 A

2.93

2.85 

2.80

Area of 

section 

(square 

feet).

119 

25

63

91 

98

Mean 

velocity 

(feet per 

second).

l.CO

1.04

O oo

1.24

1.19 

1.07

Discharge 

(secondfeet).

148

195 

8

78

109 

105
140 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULLED. 

Daily gage height of Solomon River at Beloit, Eans., for 1895.

Day.

1...

2...

4...

6...

7...

8...

g

10.. 11..

19

13..

14..

15..

16..

17..

18..

19..

20..

91

22. 

23. 

24. 

25. 

20. 

27. 

28. 

29. 

30. 

31..

Apr.

2.80 

2.75 

2.55 

2.15 

2.15 

2.15 

2.15 

2.10 

2.10

May.

2.15

6.55

3.00

2.65

9 in

2.80

2.85

2.- 65

2.65

9 9^

2.70

9 9t;

1.90

2.20

1.80

1.80

2.20

2.20

1.80

1.80

2.20

1.85 

2.05 

2.20 

. 2.15 

1.85 

1.80 

1.80 

1.85 

2.20 

2.20

June.

14.85

19.85

21.60

23.85

20.80

8.60

7 1H

6.50

6.65

14 80

9.30

8.15

5.40

4.85

4.15

3.75

3.40

3.35

3.55

3.30 

3.25 

3.45 

3.65 

3.30 

3.10 

2.65 

' 3.05 

3.05

July.

3.00

3.20

3.30

3.05

16.50

12.45

5.40

3.95

4.00

4.25

4.10

3.90

3.80

3.75

7.60

6.90

5.20

4.10

3.95

3.80

7.85

9.70 

6.60 

4.50 

4.20 

4.00 

3.85 

3. 05 

3.65 

3.60 

3.45

Aug.

3.40

3.40

5.80

5.80

6.90

6.35

4.80

4.25

4.10

4.10

4.15

5.60

5.80

4.45

4.05

3.65

3.70

3.55

3.40

3.25

3.20

3.20 

3.20 

3.20 

3.10 

3.10 

3.10 

3.15 

17. 50 

10.00 

4.70

Sept.

4.80

4.45

3.80

3.70

3.55

3.50

3.40

3.10

3.20

3.20

3.10

3.05

3.05

3.00

3.00

2.95

3.00

3.10

3.05

2.65

2.30

2.60 

2.70 

2.70 

2.30 

2.65 

2.65 

2.65 

2.50 

2.45

Oct.

2.65

2.65

2.. 65

2.65

2.65

2.65

3.85

2.80

2.55

2.55

2.55

2.60

2.10

2.50

2.55

2.55

2.50

2.55

2.55

2.05

2.55

2.55 

2.55 

2.55 

2.55 

2.50 

2.05 

2.45 

2.55 

2.55 

2.55

Nov.

2.55

2.55

2.05

2.55

2.55

2. 55

2.55

2.55

2.55

2.05

2.45

2.55

2.55

' 2.55

2.55

2.55

2.05

2.45

2.55

2.55

2.55

2.55 

2.55 

2.05 

2.45 

2.45 

2.55 

2.55 

2.55 

2.55

Dec.

2.05

2.45

2.45

2.55

2.55

2.55

2.55

2.20

2.95

2.95

2.95

2.95

2.95

3.45

2.85

2.95

2.80

2.65

2.90

3.00

3.00

2.35 

2.80 

3.00 

2.40 

2.70 

3.00 

3.00 

2.35 

2.25 

2.75

Estimated discharge of Solomon River at Beloit, Kans. 

[Drainage area, 5,539 square miles.]

Month.

1895. 

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

Discharge in second-feet.

Maximum.

0.21,000 

a 24, 000 

615 

62 

26 

250

Minimum.

159

172 

14

7

7 

7

Mean.

2,202 

1,629 

156 

28 

23 

114

Total for 

month 

in acrefeet.

135, 396 

100, 163 

9,283 

1, 722 

1,369 

7,010

Eun-off.

Depth 

in 

inches.

0.46 

0.33 

0.03 

0.01

0.02

Secondfeet per 

square 

mile.

0.40 . 

0.29 

0.0? 

0.01

0.02

a Approximate. 

BEVERLY STATION, ON SALINE RIVER.

This station was established on April 18, 1895, by Mr. Arthur P. 

Davis, for the purpose of ascertaining the discharge of Saline Biver 

at a point as near as possible to the ninety-eighth meridian, Beverly 

being within a mile of two of this line. The locality chosen was at the 

iron highway bridge, half a mile southwest of town. The observer is 

Charles Eeid, a farmer living about 200 yards distant. The gage as 

first placed, consisted of an inclined rod fastened to trestles set in the 

ground. It was graduated up to 13 feet and the scale continued on 

the vertical iron caisson of the bridge up to 25 feet, the marks being 

plainly read from the bridge. The channel is muddy and shifting, and 

the high water of July 4 to C cut out all of the bank back of the piers 

and down to the tree to which the gage was originally fastened. The
NEWELL.] SALINE RIVER. 141

bank, tree, and gage sunk into the channel about 2 feet without disturbing the relative position. When the gage read 4.1 feet there was 

more than 5 feet of water in depth in the channel. The large amount 

of earth had partially filled the bed, forcing the.water to excavate a 

deep hole. It was therefore necessary to reset the gage, as it was 

probable that low water would not reach the bottom of the gage if 

raised to its former position. The north bank of the river being no 

longer suitable for the location of a gage, it was placed on the other 

side. The bench mark is at the north end on the top of the lower iron 

strut connecting the piers on the south side of the river. The elevation is 13.295 feet aboye the zero of the old rod. After being reset 

in August the bench mark was 18.95 feet above the zero of the new rod 

on the south side.

List of discharge measurements made on Saline River at Beverly, Kana.

No.

1

2

3

4

5

0

7

8

Date.

1895.

Apr. 18

June 8

July 22

Aug. 22

Sept. 21.

Nov. 12

Dec. 14

Dec. 23

Hydrograpber.

A.P.Davis........

W.G.ltussell.....

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

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

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

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

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

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

Meter 

number.

28

19

19

19

19

39

28

19

Gage 

height 

(feet).

a 1.50

a 9. 90

0.10

4.70

3.85

4.30

4.00

4.10

Area of 

section 

(square 

feet).

102

448

129

50

30

52

00

44

Mean 

velocity 

(feet per 

second).

1.35

2.77

1.70

1.555

0.42

1.09

1.19

0.57

Discharge 

(secondfeet).

22

1, 238

220

70

13

56

70

25

a Old gage before injury by flood. 

Daily gage height of Saline River at Beverly, Kans., for 1895.

Day.

1...

2...

3...

4...

5...

0...

7...

8...

10..

11..

12..

13..

14..

15..

10..

17..

18- 

19. 

. 20. 

21. 

22. 

23. 

24. 

25. 

26. 

27. 

28. 

29. 

30. q-i

Apr.

a 1.90 

2.80 

1.90 

1.90 

1.45 

1.75 

1.90 

1.70 

1.40 

1.60 

1.95 

1.85 

1.65

May.

a 1.85

2.00

1.75

1.95

2.40

2.-00

2.20

2.85

2.45

2.25

2.15

2.05

1.70

1.45

1.95

1.45

1.95

1.25 

1.65 

1.90 

1.25 

1.25 

1.55 

1.80 

1.45 

1.50 

1.50 

1.75 

1.65 

1.25 

2.25

June.

a 2. 10

1.80

1.80

4.45

9.80

6.80

9/40

6.45

5.10

7.55

8.10

0.45

6.85

5.20

4.05

3.75

4.35 

4.25 

3.90 

3.55 

3.35 

1.55 

1.80 

1.45 

1.50 

1.50 

1.75 

1.65 

3.00

July.

2.85

2.80

2.80

2.85

b 11. 35

17.15

9

AK

8.80

5.55

5.80

5.85

5.65

5.60

5.30

5.25

5.05 

5.00 

4.95 

4.95 

0.10 

0.90 

6.30 

5.40 

5.15 

4.95 

4.70 

4.80 

4.70

Aug.

4.00

4.75

5.55

7.00

5.95

f; o<5

4.80

4.65

5.15

6. 10

6.50

5.35

5.35

4.95

4.85

4.70

4.80 

4.60 

4.75 

4.60 

4.50 

4.40 

4.65 

4.40 

4.40 

4.35 

4.40 

4.40 

4.45 

4.45

Sept.

4.70

4.95

4.80

A Qf,

4.80

4.55

4.55

4.45

4.15

4.25

4.35

4.20

4.15

4.10

4.05

4.00

4.00

4.00 

4.00 

3.95 

3.95 

3.90 

4.20 

3.80 

3.95 

3.80 

3.80 

3.75 

3.75 

3.80

Oct.

4.05

3.85

3.85

3.95

4.00

4.20

4.10

4.25

4.25

4.20

3.95

3.80

4.35

4.20

4.15

4.10

3.60 

4.00 

4.30 

3.95 

4.00 

3.90 

4.15 

 4.05 

4.10 

3.90 

3.90 

3.80 

3.95 

4.15

Nov.

4.25

4.20

4.20

4.20

3.90

4.05

4.45

4.35

4.15

3.85

4.20

4.30

4.30

3.75

4.20

4.20 

4.20 

3.95 

3.95 

3.90 

4.10 

3.80 

3.85 

3.95 

4.20 

3.90 

4.15 

3.95

Dec.

3.85

3.95

3.95

4.10

4.15

4.05

3.95

4.20

4.15

4.20

4.40

4.50

4.20

4.20

4.40 

4.25 

4.30 

4.30 

3.95 

4.10 

4.25 

4.30 

4.45 

4.35 

4.50 

4.35 

4.20 

3.85

a Old gage.

b New gage; readings adjusted to changed conditions.

c Kiver rose at rate of 1 foot per hour.
PROGRESS REPORT, HYDROGRAPHY, 1895.

Discharge of Saline River at Beverly, Kans., for 1S95. 

[Drainage area, 2,730 square miles.]

[BULL. 140.

Month.

Discharge in second-feet.

Maximum.

a 10, 000 

339 

92 

58 

62 

57

Minimum.

73 

58 

9 

6 

9 

13

Mean.

574 

101 

38 

27 

33 33

Total for 

month in 

acre-feet.

35, 284 

6,210 

2,261 

1,660 

1,964 

2,029

Run-off.

Depth in 

inches.

0.24 

.04 

.01 

.01 

.01 

.01

Secondfeet per 

square 

mile.

0.21 

.04 

.01 

.01 

.01 

.01

a Estimated. 

ELLSWORTH STATION, ON SMOKY HILL RIVER.

This station was established on April 17, 1895, by Mr. Arthur P. 

Davis, for the purpose of obtaining the discharge of the Smoky Hill 

near the ninety-eighth meridian, this being above the point where the 

Saline and Solomon empty into it. It is at the highway bridge on 

Douglas avenue, Ellsworth, Kans. The observer is Robert Martin, who 

lives about 100 yards north of the bridge. The gage consists of an 

inclined ash timber spiked to a post driven in the bed of the river and 

bolted to the iron bridge pier and to an oak post set in the south bank 

of the river. It is marked from 1 foot up to 4.5 feet, and the scale is 

continued on the bridge pier, which is slightly inclined. Discharge 

measurements are made from the bridge. The bench mark consists 

of a nail driven in. the base of a large box-elder tree near the southeast 

corner of the bridge, 90 feet from the gage. It is 13.07 feet above the 

zero of the rod. The channel is nearly straight both above and below 

the bridge, but the banks are low and liable to overflow. The bed of 

the stream is sandy and shifting, tending to deepen toward the left 

bank, there being a slight change reported in the channel at various 

times of measurement.

A second gage was established on October 23,1895. It was fastened 

to the' east or downstream pile of the fourth bent from the south end 

of the Frisco railroad bridge west or upstream from the old gage 2,536 

feet, being referred to the same elevation as the old gage. The difference of water height on October 23 was 1.44 feet, the slope being 

0.000568.

A single measurement has been made of Smoky Hill Eiver at Junction City. At the time, April 27, 1895, the water was too sluggish for 

accurate determination by the meter, but the quantity was estimated to 

be 188 second-feet.
NEWELL.] SMOKY HILL KIVER. 143

List of discharge measurements made on Smoky Hill River at JEllsivorth, Kans.

No.

1

2 

3

f>

7 

8

9

Date.

1895.

Apr. 27 

Juno 5

Oct. 23

Hydrographer.

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

W. G. Kussell ..... 

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

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

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

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

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

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

Meter 

number.

28

rioats. 

19 

19

19

19

19 

39

19

Gage 

height 

(feut).

1.50 ""9." 6s"

2. GO

2.10

i. 50

1.35 

1.35

1.30

A-rea of 

section 

(square 

foot).

"i,854' 

115

77

28

21 

19

19

Mean 

velocity 

(feet per 

second) .

0.84

0.33 

2.91 

1.89

0.84 

0.94

0.95

Discharge 

(secoudfoot).

12

a 188 

5,402 

217

17 

18

18

a Smoky Hill River at Junction City. 

Daily (/age height of Smoky Hill River at Ellsivorth, Kan., for 1S95.

Day.

1

2

3

4 .

5

6

7

8

9

10

 11

19

13

14

15

16..

17..

18..

19..

20..

21..

22..

23..

24..

25..

26..

27..

28..

29..

30..

31..

Apr.

'"i.'so"

1.50

1.50

1.50

1.45

1.60

1.57

1.56

1.50

1.50

1.50

1.50

1.50

1.50

May.

1.50

1.50

1.50

1.50

1.45

1.45

1. 90

1.75

1. CO

1.55

.1. 50

1.50

1.50

1.50

1.45

1.45

1.45

1.40

.1, 40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.35

1.40

1.40

Juno.

1.40

1.45

1.65

4.75

a 8. 85

7.15

5.50

4.65

4.35

4.00

4.70

4.60

5.75

5.40

5.55

5. 25

4.35

3.80

3.50

3.25

3.05

2.95

2.85

2.70

2.65

2.55

2.50

2.50

2.50

2.40

........

July.

2.55

2.75

2.55

3.30

16.55

9.75

7.25

6.00

5.05

4.50

4.20

3.95

3.65

3.52

3.35

3.15

3.05

3.00

3.05

3.65

4.75

3.15

3.05

3.80

4.80

4.30

4.33

4.40

4.00

3.70

3.30

Aug.

3.25

3.25

3.07

2.95

2.95

2.95

2.95

2.82

2.83

2.77

3.00

2.75

2.55

2.43

2.40

2.47

2.28

2.20

2.12

2.10

2.10

2.08

2.07

2.08

2.07

2.00

1.93

1.92

1.90

1.92

3.00

Sept.

2.27

2.15

2.05

1.98

1.92

1.88

1.80

1.80

1.77

1.73

1.70

1.70

1.67

1.65

, 1.62

1.60

1.57

1.55

1.53

1.50

1.50

1.50

1.50

1.50

1.47

1.45

1.45

1.43

1.40

1.40

........

Oct.

1.40

1.40

1.40

1.45

1.45

1.45

1.45

1.45

1.42

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.38

1.35

1.35

1.35

i.35

1.35

1.35

1.32

1.30

1.30

1.30

1.30

1.38

1.40

Nov.

1.40

1.40

1.40

1.35

1.40

1.40

1.40

1.40

1.40

1.40

1.35

1.35

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.35

1.35

1.35

1.40

1.30

1.30

1.27

1.30

1.30

1.33

1.35

........

Dec.

1.35

1. 35

1.30

1.32

1.40

1.45

1.38

1.25

1.25

1.35

1.35

1.35

1.32

1.37

1.35

1. 35

1.40

1.40

1.40

1.40

1.38

1.37

1.40

1.37

1.35

1.35

1.35

1.35

1.30

1.33

1.30

a Heavy rains. 12.30 p. m., Juno 4, gago was 5.30; 1.30 p. m.-, 5.40; the 5th, at 9.30 a. m., 9.60; .12.30 

p. in., 10.30. 0

Estimated discharge of Smoky Hill River at Ellsivorth, Kans., for 1S95. 

[Drainage area, 7,980 square miles.]

Month.

1895.

Discharge in second-feet.

Maximum.

a 21, 000 

344 

135 

22 

, 19 

22

Minimum.

202 

65 

19 

14 

12 

11

Mean .

1,438 

186 

44 

18 

17 

17

Total for 

month 

in acrefeet.

88, 419 

11, 437 

2, 618 

1,107 

1,012 

1,045

Run-off.

Depth in 

inches.

0.21 

0.02 

0.01 

0.00 

0.00 

0.00

Secondfeet per 

square 

mile.

0.18 

0.02 

0.01 

0.00 0. 00 ' 

0.00

a Approximate.
144 [BULL. 140.

BLUE RIVER.

This stream flows into Kansas River from the north at a point about 

15 miles below the junction of the Smoky Hill and Republican rivers. 

The town of Manhattan is at the mouth of the river. The stream and 

its water powers are described by Prof. Dwight Porter in his report in 

Volume XVII, Tenth Census, on the Region Tributary to the Mississippi River on the West below Dubuque, pages 6.0-65.

MANHATTAN STATION, ON BLUE RIVER.

This station is located at Rocky Ford, 4 miles north of Manhattan, 

Kans., at the county highway bridge. It was established April 12,1895, 

by Mr. Arthur P. Davis, as being the nearest available point to the 

mouth of Blue River, giving the run-off for the entire drainage basin. 

The observer is J. D. Bush, a farmer, living about 100 yards from the 

bridge. The gage consists of three parts, the lower being an ash stick 

driven into the bottom of the river and bolted to an overhanging cottonwood tree 30 feet east of the bridge. It is slightly inclined and 

marked from 2.10 to 11.30 feet. The second part consists of an oak 

board spiked to the same tree, inclined and marked from 11.30 to 17 

feet. The upper portion is a vertical oak stick bolted to the south side 

of the south pier and marked from 17 to 30 feet. Measurements of 

discharge are made from the bridge. The channel is sandy and shifting, somewhat broken by piles left after the construction of the bridge. 

O. P. Hood, professor of mechanics and engineering at the Kansas 

State Agricultural College, Manhattan, Kans., has assumed the oversight of this station and has made a number of discharge measurements.

The first measurement was made on April 12, 1895, at which time 

the water stood at the height of 3.60 feet and the discharge was 542 

second-feet. An attempt was made on July 11 to make a measurement, 

but the work was not wholly satisfactory, owing to the failure of the 

instruments. A partial measurement was made on August 17 and a 

complete measurement on August 24. At that time the height of water 

was 5.70 feet and the total discharge 1,512 second-feet.

List of discharge measurements made on Slue River at Manhattan, Kans.

No.

3

4

Date.

1895. 

Apr. 12

July 11

Aug. 17

Aug. 24

Hydrographer.

O.P.Hood........

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

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

Meter 

number.

00

4

4

4

Gage 

height 

(feet).

3.60

3 70

6.90

5.70

Area of 

section 

(square 

feet).

<!fi7

304

1,077

966

Mean 

velocity 

(feet per 

second).

1 48

1.38

1.61

Discharge 

(secoiidfeet).

KAf>

450

1,512
NEWELL.] _ ' KANSAS EIVEE.

Daily gage height of Blue River at Manhattan, Kan., for 1895.

145

Day!

1 ,.

2 ..

3

4 ..

5 .,

C

7

8 , 0

10

11,

12

13

14.

15.

16.

17.

18.

19.

20.

21.

22.

23.

24.

25.

26.

27.

28.

29.

30.

31

Apr.

3.55

3.55

3.55

3.50

3.55

3.60

3.80

3.75

3.60

3.70

3.50

3.55

3.45

3.50

3.50

3. 40

3.45

May.

3.45

3.45

3.60

3.60

3.60

3.60

3.65

4.85

4.70

4.05

3.85

3.75

3.60

3.60

3.50

3.50

3.40

3.40

3.40

3.35

3.30

3.30

3.30

. 3.30

3.30

3.30

3.15

3.10

3.10

3.10

4.00

June.

4.55

3.75

3.60

4.05

3 O. 7^ 1 >J

5.55

6.35

5.85

7.05

8.75

10.55

12.60

9.30

7.55

6.70

6.35

5.75

5.45

5.20

. 4.85

4.75

4.65

4.60

4.60

4.65

4.55

4.25

4.15

4.00

3.90

July.

3.80

3.75

3.70

3.70

7.35

5.80

4.25

4.00

3.70

3.00

3.55

3.60

3.55

3.70

3.60

3.50

3.45

3.40

5.85

6.50

4.05

4.40

4.70

4.40

4.00

3.80

3.75

3.65

3.50

3.50

3.55

Aug.

3.55

3.55

3.45

3.35

3.35

3.35

3.35

3.35

3.25

3.25

3.25

4.40

6.40

5.50

5.55

5.60

6.70

6.20

5.55

15. 05

12.55

9.70

7.70

5.75

5.15

4.85

4.70

4.55

7.20

14.25

12.30

Sept.

13.30

9.60

8.20

6.45

5.80

5.65

6.40

5.75

5.35

5.05

4.75

4.50

4.35

4.25

4.10

3.90

3.85

3.80

3.70

3.75

3.75

3.75

3.75

3.75

3.65

3.65

3.55

3.60

3.60

3.55

Oct.

3.55

3.55

3.45

3.55

3.55

3.55

3.45

3. 45

3.45

3.55

3.55

3.55

3.55

3.55

3.50

3.50

3.40

3.35

3.35

3.30

3.30

3.25

3.25

3.25

3.20

2.90

2.90

2.90

2.00

2.85

2.85

Nov.

2.85

2.85

9 u, 81 Oi>

2.85

2. 90

3.25

3.50

3.65

3.65

: 3.60

3.60

3.60.

3.70

3.60

3.60

3.70

3.60

3.60

3. GO

3.60

3.75

3.70

3.60

3.60

3.40

3.65

3.70

3.75

3.70

'3.65

Dec.

3.65

3.65

3.55

3.55

3.C5

3.75

3.75

3.75

3.65

3.70

3.80

3.75

3. 55

3.55

3.75

3.70

3.65

3.05

3.05

3.65

3.75

3. 70

3.70

3.70

3.70

3. 75

3. 60

3. 65

I). 05

3. 55

3.35

KANSAS RIVER.

LAWRENCE STATION, ON KANSAS RIVER.

The conditions at this locality have been described by Prof. Dwight 

Porter in his "Beport on the water power of the region tributary to the 

Mississippi Kiver." From this report, completed in 1883, the following 

paragraphs are taken: l

The only point at which water power is used on the Kansas Eiver is at Lawrence, 

in Douglas County. At an early day it was considered an available site, and various 

surveys were made with a view to developing it. The river is there about GOO feet 

wide, with banks of only moderate height on the north side, while on the south side, 

on which the city is located, they rise quite abruptly 50 feet or more from the water. 

A road bridge spans the river immediately above the dam. The Atchison, Topeka 

and Santa Fo Railroad runs along the south bank, and on the north side of the river 

is the Kansas Pacific line.

The original dam Avas built in 1872, of logs and brush, after the usual style of 

brush dams. It rested directly upon sand, however, and in 1874, during a heavy 

flood, water worked under it, washed away the sand, and carried off 300 feet of the 

dam. In 1877 the remaining 300 feet was carried away in the same manner. The 

damage in each case was, perhaps, $5,000. The scour at the time of these accidents 

swept away the sandy bed upon Avhich the old structure had rested, and left a firm 

foundation for the present one. The neAV dam Avas built as the old one gave Avay, 

consequently 300 feet of it Avas constructed in 1874 and 300 feet in 1877. It has a 

total length of 600 feet, with an average height of 8 feet. The cost of the entire 

work, including dam and race Avay, is roughly estimated at $100,000.

'"Report on the water power of the regiou tributary to the Mississippi Eiver ou the Avcst below 

Dubuqe, Iowa," by Dwight Porter, in Volume XVII, Tenth Census of the United States, 1880. Washington, 1887.

Bull. 140 10
146 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL.UO.

i One-half the length of the dam rests upon a rock ledge and one-half upon hardpan.

i That portion upon rock is built of large stones laid in cement, is 20 feet wide at the 

base and 6 feet at the top, sloping both ways. The remainder of the dam is a framed 

superstructure, resting on cribs filled with stone. These cribs are 50 feet long and 

are laid with the stream; they project below the dam and are planked over so as to 

form an apron. The crib-work foundation extends from the river bed up to about the 

level of low water. Above the dam the bed is covered to a distance of 40 feet with 

loose rock; below the dam the river banks are protected by riprap. On the south side 

of the stream the dam abuts upon the heavy masonry wall of the race Avay and upon 

the opposite side upon a timber crib filled with stone. The bulkhead at the entrance 

to the race is protected from ice and drift by a short wing dam of crib work. In 

February, 1881, the river was visited for forty-eight hours by a heavy run of ice 

15 inches thick, which carried away from the south end of the dam two courses in 

depth of stone for a length of 200 feet from the shore.

The darn causes slack water for some 6 miles upstream, thus furnishing storage 

over a surface of 300 to 400 acres, with an average depth estimated at 6 to 8 feet. 

The race way is 60 feet wide and inclosed by heavy masonry walls 18 feet high. It 

is estimated to carry sufficient water for 500 horse-power.

A gage was established at Lawrence, Kans., by Mr. J. D. Bowersock, 

in the summer of 1880. It consisted of a vertical board, marked to 

feet and inches, fastened to the east end of the south pier of the carriage bridge. The zero of this gage was on a level with a large stone 

in the crest of the dam. Daily readings were made and recorded only 

when there was a perceptible change in height of water. At times 

when the water was rising or falling rapidly readings were had at two 

or more times during the day. The weekly averages, given in the following table, were made from these observations. The readings as given 

by Mr. Bowersock are in feet and inches, but for uniformity the inches 

have been reduced to the nearest tenths of a foot. At times when the 

reading is given as 0.00 the mills were generally running, using water 

through the flume. This is 60 feet wide in the clear and water was on 

an average 7 feet deep. The total length of overflow of the dam is 595 

feet.

Stream measurements were begun by Prof. E. 0. Murphy at this 

point in July, 1895^ and a number of results were obtained sufficient 

to construct a rating table, given on page 147. There have been no 

repairs of any considerable magnitude made on the dam since the 

beginning of the observations of height of water, and it is probable 

that the discharges measured during 1895 and the rating tables based 

on these represent fairly well the quantities passing at the same gage 

heights in previous years. Soundings show that the bed of the river, 

excepting at the banks, is of hard material, not liable to change. An 

estimate of the monthly and the annual discharge has been prepared 

by using the weekly record and the rating table. Professor Murphy 

first plotted the mean, daily gage readings for August, September, and 

October, 1895, as a sample of the fluctuation. He then plotted the 

weekly means given by Mr. Bowersock, and sketched a curve similar 

to that for August, September, and October in such a way that the 

mean of the seven daily coordinates was equal to the weekly mean
NEWELL.] . KANSAS KIVER. 147

given in the record. These probable daily means, as given on pages 

149-151, have been used for the period from January 1,1891, to August 

1,1895. For the five years previous to January, 1891, Professor Murphy 

obtained the weekly discharge by multiplying the quantity corresponding to the mean weekly gage readings by seven. The mean monthly 

discharge as computed in this manner is given on pages 151-153.

List of discharge measurements made on Kansas River at Lawrence, Kans.

No.

1

?,

3

4

0

7 

8 

9 

10

11

Date.

1895 

July J9 

July 27

Aug. 0 

Aug. 22

Aug. 27

Sept. 3 

Sept. 4 

Oct. 5

Nov. 1

Hydrographer.

E. C. Murphy .....

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

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

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

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

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

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

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

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

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

Meter 

number.

G 

19

17 

17

17

17 

17 

17

17

17

Gage 

height 

(feet).

2.70 

1.90

1.10 

4.10

2

QC

1.47

3.24 

2. 63 

0.35

0.20

Area of 

section 

(square 

feet).

5,632 

5.335

i 705 

6,529

5, 443

0,058 

5,716

Moan 

velocity 

(feet per 

second).

1.60 

1.20

0.64 

2.7G

1.44

0.80

2. 14 

1.74 

 2. 08

1.35

Discharge 

(secondfeet). .

8,994

3,025 

17,945 '

7, 809

12, 935 

9,960 

a 1, 286

J/376

a Measurements ..it Lecompton.

b Measurement of flume at Lawrence.

Haling table for Kansas River at Laivrence, Kans., based on discharge measurements made

during JS95.

Cage 

height

Feet.

0. 00

0.10.

0.20

0.30

0.40

0.50

0.00

0.70

0.80

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

Discharge.

Sec. feet.

787

803

967

1,098

1,255

1,437

1,643

1,872

2,123

2, 395

2,087

2,998

3,327

3,673

4, 035

4,412

4,803

5,207

Gage 

height.

Feet.

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

Discharge.

Sec. feet.

5,623

G, 051

6,490

0,940

7,400

7,870

8,350

8,840

9,440

9,850

10, 370

10, 900

11,440

11, 990

12, 550

13, 120

13, 700

14, 290

Gage 

height.

Feet.

3. GO

3.70

3.80

3.90

4.00

4.10

4.20

4. HO

4.40

4.50

4.00

4.70

4.80

4.90

5.00

5.10

5.20

Discharge.

Sec. feet.

14, 890

15, 500

16, 120

16, 750

17, 390

18, 040

18, 700

19, 370

20, 050

20, 740

21, 440

22, 150

22, 870

23, 600

24, 340

25, 000

 25, 850

Gage 

height.

Feet.

5.30

5.40

5.50

5. GO

5. 70

5.80

5. 90

G.OO

6.10

6.20

6.30

6.40

6.50

G. 60

0.70

6.80

G.90

Discharge.

Sec. feet.

20, 020

27, 400

28, 190

28, 990

29, 800

30, 620

31, 450

32, 290

33, 140

34, 000

34, 870

35, 750

36, 640

37, 540

38,450

 39, 370

40, 300
PROGRESS REPORT, HYDROGRAPHY, 1895. [BOLL. WO, 

Average weekly gage height of Kansas River at Laivrence, Kans.

Month.

January ....

February.... 

March...... .

April........

May.........

June ........

July ........

August .....

September ..

October..... 

November. . .

December . . .

1881.

......

3.0 

1.0 

1.3 

3.3 

4.2 

3.7 

1.7 

2.2 "i'i"

0.7 

0.5 

0.3

0.8 

0.3 

1.5 

0.5 

0 4

0.5 

0.3 

1.7 

0.8

0.7 

0.0 

0.0 

0.0

0.0 

0.0 

0.0 

0.0 

1,0

0.0 

0.0 

0.0 

1.0

0.3 

0.3 

,0.8 

0.8 

1.7 

0.3 

0.6 

0.5 

0.3

.....

1882.

0.0 

0.5 

0.0 

0.2 

0 0

0.0 

0.0 

0.0 

0.4 

0.3 

0.5 

0.2 

0.0

"o'.B 

4.3 

1.1 

0.6

0.3' 

0.4 

0.3 

0.8 

9, 5

0.5 

1.6 

3.5 

1.2

0.4 

0.7 

2.5 

0.7 

3,0

0.7 

0.2 

0.2 

0.0

0.0 

0.0 

0.0 

0.0

0.0 

0.0 

0.3 

0.3 

0.0 

0.3 

0.5 

0.3 

0.2

0.0 

0.0 

0.4 

0.3

1883.

0.0 

0.0 

0.0 

0.0 

0.2

0.3 

1.5 

2.0 

3.7 

3.5 

2.0 

0.8 

0.5 "o.'s

0.7 

0.4 

0.5 

0.3

0.3 

1.3 

1.7 

1.3

3.5 

4.3 

3.7 

4.3

2.7 

1.7 

0.8 

1.0 

1.5

1.3 

2.4 

2.5 

1.0

0.7 

0.5 

0.8 

0.3

0.4 

1.3 

1.0 

1.7 

1.7 

1.7 

1.0 

0.8 

1.0

0.8 

0.5 

0.4 

0.4

1884.

0.0 

0.3 

0.3 

0.4 

0 5

0.5 

0.2 

1.0 

1.3 

0.8 

1.0 

2.5 

1,7 

0.9 

1.0 

1.4 

3.5 

3.3

3.7 

3.3 

2.3 

2.0

2.3 

2.5 

1.6 

1.7 

1,6

1.3 

1.0 

2.3 

2.3

1.3 

0.8 

0.8 

1.5

1.5 

1.3 

1.3 

3.5 

?, 4

1.6

0.7 

0.7 

0.7

"o.'e"

0.4 

0.3 

0.8

0.8 

0.8 

0.0 

0.5 

.0.4

1885.

1.5 

1.5 

0.5 

0.5

3.3 

1.0 

0.7 

0.0 

3.5 

2.1 

1.0 

1.0 

0.7 

0.8 

1.1 

1.5 

3.7

0.5 

0.7 

3.0 

3.5

2.5 

1.0

1.0 

1.0 

1.7

2.5 

2.0 

2.5 

2.1

2.4 

2.7 

0.5 

0.5 

0 8

2.5 

2.3 

2.1 

1.5

1.5 

1.0 

1.0 

1.5

"i.'o

1.3 

0.5 

0.5 

0,8

0.5 

1.0 

0.5 

0.4

1886.

0.0 

0.2 

0.0 

0.3

0.3 

2.5 

3.7 

3.5 

3.0 

2.5 

4.0 

3.4 

2.5 

1.7 

4.3 

3.3 

2.7

3.5 

4.3 

3.3

2.3 

?,,0

1.7 

1.3 

1.7 

1.5

1.0 

0.5 

0.5 

0.5

0.8 

1.3 

1.0 

0.8 

0 0

0.5 

1.0 

0.0 

0.0

0.0 

0.3 

0.3 

0.3

o.'s

0.5 

0.5 

0.5 

0 5

0.5 

0.5 

0.5 

0.0

1887.

0.0 

0.0 

0.0 

0.3 

0 3

0.0 

0.3 

0.3 

2.0 

1.0 

0.7 

0.7 

0.5 'i.'o"

0.5 

0.5 

0.7

1.0 

0.8 

2.0 

2.5 

1 5

1.5 

2.4 

2.0 

1.0

0.0 

0.5 

0.5 

0.5

0.7 

0.5 

0.5 

0.5 

1.0

1.0 

1.0 

0.3 

0.5

0.5 

1.0 

0.7 

0.5 

0.5 

0.5 

0.5 

0.5 

0.0

0.5 

0.3 

0.0 

0.0

1888.

0.0 

0.0 

0.0 

0.0 

1.0

0.8 

1.0 

2.5 

2.0 

1.0 

1.5 

2.5 

2.9

'2."6' 

1.8 

1.0 

0.8 

1.3

1.7 

3.0 

1.5 

2.7

1.7 

2.0 

2.3 

3.5

3.0 

1.7 

1.0 

1.0 

1.0

2.0 

2.5 

1.0 

0.8

-0.5 

0.5 

0.0 

0.0

0.5 

0.3 

0.3 

0.5 

0.5 

1.0 

0.5 

0.5 

0.5

0.5 

0.5 

0.5 

0.5

1889.

0.5 

0.5 

0.7 

0.6 

0.4

0.4 

0.6 

0.3 

0.6 

0.6 

0.5 

0.6 

0.7

"6.~7 

0.8 

-0.7 

0.7 

0 7

1.0 

5.0 

4.5 

3.0

2.5 

2.0 

1.5 

1.5

1.3 

1.0 

4.2 

5.0 

4.5

3.7 

4.0. 

2.7 

1.7

.1.0 

0.8 

3.5 

1.3 

1 0

0.8 

0.5- 

0.5 

0.7

"2."6~ 

1.5 

0.8 

0.5

0.5 

0.7 

0.4 

0.5 

0.5

1890.

0.7 

2.7 

0.9 

2.4

2.1 

1.3 

1.0 

0.5 

0.5 

2.3 

1.6 

1.3 

1.0 

0.8 

0.8 

1.1 

0.9

0.8 

1.0 

1.4 

1.4

1.3 

1.0 

0.7 

1.5 

1 0

0.0 

0.0 

0.1 

0.5

0.0 

0.0 

0.0 

0.6

0.5 

0.5 

0.0 

1.0

0 5

0.0 

0.6 

0.4 

0.3

"o.'i

0.3 

0.6 

0.5

0.3 

0.0 

0.0 

0.0 

0.5

1891.

0.5 

0.4 

0.3 

0.7

0.7 

0.4 

2.0 

1.6 

0.9 

0.0 

2.0 

2.8 

2.7 

1.8 

2.5 

3.0 

2.3

1.7 

1.5 

2.7 

3.4

6.0 

3.5 

4.9 

5.5 

4 6

3.7 

3.5 

3.4 

2.9

2.4 

1.7 

1.4 

1.7

1.0 

0.8 

0.5 

1.6

2.7 

2.3 

1.3 

1.3

i.6

0.9 

0,7 

1.0 

1.0

1.5 

1.3 

1.0 

0.8

1892.

0.6 

0.5 

0.7 

0.5

1.0 

2.0 

1.4 

1.6 

2.3 

3.0 

2.3 

3.2 

4.6 

3.5 

3.1 

3.4 

2.5

4.2 

8.5 

8.8 

5.3 

3 7

3.1 

2.3 

2.0 

1.1

0.7 

0.9 

0.8 

0.7.

0.6 

0.7 

0.5 

0.7 

1.2

1.0 

0.5 

0.0 

0.0

0.0 

aO.O 

0.4 

0.3 

0.6 

0.4 

0.5 

0.7 

0.5

0.4 

0.5 

0.5 

0.0

1893.

0.3 

0.5 

0.5 

0.3 

0.4

0.5 

1.7 

1.9 To"

0.5 

0.4 

0.3 "o.'s"

0.4 

1.0 

0.7

0.7 

1.3 

1.0 

1.5 

1.0

4.3 

2.0 

1.3 

2.5

4.3 

2.3 

1.7 

2.3 

1.3

0.7 

3.4 

2.0 

1,3

1.0 

0.7 

0.0 

0.4

2:7 

1.9 

0.5 

0.3 

0.4 

0.6 

0.4 

0.4 

0.7

0.0 

0.0 

0.0 

0.6

1894.

0.3 

0.3 

0.5 

0.5 

0 0

0.4 

0.2 

0.4 

0.7 "o.'e'

0.5 

1.3 

0.8 

0.7 

2.0 

0.7 

0.7 

0 8

0.4 

0.3 

0.3 

0.0

0.7 

1.2 

1.7 

5.3

3. i 

1.7 

1.3 

0.7 

0 6

u.7 

0.9 

0.0 

0.0

0.5 

0.5 

0.4 

0.7

0.2 

0.6 

0.0 

0.3 

0.0 

0.0 

'0.0 

!0.0 

0.0

6.6

0.0 

0.0 

0.0 

0.0

1895;

0.0 

0.0 

0.0 

0.0

0.0 

0.0 

0.0 . 

0.3 

0.5 

0.3 

0.5 

0.5 "o.'e"

0.7 

0.3 

0.3 

0.4

0.4 

0.5 

0.0 

0.0

0.3 

4.0 

1.7 

1.0

1.0 

1.7 

2.5 

2.0 

1.5

1.5 

2.8 

4.0

......

......

......

a Only -water enough to run half of the -wheels.
NEWELL.} ' KANSAS BIVER.

Daily gage height of Kansas River *at Lawrence, Kans., for 1891. 1

149

Day.

1.....

2.....

8.....

4.....

5.....

6.....

7.....

8.'....

0.....

10....

11....

12....

13....

14....

15....

1C....

17....

18....

19....

20....

21....

22....

23....

24....

25....

20....

27....

28....

29....

30....

31....

Jan.

0.50

0.50

0.50

0 50

O.GO

0 50

0.50

0.40

t).40

0.40

0.50

0.50

0.50

0,40

0.40

0.40

0.30

0.30

0.20

0.30

0.40

0.50

0.50

0.60

0.70

0.80

0.70

0.60

0.60

0.60

0.70

Feb.

0.70

0.80

0.70

0.60

0.60

0.50

0.40

0.40

0.30

0.40

0.70

1.00

1.30

1.60

1.90

2.20

2.00

1.90

1.80

1.70

1.70

1.70

1.70

1.50

1.40

1.30

1.20

1.00

.......

Mar.

0.90

0.80

0.80

0.80

0.80

0.80

0.70

O.GO

0.50

0.60

0.90

1.10

1.40

1.70

1.90

2.20

2.10

2.10

2.20

2.30

2.50

2.80

3.00

2.90

2.80

2.70

2.70

2.80

2.80

2.90

2.80

Apr.

2.60

2.40

2.20

2.00

1.80

1.70

1.80

2.00

2.10

2.20

2.40

2.50

2.60

2.60

2.60

2.60

2.70

2.90

3.00

3.20

3.00

2.90

2.70

2.50

2.40

2.20

2.20

2.10

2.10

2.10

.......

May.

2.00

1.90

1.70

1.70

1.70

1.70

1.70

1.60

1.60

1.50

1.40

1.60

1.80

2.00

2.30

2.60

2.90

3.00

2.90

3.00

3.10

3.10

3.10

3.20

3.20

3.30

3.70

4.20

4.90

5.50

6.00

June.

6.40

5.90

5.50

5.00

4.70

4.20

3.90

3.50

3.30

3.60

3.90

4.20

4.40

4.60

4.80

4.90

5.00

5.10

5.20

5.40

5.50

5.70

5.50

5.30

5.10

5.00

4.80

4.00

4.50

4.40

.......

July.

4.30

4.20

4.10

4.00

3.80

3.50

3.60

3.60

3.60

3.60

3.50

3.50

3.40

3.40

3.40

3.50

3.50

3.50

3.50

3.50

3.40

3.30

3.20

3.10

3.00

2.90

2.90

2.80

2.80

2.70

2.60

Aug.

2.60

2.50

2.50

2.40

2.30

2.10

2.00

1.90

1.70

1.60

1.60

1.60

1.60

1.60

1.50

1.40

1.30

1.30

1.40

1.50

1.60

1.60

1.70

1.80

1.70

1.60

1.50

1.50

1.50

1.50

1.50

Sept.

1.40

1.30

1.20

1.10

1.00

1.00

0.90

0.90

0.90

0.90

0.90

0.90

0.90

0.90

0.80

0.80

0.70

0. 60

0.60

0.50

0.40

0.50

0.70

0.80

1.00

1.20

1.40

1.50

1.80

2.00

.......

Oct.

2.10

2.30

2.50

2.70

2.90

2.70

2.60

2.50

2.40

2.40

2.30

2.30

2.20

2.00

1.90

1.70

1.60

1.40

1.20

1.20

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.20

1.20

1.10

1.00

Nov.

1.00

0.90

0.90

0.90

0.90

0.90

1.00

1.00

1.00

0.90

0.90

0.80.

0.80

0.80

0.70

0.70

0.70

0.80

0.80

0.90

0.90

1.00

1.10

1.10

1.00

1.00

1.00

0.90

0.90

0.90

Dec.

0.90

1.10

1.20

1 30

1.40

1 50

1.60

1.50

1.50

1.40

1.30

1.30

1.20

1 20

1.20

1.20

1.20

1.10

1.10

.1.00

1.00

0.90

0.90

0.90

0.90

0.90

0.90

0.90

0.90

0.80

0.70

Daily gage height of Kansas River at Lawrence, Kans., for 1892. '

Day.

1.....

2.....

8.....

4.....

5.....

6.....

7.....

8.....

9.....

10....

11....

12....

13....

14....

15....

16....

17....

18....

19....

20....

21....

22....

23....

24. ...

25....

26....

27....

28....

29....

30....

31....

Jan.

0.70

0.60

0.60

0.50

0.50

0.50

0.60

0.60

0.50

0.50

0.40

0.50

0.50

0.60

0.60

0.70

0.70

0.80

0.70

0.70

0.60

0.60

0.50

0.40

0.40

0.50

0.60

0.70

0.80

0.90

0.90

Feb.

0.90

1.00

1.20

1.30

1.60

1.80

2.00

2.20

2.00

1.90

1.80

1. CO

1.50

1.40

1.30

1.40

.1.50

1.50

1.50

1.50

1.50

1.50

1.60

1.70

1.90

2.00

2.20

2.30

2.40

.......

Mar.

2.40'

2.50

2.50

2.60

2.80

3.00

3.20

3.00

2.90

2.70

2.50

2.40

2.30

2.10

2.30

2.50

2.70

2.90

3.00

3.00

3.10

3.20

3.50

3.70

4.00

4.20

4.50

4.90

4.70

4.40

4.20

Apr.

4.00

3.80

3.50

3.40

3.40

3.40

3.40

3.30

3.20

3.10

3.00

3.00

3.10

3.20

3.20

3.30

3.40

3.50

3.40

3.20

3.00

2.90

.2.70

2.50

2.30

2.60

3.20

3.40

3.50

3.60

May.

3.70

3.80

3.90

4.20

4.90

5.70

6.60

7.30

8.10

8.80

8.60

8.60

8.50

8.50

8.60

8.80

9.20

8.50

8.00

7.40

6.50

6.00

5.40

5.30

5.10

5.00

4.80

4.60

4.10

3.80

3.60

June.

3.60

3.50

3.50

3.40

3.30

3.30

3.20

3.10

2.90

2.70

2.60

2.50

2.30

2.20

2.20

2.20

2.20

2.10

2.10

2.10

2.00

1.80

1.60

1.50

1.30

1.10

1.00

1.00

1.00

1.00

.......

July.

0.90

0.90

0.80

0.70

0.70

0.80

0.80

0.90

0.90

1.00

1.00

0.90

0.90

0.80

0.80

0.80

0.90

0.90

0.80

0.80

0.70

0.70

0.60

0.60

O.CO

O.CO

0.60

0.70

0.00

0.60

0.50

Aug.

0.50

0.50

0.60

0.70

0.70

0.80

0.80

0.90

0.80

0.70

0.70

0.60

0.50

0.40

0.40

0.50

0.60

0.60

O.CO

0.60

0.60

0.60

0.60

0.70

0.80

1.00

1.10

1.20

1.30

1.20

1.10

Sept.

1.10

1.10

1.10

1. 00

1.00

1.00

0.90

0.70

0.70

O.CO

0.60

0.60

0.50

0.40

0.30

0.20

0.10

0.00

0.00

0.00

 0.10

 0.10

 0. 10

 0.10

 0.10

 0.10

 0. 10

 0.10

 0. 10

-0. 20

Oct.

 0.20

 0.20

 0.20

 0. ]0

 0.10

 0.10

 0.10

 0.10

0.00

0.00

0.00

0.10

0.20

0.30

0.30

0.40

0.50

0.40

0.40

0.40

0.30

0.30

0.30

0.20

0.30

0.30

0.40

0.50

0.50

0.60

0.60

Nov.

0.60

0.60

0.50

0.50

0.40

0.40

0.30

0.40

0.40

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.60

0.60

0.70

0.70

0.70

0.60

0.00

0.60

0.50

0.50

0.40

0.50

0.50

Dec.

0.50

0.50

0.40

0.40

0.30

0.40

0.40

0.40

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.60

0.50

0.40

0.30

0.20

0.10

0.00

0.00

0.10

0.10

0.10

0.20

0.20

1 Computed by Prof. E. C. Murpby from weekly averages given by Mr. J. D. Boworaock.
150 PROGRESS REPORT, HYDROGRAPHY, 1895. 

.Daily gage height of Kansas River at Lawrence, Kans.,for

[BULL. 140

.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.

0.30

0.30

0.30

0.30

0.30

0.40

0.40

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.40

0.40

0.40

0.40

0.40

0.30

0.30

0.40

0.40

0.40

0.40

0.40

0.40

. 0. 40

Fob.

0.40

0.50

0.50

0.50

0.40

0.40

0.50

0.70

0.90

1.20

3.40

1.60

1.80

1.80

1.70

1.70

1.80

1.80

1.90

2.00

1.90

1.70

1.50

1.40

1.20

1.10

0.90

0.90

.......

Mar.

0.80

0.80

0.70

0.60

0.50

0.40

0.40

0.50

0.50

0.40

0.40

0.40

0.30

0.30

0.30

0.40

0.40

0.40

0.40

0.40

0.40

0.40

0.40

0.30

0.30

0.30

0.30

0.30

0.40

0.50

0.60

Apr.

0.70

0.80

0.90

0.80

0.80

0.70

0.60

O.GO

0.50

0.40

0.50

0.60

0.70

0.80

0.90

1.00

1.10

1.00

0.90

0.90.

0.80

0.80

0.70

0.70

0.70

0.70

0.70

0.70

0.70

0.70

May.

O.CO

. 0.70

0.80

0.90

1.00

1.10

1.20

1.30

1.30

1.20

1.10

1.10

1.00

1.00

0.90

1.00

1.10

1.20

1.30

1.40

.1.50

1.60

1.50

1.40

1.30

1.20

1.10

1.00

0.90

1.20

1.70

June.

2.30

2.90

3.50

4.00

4.60

4.10

3.70

3.30

2.90

2.40

2.00

1.90

1.90

1.90

1.80

1.70

1.50

1.30

1.20

1.50

1.80

1.90

2.10

2.20

2.30

2.40

2.60

2.90

3.20

3.50

July.

3.80

4.20

4.00

4.10

3.70

3.40

2.90

2.50

2.20

2.10

2.10

2.10

2.10

2.00

1.90

1.80

1.70

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.20

2.00

1.80

1.60

1.40

1.30

1.20

Aug.

1.20

1.10

1.10

1.00

0.90

o;so

0.60

0.80

1.30

1.80

2.30

2.80

3.20

3.70

3.40

3.10

2.80

2.50

2.20

2.00

1.90

1.90

1.80

1.80

1.70

1.60

1.40

1.20

1.20

1.20

1.20

Sept.

1.10

1.10

1.00

1.00

0.90

0.90

0.90

0.80

0.80

0.80

0.80

0.70

0.60

0.40

0.30

0.10

0.00

0.00

0.00

0.10

0.20

0.30

0.30

0.30

0.40

0.60

0.90

1.40

1.80

2.10

Oct.

2.50

2.90

2.60

2.40

2.30

2.20

2.10

2.00

2.00

1.80

1.60

1.30

1.00

0.80

0.50

0.50

0.50

0.50

0.60

0.40

0.40

0.40

0.30

0.30

0.40

0.40

0.40

0.40

0.40

0.40

0.40

Nov.

0.40

0.50

0.50

0.60

0.60

0.60

0.60

0.50

-0.50

0.50

0.40

0.40

0.30

0.40

0.40

0.40

0.40

0.40

0.40

0.30

0.40'

0.40

0.50

0.60

O.CO

0.70

0.70

0.70

0.50

0.40

Dec.

0.30

"0.10

0.00

0.00

0.00

 0.10

 0.10

 0.10

 0.10

" 0.00

0.00

0.00

 0. 10

 0.10

 0. 10

 0.10

0.00

 o.oo

0. 10 .

0.10

" 0. 20

0.40

0.50

0.60

0.70

'0.60

0.60

0.50

' 0.50

0.40

0.40

Daily gage height of Kansas River at Lawrence', Kans., for 1S94. 1

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 OJ. ....

Jan.

0.30

0.40

0.40

0.40

0.40

0.40

0.40

0.40

0.40

0.40

0.40

0.50

0.50

0.50

0.50

0.50

0.50

0.40

0.40

0.50

0.50

0.60

0.50

0.40

0.30

0.20

0.10

0.00

0.00

0.00

 0. 10

Feb.

0.10

0.20

0.30

0.40

0.50

0.40

0.30

0.30

0.20

0.20

0.20

C. 10

0.20

0.20

0.30

0.30

0.40

0.40

0.40

0.40

0.50

0.60

0.60

0.70

0.70

0.80

0.80

0.80

Mar.

0.70

0.70

O.CO

0.50

0.50

0.50

0.60

0.60

0.60

0.50

0.50

0.40

0.50

0.60

0.80

0.90

1.10

1.20

1.40

1.30

1.20

1.10

1.00

0.90

0.80

0.70

0.80

0.80

0.80

0.80

- 0:70

Apr.

0.60

0.50

0:70

0.90

1.10

1.40

1.60

 1. 90

2.20

1.90

1.70

1.50

1.20

1.00

0.80

0.60

0.70

0.80

0.80

0.80

0.80

0.70

0.70

0.70

0.70

0.80

0.80

0.80

0.90

0.90

May.

0.80

0.70

0.70

O.CO

0.50

0.40

0.30

0.40

0 40

0.40

0.40

0.40

0.40

0.30

0.30

0.30

0.30

0.30

0.40

0.40

0.40

0.40

0.30

0.20

0.10

0.10

0.00

0.00

0.00

0.10

0.30

June.

0.40

0.50

0.60

O.CO

0.60

0.70

0.80

0.90

1.00

1.10

1.20

1.30

1.30

1.40

1.50

1.50

1.60

1.60

1.80

2.40

3.20

3.80

4.40

5.00

5.60

5.20

4.90

4.50

4.00

3.60

July.

3.10

3.00

2.90

2.80

2.60

2.50

2.30

2.00

1.70

1.60

1. CO

1.60

1.50

1.50

1.50

1.40

1.30

1.20

1.10

1.00

0.90

0.80

0.70

0.70

0.70

0.70

0.70

0.60

0.60

0.50

0.50

Aug.

O.GO

0.60

0.70

0.70

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.90

1.00

'0.90

0.70

0.60

0.40

0.20

0.10

0.00

0.00

0.00

-0.10

-0.10

 0.10

0.00

0.00

0.00

0.10

0.20

. 0.30

Sept.

0.'40

0.50

0.00

0.60

0.50

0.40

0.40

0.50

0.50

0.60

0.50

0.50

0.50

0.40

0.40

0.40

0.30

0.30

0.50

0.60

0.60

0.60

0.70

0.80

0.70

0.60

0.50

0.40

0.30

0.20

Oct.

0.10

0.20

0.30

0.40

0.50

0.60

0.90

1.20

0.90

0.70

0.50

0.30

0.10

0.00

0.00

0.00

0.00

0.10

0.20

0.20

0.30

0.40

0.30

0.20

0.20

0.10

0.10

0.00

0.00

. .0.00

0.00

Nov.

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00.

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

. Dec.

o.oo.

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

. 0.00

0.00

. 0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

' Computed by Prof. E. C. Murphy from monthly averages given by Mr. J. D. Bowersock.
NEWELL.] ' ' KANSAS RIVER. 151 

Daily gage height of Kansas Ewer at Lawrence, Kans., for 1895. l

Day.

1.....

2.....

3.....

4.....

5.....

e.....

7.....

8.....

9.....

10....

11....

12....

13....

14 ....

15....

1C....

17....

18....

19....

20....

21....

22....

23....

24....

25....

26....

27....

28....

29....

30

31 ....

Jan.

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0 00

0.00

0.00

0 00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

o.oo

0.00

0.00

0.00 0:00

0.00

0.00

0.00

0.00

0.00

. 0.00

Feb.

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.10

0.10

0.10

0.20

0.20

0.20

0.20

0.30

0.30

.......

Mar.

0.40

0.50

0.50

0.60

0.50

0.50

0.40

0.40

0.30

0.20

0.20

0.30

0.30

0.40

0.40

0.50

0.50

0.60

0.60

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

Apr.

0.50

0.60

0.60

0.60

0.60

0.70

0.70

0.70

0.70

0.60

0.50

0.50

0.40

0.40

0.30

0.40

0.40

0.40

0.30

0.30

0.20

0.20

0.20

0.30

0.30

0.30

0.40

0.40

0.50

0.50

May.

0.40

0.40

0.40

0.40

0.40

0.30

0.40

0.40

0.40

0.50

0.50

0.50

0.50

0.50

0.40

C.BO

0.20

0.10

0.00

0.00

0.00

0.00

0.10

0.10

0.00

0.00

0.10

0.00

0.10

0.10

0.20

June.

0.20

0.20

0.20

0.40

1.00

1.60

2.40

3.10

3.60

4.40

3.80

3.40

3.00

2.50

2.10

1.70

1.70

].60

1,60

1.60

1.50

1.30

1.00

0.90

0.90

1.00

1.10

1.00

LOO

0.90

July.

0.90

1.00

1.20

1.30

1.40

1.50

1.50

1.60

1.70

1.80

2.00

2.10

2.30

2.50

2.80

2.50

2.30

2.20

2.10

2.10

2.10

2.00

2.00

1.80

1.70

1.60

1. 50

1.40

1.40

1.40

1.50

Aug.

1.50

1.50

1.50

1.40

1.40

1.50

1.70

2.00

2.20

2.50

2.80

2.90

3.00

3.10

3.20

3.30

3.50

3.90

4.50

5.50

5.55

5.00

4.70

4.50

3.50

2.50

1.80

cl.30

1.20

1.15

3.20

'Sept.

4.40

3.70

3.05

2. 65

2.30

2.80

2.50

2.35

2.50

2.15

].90

1.45

1.10

1.05

0.95

0. 85

0.75

0.70

0.65

0.55

0.50

0.60

0.50

0.50

0.50

0.45

0.40

0.40

0.40

0.40

Oct.

0.40

0.40

0.35

0.30

0.30

0.35

0.45

0.40

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.25

0.20

0.20

0.20

0,20

0.30

0.30

0.30

0.30

0.25

0.25

0.20

0.20

0.20

Nov.

0.20

0.25

0.30

0.25

0.20

0.20

0.25

0.20

0 20

0.20

0.25

0 25

0.20

0.20

0.20

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

60.30

0.30

&0.20

0.10

0.35

0.45

0. 25

Dec.

0.00

0.40

a 2. 55

2.75

O.CO

0.20

0.30

0.30

0.30

0.20

0.20

0.30

0.30

0.30

0.20

0.20

0.20

0.30

0.40

0.30

0. 35

0.40

0.40

0.40

0. 35

0.20

0.30

0.20

0.20

0.10

0.20

a Fall of 3 inches duo to extreme cold weather and starting of mills.

b Tliver frozen over for first time this season.

c New gago put in placo August 27,1895, and observations reported on blank Form 9-176.

Estimated discharge of Kansas River at Lawrence, Kans. 

[Drainage area, 59,841 square miles.]

Month.

1891.

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

1892.

Discharge in second-feet.

Maxi. 

mum.

2,123 

7,400 

11,440 

12, 550 

32, 290 

35, 750 

19, 370 

9,440 

6,490 

10, 900 

2,998 

4, 803

35, 750

2,395 

8,350 

23, 600 

17, 390

14, 890 

2,687 

3,673 

2,998 

1,643 

1,872 

1,643

Minimum.

967 

1,098 

1,437 

5,207 

4,037 

13,120 

9,440 

3,673 

1,255 

2,687 

1,872 

1,870

967

1, 255 

2,395 

6,940 

7,870 

14, 890 

2,687 

1,437 

1,255 

787 

787 

1,098 

787

787

Mean.

1,445 

3,538 

6,144 

8,455 

10, 560 

23, 102 

13, 846 

5,444 

2,768 

- 5, 925 

2,382 

3,129

7,228

1, 669 

5,292 

12, 581 

12,712 

37, 005 

8,134 

2,059 

2,010 

1,448 

1,042 

1,487 

1,225

7,222

Total for 

mouth in 

acre-feet.

88, 850 

196,491 

377, 780 

503, 107 

049, 309 

1, 374, 664 

85.1, 357 

334, 739 

164,707 

364, 314 

141, 739 

192, 395

5, 239, 452

102, 623 

304, 399 

773, 576 

756, 417 

2, 275, 348 

484, 007 

126, 603 

123, 590 

86, 262 

64, 070 

88, 483 

75, 322

5, 260, 700

Kun-off.

Depth in 

inches.

0.02 

0.06 

0.12 

0.10 

0.2.1 

0.44 

0.26 

0.10 

0.60 

0.12 

0.04 

0.00

2.19

0.03 

0.09 

0.24 

0.23 

0.70 

0.11 

0.03 

0.03 

0.02 

0.02 

0.02 

0.02

1.54

Secondfeet; per 

square 

mile.

0.02 

0.06 

0. 1.0 

0.14 

0.18 

0.39 

0. 23 

0.09 

0. 05 

0. ]0 

0.04 

0.05

0.12

0.03 

0.09 

 0.21 

0.21 

0.61 

0.10 

0.03 

0-03 

0.02 

0.02 

0.02 

0.02

0.12

'Computed by Prof. E. C. Murphy from monthly averages given by Mr. J. D. Bowersock.
152 PEOGRESS REPORT, HYDROGRAPHY, 1895. [BTJLL.MO. 

Estimated discharge of Kansas River at Lawrence, Kans. Continued.

. Month.

1893.

1894.

1895.

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

Discharge in second-feet.

Maximum.

1,437 

6,490 

2,123 

2,998 

5,207 

21,440 

21,440 

15, 500 

6,940 

10, 900 

1,872 

1,872

21,440

1,643 

2, 123 

4,035 

7,400 

2,123 

28, 990 

11,990 

2,687 

2,123 

3,327

1,098 

1,043 

1, 872 

1,437 

20, 051) 

' 10, 370 

28, 190 

20, 050 

1,346 

1, 346 

1,255

Minimum.

1,098 

1,255 

1..098 

1,255 

1, 643 

3,327 

3, 327 

1,643 

787 

1,098 

1,098 

787

787

787 

863 

1, 255 

1,437 

787 

1,255 

1,437 

787 

967 

787

550 

 907 

967 

787 

967 

2,395 

3, 163 

1,255 

967 

803 

863

Mean.

1,278 

3,650 

1, 339 

2,011 

3 209 

9,284 

8,474 

5,980 

2,072 

3,663 

1,426 

1,021

3,617

1,230 

1, 315 

2, 134 

2,903 

1,208 

9,044 

4,740 

1,478 

1,445 

1,189 

787 

550

2,326

500 

080 

1,364 

1,372 

1,074 

5,927 

5,666 

11, 318 

5,088 

1,090 

1, 044 

926

' 3,008-

Total for 

month in 

acre-feet.

78, 581 

202, 711 

82, 332 

119, 663 

197, 314 

553, 031 

521, 046 

308, 311 

123, 293 

225, 844 

84,853 

62, 779

2, 619, 758

75, 630 

78, 248 

131,215 

172, 741 

74, 277 

538, 155 

291, 451 

90, 879 

85, 984 

73, 109 

46, 830 

33, 818

1, 692, 337

33, 818 

37, 765 

83, 869 

81, 640 

66, 038 

352, 681 

348, 389 

695, 917 

302, 757 

67, 022 

62,122 

56, 938

2, 188, 950

liun-off.

Depth in 

inches.

0.02 

0.06 

0.02 

0.03 

0.06 

0.18 

0.16 

0.12 

0.03 

0.07 

0.02 

0.02

0.79

0.02 

0.02 

0.04 

0.00 

0.02 

0.17 

0.09 

0. 03. 

0.02 

0.02 

0.01 

0.01

0.51

0.01 

0.01 

0.02 

0.02 

0.02 

0.11 

0.12 

0.22 

0.10 

0.02 

0.02 

0.02

0. 09

Secondfeet per 

square 

mile.

0.02 

0.00 

0.02 

0.03 

0.05 

0.16 

0.14 

- 0.30 

0.03 

O.OC 

0.02 

0.02

0.06

0.02 

0.02 

0.04 

0.05 

0.02 

0.15 

0.08 

0.03 

0.02 

0.02 

0.01 

0.01

0.04

0.01 

0.01 

0.02 

0.02. 

0.02 

0.10 

0.10 

0. 19 

0.09 

0.02 

0.02 

0.02

0.05

Mean monthly and annual discharge in acre-feet of Kansas River at Lawrence, Kans. }

Month.

TVTiv

Total.......................

1886.

50. 273

620, 568

750, 198

694, 438

767, 327

287, 615

114,294

143, 368

81, 508

60, 165

83, 454

76, 525

3, 735, 733

1887.

83, 956

137,491

117,308

310,428

322, 033

83, 386

108, 637

117, 951

111, 713

77, 742

61,719

1, 589, 310

 1888.

03, 637

275, 797

419, 909

232, 750

453, 620

514, 589

292, 712

293, 071

67,438

75, 185

102, 823

88, 319

2, 879, 856

1889.

94, 703

78, 274

105, 675

117, 336

847, 806

337, 550

887, 899

730, 336

326, 769

111,324

206, 444

91,840

3, 935, 956

1890.

qoo r.(\(\

265, 304

212,342

194, 9G9

69, 758

63, 427 ,

93, 807 

74, 582

57, 876

1, 790, 215

'The figures for the years 1886 to 1890, inclusive, have been taken from the Kansas University 

Quarterly, Volume IV, No. 3, January, 1896. Notes on discharge of the Kansas lliver at Lawrence, 

Kans., since 1881, by E. C. Murphy, page 166.
..NEWKLL.'J ' KANSAS AND ARKANSAS RIVERS. 153

Mean monthly and annual discharge in acre-feet of Kansas River at Lawrence,

Kans. Continued.

Month.

Total.......................

1891.

88,850

196, 491

377, 780

503, 107

1, 374, CC4

851, 357

334, 739

164, 707

364, 314

141, 739

192, 395 '

5, 239, 452

1892.

102, 623

304, 399

773, 576

756, 417

2, 275, 348

484, 007

126, 603

123, 590

86, 262

64, 070

88, 483 ' "75, 322 '

5, 260, 700

1893.

' 78, 581

202, 7.11

82, 332

119, 663

197 j 314

553, 031

521, 040

368. 311

123, 293

225, 844

84, 853

C2, 779

2, 619, 758

1894.

75,630

78, 248

131, 215

172, 741

 74,277

538, 155

291, 451

90, 879

85, 984

73, 109

46, 830

33, 818

1, 692, 337

1895.

33, 818

37, 765

81, 640

352, 681

348, 389

C95, 917

302, 757

67,022

62,122

56, 938

2, 188, 956

Run-o/, in inches, and discharge ratios of Kansas River at Laivrence, Kans.

[Estimated by Prof. E. C. Murphy, using as effective drainage area 56,082 square miles. ]

Months.

Maximum monthly run off, in 

indies, in 10

Minimum monthly run - off, in 

inches, in 10

Mean monthly runoff, iir inches, in 

10 years ......... 

Ratios of moan 

monthly discharges in 10

Jan.

Inch. 

.11

.03

Feb.

Inch. 

.21

.01

.07 

.84

Mar.

Inch. 

.26

.03

.11 

1.27

Apr.

Inch. 

.25

.02

.10 

1.19

May.

Inch. 

.72

.02

.19 

2.38

June.

Inch. 

.1.8

.03

.12 

1.44

July.

Inch. 

.29

.02

.12 

1.40

Aug.

Inch. 

.24

.02

.10 

1.19

Sept.

Inch. 

.11

.02

.05 

.59

Oct.

Inch. 

.12

.02

.04 

.50

Nov.

Inch. 

.07

.01

.03 

39

Dec.

Inch. 

.06

.01

.03 

.33

ARKANSAS BASIN.

The Arkansas River rises in the Rocky Mountain region of central 

Colorado, the city of Leadville being situated in the upper portion of its 

catchment basin. Measurements of the discharge of this river have 

been made at various points on the tributaries near Leadville and on 

the main stream below this, as described in the Eleventh Annual Report 

United States Geological Survey, Part II, Irrigation, pages 45-47. 

The river flows in a general southerly and southeasterly direction, then 

turning toward the east passes out from the mountains through the 

Grand Canyon of the Arkansas above Canyon City. From this point 

it continues easterly, crossing the Great Plains. Measurements of its 

volume have been made at intervals in Colorado and Kansas, as shown 

in the following pages.

ARKANSAS RIVER.

The drainage area of Arkansas River has been measured from the 

land office map of Colorado dated 1892, the basin being subdivided
154 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

into smaller catchment areas, and each of these measured by means of 

a planimeter. The results are as follows:

Drainage area of Arkansas River.

Square miles.

At Granite, Colo ...................................;...................... 425

AtSalida (above South Fork) ............................................. 1,160

At Canyon City........................................................... 3,060

At Swallows :....................................... ...................... 4,300

At Pueblo ................................................................ 4,600

At La Junta'(including Fountain Creek drainage, 1,011 square miles) ...... 12, 200

At railroad bridge above Holly (of this, Animas River, 3,337)............... 23,500

At State line.............................................................. 24,600

GRANITE STATION, ON ARKANSAS RIVER.

This station is located about 4 miles below the old station at Hayden, 

described in Bulletin 131, page 34. This upper station was abandoned, 

owing to the difficulty of securing accurate records of river height and 

of discharge. Hayden is above the creek which serves as the outlet 

of Twin Lakes, while Granite is below this point; the measurements 

of discharge at the latter locality give the amount coming from Twin 

Lakes as well as from the.upper basin of the Arkansas.

The gage at Granite was established by the Denver and Eio G-rande 

Eailroad engineers on April 11,1895. The height of river is recorded by 

the station agent at 7 a. m. and 4 p.m., the readings being telegraphed to 

the superintendent at Salida. The gage is attached to a wagon bridge 

250 feet from the depot. The banks of the stream are low and liable 

to overflow, the bed is very rocky, and the velocity of the water is high. 

Two measurements of discharge have been made at Granite, the first 

on July 3,1895, the height of water being 0.50 feet, the mean velocity 

5.49 feet per second, and the total discharge 1,065 second-feet. The

second was on September 26, when the water stood at a height of 3.10

feet on the new gage. The average velocity Avas 2.55 feet per second, 

and the total discharge 215 second-feet.

On September 26,1895, Mr. Arthur P. Davis put in a new gage, as the 

water had fallen below the old one. This was spiked to the upper end 

of the center pier of the wagon bridge and referred to a bench mark on 

the highest point of the huge bowlder 100 yards southeast of the bridge, 

marked X. This is 10.91 feet above the zero of the gage.
NEWELL.]; ARKANSAS RIVER. 155 

Daily gage height of Arkansas River near Granite, Colo.,for 1895.

Day.

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

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

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

4 ....................

5 ....................

0 ....................

7....................

8....................

9....................

10 ...................

11...................

12...................

13...................

14...................

15...................

16...................

17...................

18.... ...............

]9. ..................

20...................

21...................

22...................

23...................

24 ...................

25...................

26...................

27 ...................

28...................

29 ...................

no...................

31...................

Apr.

0.50

0.58

I. 00

0.75

0.68

0.41

0.91

1.33

1.16

1.50

1.25

1.42

0.50

0.50

0.91

1.08

1.16

1. 25

1.25

May.

0.50

0.42

0.29

0.25

0.42

0.00

0.08

0.46

0.83

0.50

0.90

0.67

0.83

0. 91.

0.87

0.62

0.58

0.54

0.67

0. 75

0.66

0.83

0.66

0.50

0.50

0.50

0.50

0.50 

0.50

0.50

June.

0.50

0.46

0.42

0.42

0.29

0.25

0.29

0.46

0.50

0.58

0.58

0.75

0.75

0.87

0.96

0.96

0.83

0.75

0.58

0.58

0. 54

0.50

0.58

0.58

0.58

0.58

0.58

0.58 

0.67

0.54

July.

0.58

0.50

0.50

0.45

0.38

0.35

0.25

0.25

0.25

0.60

0.38

0.25

0.25

0.15

0.15

0.18

0.10

0. 10

0.00

0.00

0.05

0.10

0.00

0.00

0.00

 0. 10

 0.10

-0.05 

0.00

0.00-

Aug.

0.00

0.00

0.00

0.00

0.00

- 0.10

0.13

0.00

 0.13

 0.13

 0.15

 0. 15

 0.15

 0. 15

 0.10

-0.15

 0.15

 0. 15

-0.25

-0.25

 0.25

 0. 25

 0.25

 0.25

 0. 25

 0.25

 0.25

-0.25 

0.25

 0. 25

Sept.

0.25

-0.25

 0.25

0 25

0 35

t\ UP;

0.35

0.35

0.35

 0.35

 0.35

 0.35

 0.35

 0.35

 0. 35

 0. 35

-0.35

 0.35

-0.35

 0.35

 0.35

 0. 35

 0.35

a 3. 10

3.10

ii. 05

3.00

Oct.

2.90

2.80

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

........

«Now gage erected by Mr. A. P. Davis. 

SAUDA STATION, ON ARKANSAS RIVER.

The river rod at Salida is about 3 miles above the mouth of the 

south fork of Arkansas Eiver. It is located back of the railroad 

yards at a suspension foot-bridge. It was originally established by the 

Denver and Rio Grande Eailroad Company on April 11, 1895. The 

gage is divided to feet and tenths, is vertical, and is bolted to the left 

hand abutment of the bridge. On December 24,1805, the surface of 

the water was 0.20 below zero of the rod. At that time the river was 

partly frozen, and there was too much floating ice to make measurements of discharge. The channel both above and below the station is 

curved, the banks are high and rocky, the bed of the stream covered 

with coarse material, and the water moves generally with somewhat 

high velocity.
156 ROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140. 

Daily gage height of Arkansas River near Salida, Colo.,for 1895.

Day.

1....... .............

2....................

3....................

4....................

5....................

6. ...................

7....................

8....................

9. ...................

10 ...................

11...................

12...................

13...................

14...................

]5. ..................

10...................

17...................

18...................

19...................

20...................

21...................

22...................

23...................

24...................

25...................

20...................

97

98

on

30...................

31...................

Apr.

0.25

n 9Q

n w

0.54

0.54

1.41

1.46

i *>f>

1.08

1.04

1.00

1.25

1.42

1.46

1.54

1.91

1.46

May.

i 33

1 91

1.04

1.41

0.83

0.83

0.83

0.96

1.54

2.08

1.87

1 Q1

2.12

2.62

2.62

2.00

1.83

1.46

1.41

1.62

1.83

1.75

1.58

. 1.58

1.41

1 33

, 1.33

1.46

].32

1.41

1.46

June.

1.46

1.37

1,37

1.29

1.21

1.29

1.37

1.46

1.50

1.83

1.75

1.83

2.00

1.46

2.33

2.08

2.00

1.87

1.62

1.50

1.50

1.50

1.50

1.50

1.50

.1.50 i zn

1.83

1.87

1.75

July.

1.58

1 50

1.50

1.45

1.35

1.30

1.13

1.13

0.95

1.05

1.59

1.65

1.25

1.25

1 00

1.00

0.90

1.00

0.90

i). 90

0.85

0.90

'1.05

1.00

0.88

0.80

n 7>i

0.65

0.65

0.85

0,85

Aug.

1 9^

i 9>;

O OK

0.83

0.75

0.70

0.60

0.60

0.73

0.60

0.60

0.50

0.55

1.02

0.88

0.70

0.63

0;60

0.55

0.50

0.50

0.55

0.63

0.60

0.55

0

*;n

0.65

0.63

0.65

0.65

Sept.

0.65

n 5ft

0.60

0.50

0 50

0.40

0.40

O.JO

0.35

0.35

0.35

0.35

0.35

0.25

0.15

0.25

0.25

0.25

0.15

0.15

0.15

0.15

0.15

0 15

0.15

0.15

0.25

0.15

0.15

0.15

Oct.

0.10

0.10

0.10

0.10

0.10

0.10

0.10

0.10

0.10

0.10

0.10

0.10

0.10

0.10

0.10

0.10

0.10

0.10

0,10

0.10

0.10

0.10

0.10

0.10

0.10

0.10

CANYON STATION, ON ARKANSAS RIVER.

This locality is described in Bulletin No. 131, page 35. Observations 

of river height have been maintained by Dr. J. L. Prentiss at the gage 

under the suspension bridge in front of Hot Springs Hotel. At the 

time of the measurement, on October 4,1895, it was found that the top 

of the gage had been broken off, necessitating its renewal for readings 

during high water. The channel was found to be filled with sand and 

gravel in front of the gage, requiring considerable work in order to 

make the water flow to the rod. It was decided, therefore, to put in a 

new gage where the stream could not deposit material. A point was 

chosen about 100 feet below the bridge, on the left bank, and a crib 

was built, anchored in place by rocks and bolts, the lower end of the 

gage being fastened to it. The upper end of the inclined portion was 

attached to a juniper tree. On December 27 the station was inspected, 

and it was found that readings had been made from the old rod, which, 

at the stage of water prevailing, recorded about 0.40 above the new rod 

on the opposite side of the river. When the water is high and extends 

with unbroken surface from bank to bank the readings are the same, 

but at low water the observations on the old rod are misleading, owing 

to the accumulation of sand and gravel in front of it. The measurements of discharge are made from the suspension bridge, the old cable 

and car placed there before the bridge was erected not being needed.
NEWELL.] ARKANSAS RIVER. 157

List of discharge measurements made on Arkansas River at Canyon City, Colo.

No.

1

9

3 

4

5 

0

7 

8

g

10

11

19

13

14

15 

10 

17

19

20

21 

22

23

24 

25 

26 

27

28 

29

30 

31

Date.

1889. 

July 20

1890. 

Apr. 1

Apr. 3

May 1 

May 2

June 23 

Juno 27 

Juno 30 

July 9

July 12

July 16 

1891. 

Apr. 13 

l)oc. 4 

1893. 

Sept. 22 

.1894. 

May 15 

May 18 

Juno 18

Oct. 15 

1895. 

Muv 31

June 13 

Oct. 4

Hydrographer.

.....do.............

.....do............. 

.....do.............

.....do............. 

.....do.............

.....do............. 

.....do............. 

.....do.............

.....do.............

.....do.............

.....do.............

.....do.............

.....do............. .....do............. 

.....do............. 

.....do.............

... .do.............

.....do.............

.....do.............

T. M. Baunou ..... 

.....do.............

F. H. Newell......

.....do............. 

.....do............. 

.....do.............

.....do............. 

.....do.............

.....do............. 

.....do.............

Meter 

num? 

ber.

100

100

105

105

i nx

105 

105 

105

105

105

105 

105 

105 

105

105

105

110 103

24

24 

24 

24 

2.1

21 

55

55 

01

Gage 

height 

(feet) .

2.25

3.00

1.62 

1.70

1.88

2

OQ

2.73 

2.80

0 78

4.77

4 fl^

4.05

4.48.

4.55 

4.55 

'4.23 

4.22

3.82

3.00 

1.85

2.45

4.20 

3.80 

4.80 

2.65

2.40 

4.35

4.50 

2.70

Area of 

soctiou 

(square 

i'eet).

95 

114

120 

168

192 

200 

196

403

411

378

ono

375

371 

372 

350 

345

311

187 

152

129

329 

290 

385 

140

125 

343

356 

157

M.oan 

velocity 

(feet per 

second).

2.34

2

C1

3.00 

4.43

4.04 

4.45 

4.40

6.71

6.43

5.74

6.63

6.35

6.43 

6.44 

5.84 

5.76

5.21

4.97

4.1G 

2.16

2.20

7.28 

6.71 

6.19 

2.86

2.56 

7.10

6.73 

3.70

Discharge 

(secondfeet).

421

222 

286

360

775 

891 

862

2, 705

2,041

2,220

2,598

2,380

2,380 

2, 394 

2,055 

1,988

1,806

1,546

111 

328

291

2,395 

1,940 

2,387 

395

319 

2, 434

2,397 

585

NOTE. Measurements Nos. 1 to 22 are shown graphically in the Fourteenth Annual Report ot this 

Survey, Part II, page 106, tig. 9, and numerical values are given on page 107.

Daily gage height of Arkansas River at Canyon Citi/, Colo., for 1S95.

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.

2D.

30.

31.

Jan.

2.30

2.30

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.30

2.30

2.40

2.30

2.30

2.30

2.30

2.40

2.40

2.40

2.40

2.30

2.30

2.30

2.40

2.40

2.30

2.30

2.30

2.30

2.30

Feb.

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.20

2.20

2.20

2. 20

2.30

2.30

2.30

2.30

2.30

2.40

2.40

2.40

2.50

2.50

2.50

2.40

2.40

2.40

......

......

Mar.

2.50

2.50

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.50

2.50

2.50

2.4 0

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.60

2.60

2.60

2.60

2.60

2.70

2.70

2.70'

2.70

2.70

Apr.

2.60

2.50

2.50

2.60

2.60

2.60

2.60

2.70

2.70

2. 70

2.70

2.70

2.80

2.80

2.90

2.80

2.90

3.25

3.40

3.50

3.50

3.60

3.30

3.30

3.40

3.50

3.60

3.70

3.80

4.00

May.

3.70

3.50

3.30

3.20

3.20

3.10

3.10

3.00

3.40

3.70

4.00

4.10

4.00

4.00

4.10

4.20

4.30

3.80

3.60

3.60

4.00

4.10

4.00

4.10

4.00

3.80

3.70

3.60

3.60

3.70

4.40

June.

4.10

4.00

3.90

3.80

3.70

3.00

3.80

4.10

3.95

4.35

4.50

4.43

4.48

4.50

4.43

4.45

4.45

4.43

4.30

4,00

4.03

3.85

3.75

3.75

3.75

3.75

3.80

3.90

3.85

3.90

July.

3.95

4.10

3.95

3.80

3.80

3.70

3.50

3.55

3.50

3.55

4.20

4.30

4.05

3.90

3.80

3.70

3.70

3.50

3.40

3.40

3.35

3.35

3.80

3.90

3.65

3.50

3.40

3.35

3.30

3.40

3.60

Aug.

4.25

4.10

3.85

3.60

3.50

3.40

3.30

3.35

3.40

3. HO

3.30

3.20

3.20

3.20

3.20

3.40

3.30

3.20

3.20

3.20

3.10

3.10

3.00

3.00

3.10

3.30

3.40

3.40

3.45

3.35

3.30

Sept.

3.20

3.20

3.20

3.20

3.10

3.00

3.00

3.00

2.90

2.90

2.90

2.80

2.80

2.70

2.70

2.70

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.50

2.50

2.50

2.50

2.50

2.50

2.50

Ofrt.

2.50

2.40

2.40

2.70

3.05

2.90

2:80

2.70

2.70

2.70

2.70

2.70

2.60

2.60

2.60

2.60

2.60

2.60

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.40

2.40

2.40

2.40

2.40

2.40

Nov.

2.40

2.40

2.50

2.50

2.50

2.50

2.50

2.50

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

......

Dec.

2.60

2.60

2.60

2.00

2.60

2.60

2.60

2.60

2.60

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.40

2.35

2.20

2.10

2.20

2.45

2.30

2.30

2.40
158- PROGRESS REPORT, HYDROGRAPHY, 1895. [B0LL. 140. .

PUEBLO STATION, ON AKKANSAS RIVEK.

A number of gages have been placed on the Arkansas River along the 

line of the Denver and Eio Grande Railroad, in the vicinity of Pueblo. 

The first of these is at Bridge JSTo. 3, this being 997 feet above milepost 

146. It was located on June G, 1895. The 4-foot mark is at an elevation 

of 5,040 feet. The next gage below this is at Swallows, at bridge 135A. 

This is 1,180 feet above niilepost 135. It was located June 7, 1895. 

The G-foot mark is at an elevation of 4,880 feet. The next gage is at 

 the West Fourth street viaduct, above the central part of the city of 

Pueblo. It is 1,980 feet above milepost 120. The 6-foot mark on this 

rod is at an elevation of 4,674 feet. Of these three localities only one, 

that at Swallows, is of value for discharge measurements, owing to 

unfavorable conditions. The next gage is that set by Mr. Arthur P. 

Davis at the Victoria street bridge, and below this the station at the 

Santa Fe avenue bridge, in the lower part of the city of Pueblo. This 

is 872 feet above milepost 119. The elevation of the 6-foot mark is 

4,662.31 feet.

The gage at Santa Fe avenue bridge was established by Mr. Arthur 

P. Davis in September, 1894. It consists of a vertical timber bolted to 

the"stone abutment of the railroad bridge in the acute angle between 

that and the highway bridge, and is on the left-hand side of the stream. 

The 12-foot mark of this gage is opposite the top of the large capstone. 

The channel both above and below this station is nearly straight, being 

revetted on both sides with furnace slag; The bed is composed of 

gravel and slag, and does not change except during unusual floods.

The measurement of September 5, 1895, was made from the Main 

street bridge, the first bridge west of Santa Fe avenue. The bridge is 

marked for each 5 feet in width across the stream. At the Victoria 

avenue bridge, the second west of Main street, is the upper rod, placed 

in June, 1895, for the purpose of obtaining the slope of the water surface. This point is favorable for low-water measurements, the surface 

of the water being only 70 feet wide, while it is 118 feet wide at Main 

street.

List of discharge measurements made on Arkansas River at Pueblo, Colo.

Xo.

(a)

4

g

6

7

8

fj

Date.

1894.

Sept. 19

Oct. 13

1895. 

Feb. C

June 4

June 11 

Sept. 5

Hydrographer.

A T> "Dovia

.....do ....................

.....do....................

.....do ....................

.....do ....................

.....do .................... 

.....do ....................

.....do....................

Meter 

number.

91

22

24

28

55

55 

55

55

Gage 

height 

(feet).

(a)

0.35

0.39

1.C5

(&)

(c) 

(d)

2.80

Mean 

velocity 

(feet per 

second).

1.95

2.50

2

0ft

9 71

4.78

5.30

ii. 18 

5.46

6.89 

3.35

Discharge 

(secondfeet).

322

070

370

411

1,435

2,261

1,973 

2,022

2,758

C7fi

a Measurement made at Main Street bridge. 

6 Measurement made at Swallows, 

c Measurement made at Bridge No. 3, section poor, 

d Measurement made at Bridge 155 B.
NEWELL.] . . ARKANSAS EIVER.

Daily gage height of Arkansas River at Pueblo, Colo., for 1S94.

159

Day.

1....

2...-

3.... 

4...-

0....

7....

8..-.

9....

10...

11'...

12...

13...

14

i ^

16...

Sept. Oct.

0.4

0.4

0.5 

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.5

0.4

0.4

0.4

0.4

0.4

Nov.

0.4

0.4

0.43 

0.4

0.4

0.4

0.4

0.4

0.4

0.4

0.4

0.4

0.4

0.4

0.4

0.4

Dec.

0.4

0.4

0.4 

0.3

0.25

0.2

0.35

0.3

0.3

0.25

0.3

0.4

0.35

0.4

0.4

0.4

Day.

17....

18....

19.... 

20..

21..

22..

23..

24..

25..

26..

27..

28...

29...

30...

31....

Sept.

0.4 

0.4

0.4

0.3

0.3

0.3

0.3

0.2

0.2

0.2

0.2

0.4

Oct.

0.4

0.4

0.3 

0.4

0.4

0.4

0.4

0.4

0.4

0.3

0.3

0.4

0.4

0.3

0.3

Nov.

0.4

0.4

0.4 

0.4

0.4

0.4

0.4

0.4

0.4

0.4

0.4

0.4

0.4

0.4

Dec.

0.3

0.4

0.4 

0.35

0. 35

0.3

0.2

0.2

0.35

0.4

0.3

0.3

0.3

0.4

0:4

Daily gage height of Arkansas River at Pueblo, Colo., for 1895.

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.

Jail.

0.40

0.50

0.90

0.85

0.85

0.65

0.50

0.40

0.35

0.35

0.45

0.45

0.50

0.55

0.55

0.45

0.50

0.50

0.50

0.40

0.50

0.40

0.45

0.45

0.35

0.30

0.30

0.30

0.25

0.35

0.45

Tel).

0.50

0.45

0:45

0.55

O.GO

0.45

0.60

0.50

0.45

0.50

0.35

0.40

0.25

0.35

0.30

0.30

0.30

0.55

0.60

0.50

0.50

O.CO

0.60

0.70

0.70

0.80

0.70

0.50

Mar.

0.40

0.30

0.30

0.30

0.30

0.30

0.30

0.25

0.25

0.30

0.30

0.30

0.35

0.40

0.35

0.35

0.30

0.30

0.30

0.30

0.30

0.20

0.20

0.30

0.20

0.20.

0.25

0.30

0.40

0.40

0.40

Apr.

0.30

0.20

0.20

0.20

0.20

0.30

0.25

0.20

0.20

0.30

0.30

0.25

0.45

0.45

0.75

0.60

0.50

0.50

1.00.

1.55

1.65

1.75

1.45

1.25

1.45

1.50

1.65

1.70

1.75

2.05

May.

1.80

1.45

1.25

1.20

0.95

0.95

1.00

0.70

0.95

1.75

2.15

2.05

2.00

2.10

2.25

2.30

2.30

1.90

1.75

1.70

2.00

2.15

2.25

2.30

2.30

2.05

1.90

1.80

1.90

1.95

2.60

Juno.

2.35

2.35

2.15

2.15

2.00

1.90

1.95

2.05

2.10

3.40

3.05

2.70

2.70

2.90

2.75

2.75

2.65

2.55

2.35

2.15

2.15

1.95

1.75

1.75

1.75

1.75

1.75

2.95

2.95

1.95

......

July.

2.RO

2.35

2.35

2.20

2.05

1.75

1.60

1.40

1.30

1.75

2.55

2.95

2.80

2.50

2.20

1.95

1.80

1.80

1.65

1.50

1.45

1.40

2.55

2.30

2.20

2.05

1.70

1.50

1.35

2.90

4.60

Aug.

3.05

3.00

3.05

2.70

2.05

1.90

1.85

1.65

1.50

1.45

1.50

1.40

1.20

1.10

1.10

1.20

1.25

1.20

1.00

0.95

0.95

0.85

0.85

0.90

0.95

0.90

0.75

0.65

2.00

1.30

1.10

Sept.

1.05

1.10

0.85

0.80

0.70

0.60

0.50

0.50

0.50

0.45

0.35

0.45

0.50

0.50

0.45

0.50

0.50

0.40

0.40

0.40

0.35

0.40

0.40

0.40

0.40

0.50

0.55

0.50

0.45

0.40

Oct.

0.40

0.45

0.40

0.65

0.75

0.85

0.80

0.80

0.80

0.70

0.75

0.70

0.70

0.60

0.60

0.60

0.60

0.60

0.60

O.GO

0.60

0.60

0.60

0.65

0.05

0.60

0.50

0.50

0.50

0.50

0.60

Nov.

0.55

0.60

0.50

0.50

0.50

0.55

0.55

0.55

0.65

0. 55

0.50

0.55

0.60

0.60

0.60

0.60

0.65

0.70

0.70

0.70

0.65

0.60

0.60

0.55

0.50

0.60

0.60

0.65

0.65

0.60

Dec.

0.05

0.50

0.50

0.45

0.40

0.50

0.60

0.60

0.55

0.55

0.50

0.60

0.55

0.60

0.50

0.40

0.40

0.40

0.40

0.40

0.45

0.60

0.65

0.55

0.45

0.60

0.50

0.40

0.25

0.25

0.25

I.A JUNTA STATION, ON ARKANSAS RIVER.

This station is described in Bulletin No. 131, page 37. Observations 

of river height have been maintained during the year and a number of 

discharge measurements have been made, but owing to the shifting of 

the channel and the unstable bed, composed largely of soft material, it 

has not been possible to construct a rating table. The first measurement of the year was made on February 6, 1895. Ab this time the 

height of water was 1.95 feet and the discharge 182 second-feet. On 

May 19 the height was 1.90 feet and the discharge 658 second-feet, the 

bottom having scoured as result of high water. On December 2, with 

the height of water 1.50 feet, the discharge was found to be 455 second-
160 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

feet. Eecords of the river height are kept at the gage near the pump 

house in the yard of the Santa Fe Eailway Company and measurements 

of discharge are made at the county bridge, about half a mile below 

the town.

According to statements from Mr. George W. Swink, the year 1895 

has been marked by a large supply of water in the Arkansas Eiver. 

From Pueblo to Nepesta the water was not as high by about 22 inches 

as during 1894,- from Fowler to the mouth of Timpas Creek the water 

was about 16 inches higher, on account of the flood in the Apishapa, 

the highest known in twenty years.

Daily gage height of Arkansas Eiver at La Junta, Colo.,for 1895.

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.

1.20

3.30

1.30

1.30

1.30

1.50

1.50

1.95

1.80

1.75

1.60

1.40

1.30

1.30

1.40

1.40

1.50

1.50

1.50

1.50

1.40

1.50

1.40

1.30

1.45

1. 45

2.00

1.90

1.60

1.80

1.70

Feb.

1.50

1.40

1.70

1.60

1.70

1.95

1.60

1.70

1.95

1.60

1.60

1.65

1.60

1.60

1.55

1.50

1.80

1.80

1.75

1.90

1.90

2.50

1.85

2.10

2.15

2.30

2.00

1.50

......

Mar.

1.30

1.20

0.50

0.45

0.45

0.50

0.45

0.45

0.50

0.45

0.40

0.35

0.35

0.40

0.25

0.25

1.45

1.35

1.20

1.00

0.95

0.80

0.35

0.35

0.35

0.35

0.85

0.30

0.30

0.30

0.30

Apr.

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.25

0.20

0.20

0.20

0.20

0.30

0.30

0.30

0.30

0.25

0.25

0.30

0.25

0.45

0.65

0.60

0.60

0.50

0.40

0.50

0.50

0.40

......

May.

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.45

0.70

0.70

0.70

1.60

2.00

2.30

2.00

1.60

1.10

1.80

1.70

1.90

1.80

2.40

1.60

0.95

0.70

1.00

2.80

Juno.

3.80

2.40

2.50

2.60

2.80

2.30

1.90

1.80

1.95

2.15

4.10

2.45

4.30

3.30

2.90

3.10

2.95

2.50

2.00

1.80

1.55

 1.40

1.15

1.00

0.75

0.70

0.65

L20

aS.OO

4.00

......

July.

3.40

2.95

2.50

2.30

2.10

1.70

1.50

1.00

0.75

1.45

1.30

3.90

4.70

4.00

2.80

2.60

2.55

2.30

2.30

1.70

2.00

3.80

a9.15

-6.10

3.80

3.20

2.60

2.30

1.90

2.30

3.05

Aug.

3.90

3.70

3.50

3.90

3.40

2.80

2.90

3.40

2.40

2.50

3.60

2.65

2.20

2.20

1.85

1.65

.1.60

1.70

1.65

1.45

1.30

1.25

1.15

1..00

1.00

1.00

1.00

1.40

1.20

1.40

1.60

Sept.

1.80

1.40

1.30

1.20

1.00

0.90

0.80

0.80

0.65

0. 40

0.30

0.30

0.30

0.30

0.90

0.90

0.80

0.80

0.80

0.80

0.80

0.95

0.90

0.90

0.85

0.80

0.80

0.80

1.25

1.20

Oct.

1.20

1.20

1.20

1.20

1.15

1.20

1.20

1.20

1.80

1.45

1.30

1.90

1.30

1.45

1.15

1.10

1.10

1.00

1.35

1.35

1.35

1.35

1.65

1.60

1.65

1.60

1.55

1.55

1.50

1.50

1.35

Nov.

1.45

1.50

1.55

1.50

1.50

1.60

1.60

1.55

1.55

1.55

1.55

1.55

1.55

1.40

1.45

1.45

1.40

1.40

1.40

1.45

1.45

1.45

1.45

1.50

2.00

2.30

2.50

2.50

2.35

1.35

......

Dec.

2.50

2.65

2.20

2.00

2.40

2.50

2.25

2.30

2.10

2.20

2.15

2.15

2.20

1.70

1.70

1.65

1.70

1.70

1.70

2.00

2.50

2.50

2.45

2.50

2.50

2.55

2.55

2.45

2.20

2.40

2.45

a Heavy rains. 

HOLLY STATION, ON ARKANSAS RIVER.

This station is described on page 39 of Bulletin 131. Observations 

were continued during the greater part of 1895, but owing to the broad, 

sandy character of the channel and the changes made in the location 

of the rod to bring it to the places where the water was flowing, the 

results are not considered as sufficiently reliable for publication. The 

observations of river height were suspended on October 1 until such 

time as arrangements could be made for a series of soundings and for 

more detailed notice as to the condition of the stream from day to day.

HUTCHINSON STATION, ON ARKANSAS RIVER.

This station was established on May 13, 1895, by Mr. Arthur P. 

Davis. It is at the south end of Main street,, at the wagon bridge..
NEWELL.] ARKANSAS EIVEE. 161

The observer is Daniel Lauer, who lives in the immediate vicinity. 

The gage consists of an oak timber painted white and spiked to the oak 

pile of a triangular pier. It can be easily observed from the bridge. 

The bench mark is the upper crosspiece of the pier guard. It is 8.35 

feet above zero. A second bench mark consists of the top of the iron 

doorsill on the first brick building. This is at an elevation of 8.12 feet 

above zero. Measurements of discharge are made from the bridge at 

times of high water, and at low water they can be made by wading. 

The channel is straight both above and below the bridge; the banks are 

low and liable to overflow. The channel is of sand and shifts from side 

to side, necessitating frequent discharge measurements and soundings. 

At time of low water the stream subdivides into a number of threads.

List of discharge measurements made on Arkansas River at JIutchinson, Kans.

No.

1

2 

3 

4 

5 

6 

7 

8

Date.

1895. 

May 13

Juno 20 

July 27 

Aug. 31 

Oct. 1 

Nov. 13 

Dec. 20 

Dec. 31

Hydrographer.

W. G. Russell ..... 

.....do............. 

.....do............. 

.....do............. 

.....do............. 

.....do............. 

.....do.............

Meter 

number.

19

19 

19 

19 

19 

19 

19 

19

Gage 

height 

(feet).

1.30

3.40 

5.65 

2.73 

1.60 

1.50 

2.15 

1.75

A.rea of 

section 

(square 

feot).

749 

3,127 

557 

71 

63 

94 

76

Moan 

velocity 

(feet per 

second).

0.90

1.98 

3.93 

1.86 

0.80 

0.73 

1.33 

0.64

Discharge 

(soeonofect).

10

1,471 

12, 300 

1,037 

57 

46 

125 

49

Daily gage height of Arkansas River at JIutchinson, Kans., for 1S95.

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...........

May.

1.30

1.30

1.20

1 f)(\

1.20

1.20

1.20

1.20

1.20

1.20

1 9ft

1.30

1.20

1.35

1.40

1.45

1.40

June.-

1.35

1 7^

2.15

2.00

1.75

1.65

2.80

2.95

3.00

3.00

3.00

3:10

3.10

3.10

3.00

2.95

3.05

3.45

3.50

3.25

3.10

2.95

2.85

2.80

2.70

2.60

2.60

2.55

2.50

July.

2.50

2.40

2.65

2.50

3.20

3.10

3.35

3.90

3.80

3.75

3.40

3.20

3.10

'2.95

2.80

2.65

2.55

3.25

3.90

3.75

3.55

3.45

3.40

3.50

3.65

5.20

5.65

5.95

6.15

6.15

5.40

Aug.

4.60

4.45

4.40

4.65

4.75

4.40

4.75

5.20

4.70

4.40

4.30

4.10

4.00

4.00

3.80

3.80

3.75

3.70

3.55

3.40

3.35

3.15

3.00

2.85

2.80

2.70

2.75

2.85

2.80

2.75

2.80

Sept.

3.00

3.00

9 81

2.65 9 <;<;

2.50

2.40

2.40

2.50

2.50

2.50

2.50

2.35

2.20

2.20

2.15

2.00

1.95

1.90

1.80

1.80

1.80

1.80

1.80

1.70

1.70

1.70

1.70

1.60

1.60

Oct.

1.60

1.60

1.70

1.75

1.70

1.70

1.70

1.70

1.70

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.55

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.45

1.40

1.40

1.50

1.60

Nov.

l.CO

1.55

1.60

1.60

1.60

1.60

1.55

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.40

1.40

1.40

.1.. 30

1.30

1.30

(ft)

(a)

(a)

(a)

(a)

1.50

1.50

Dec.

1.50

1.50

(a)

(a)

(a)

1.60

1.60

(a)

(a)

1.60

1.50

1.50

1.40

1.40

1.40

1.60

1.80

2.05

2.30

2.25

2.15

2.10

2.00

2.00

2.00

2.40

2.35

2.05

1.80

1.80

1.75

a Frozen.

Bull. 140 11
162 PROGRESS REPORT, HYDROGRAPHY, 1895.

Estimated discharge of Arkansas River at Hutchinson, Kans. 

[Drainage area, 34,000 square miles.]

[BULL. 140.

Month.

1895.

Discharge in second-feet.

Maximum.

19, 600 

8,040 

1,203 

84 

57 

157

Minimum.'

444 

958 

57 

37 

29 

37

Mean.

3,848 

2, 712 

'375 

56 

43 

71

Total for 

month 

in 

acre- feet.

236, 613 

166, 761 

22, 313 

3, 443 

2,559 

4,366

VERDIGRIS AND NEOSHO RIVERS. .. .

These two streams, rising in eastern Kansas and flowing southerly 

into Indian Territory, enter Arkansas Elver within a short distance of 

each other and a few miles above Fort Gibson. Measurements have 

been made of both of these streams, the first at Liberty, near the town 

of Independence, Montgomery County, Kans.. and the second near 

lola, in Alien County, Kans.

LIBERTY STATION, ON VEBDIGRIS RIVER.

This station is located 7 miles east of Independence and 3 miles 

southwest of the town of Liberty, at a wagon bridge 250 feet below 

McTaggart's milldam. It was established by Prof. E. 0. Murphy in 

August, 1895. The observer is J. G. Kaull, a miller living in the 

vicinity. The gage consists of two parts, one spiked to the flume and 

graduated up to 8 feet, the second painted on the wheel house. The 

bench mark consists of 3 nails driven into the ^horizontal timber at 

the top of the vertical post to which the gage is fastened. It is 12.46 

feet above the zero of the gage. Measurements are made from, the 

bridge. The channel is straight both above and below, and the water 

moves with considerable velocity. The banks are low and liable to 

overflow. The bed is rocky and not subject to change.

In May, 1895, an examination was made by Mr. Arthur P. Davis, of 

Walnut Creek, at Winfield, Cowley County, Kans. He found that the 

locality is favorable for stream measurements, there being no bridge 

piers in the creek. The discharge at this point on May 4,1895, was 

approximately 100 second-feet. There had been heavy rains the night 

before, but the stream did not appear to be swollen. There is a milldam about 2 miles above this point.

List of discharge measurements made on Verdigris River at Liberty, Kans.

No.

1

?,

Date.

Sept. 7

Nov. 15

Hydrographer.

E.C.Murphy .............

.....do....................

Meter 

number.

19

17

17

Gage 

height 

(feet).

2.40

3.44

2.70

Mean 

velocity 

(feet per 

second) .

0.88

1.59

1.16

Discharge 

(secondfeet).

107

443

O1 Q
NEWELL.] VERDIGRIS AND NEOSHO RIVERS. 163

Daily gage height of the Verdigris River at Liberty, Kans., for 1895.

Day.

1 ...........................

2

3...... ......................

4...........................

6...........................

7...........................

8...........................

10..........................

11..........................

12..........................

13..........................

14..........................

1 ^

16..........................

17..........................

1 Q

10

20..........................

00

23..........................

24..........................

25..........................

26..........................

27..........................

28..........................

9O

30..........................

31 ..........................

Aug.

2.00

2.10

2.15

2.45

2.85

2.65

2.35

 2.35

2.45

2.55

2.25

2.25

2.15

65.45

6.15

4.60

4.20

3.37

3.20

6.80

7.35

4.20

3.50

3.20

3.25

3.45

3.15

2.95

2.75

Sept.

2 7ft

2

KA

2.55

2.75

2.55

2.95

3.50

4.20

a 27. 00

34.00

35.50

35.00

27.70

15.40

6.75

4.45

4.10

4.00

3.75

3.55

3.35

3.30

3.20

3.05

3.05

3.00

2.90

2.75

2.80

2.75

Oct.

2.60

2

ftC

2.60

2.60

2.55

2.50

2.50

2.50

2.50

2.55

2.50

2.50

2.40

2.40

2.40

2.35

2.30

2.30

2.30

2.30

2.30

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.20

Nov.

9 Oft

2 20

2.20

2.20

2.20

2.20

2.45

2.65

2.70

2.70

2.60

2.60

2.60

2.80

2.80

2.50

2.60

2.60

2.40

2.40

2.40

2.40

2.40

2.40

2.35

2.30

2.30

2.40

2.40

Dec.

2 An

2 60

2.55

2.50

2.40

2.40

2.50

2.55

* 2.60

2.50

2.50

2.50

2. 40

2.40

9 40

2.40

2.45

olO.OO

23.15

22.40

10.95

7.80

7.80

6 17. 50

29.25

27.40

13.65

6.95

5.95

5.40

4.95

a Flood Highest 36.40 (higher than 1885).

b Kain Extreme height 8.80, 8 p. m.

cMood 24.80, highest nt 9 p. in. 19th, first 10 feet at rate of 1 loot per hour.

d Heavy rain 13 feet highest, 11 a. m. to4 p. m. stationary.

e Flood 25th 30.10 at 12 p. m. highest.

IOLA STATION, ON NEOSHO RIVEB.

The gage rod is placed at a highway bridge 1 mile west of the city 

of Tola, Kans. The station was established in July, 1895, by Prof. 

E. 0. Murphy. The Observer is Elias Bruner, a miller living near by. 

The gage consists of two parts. The lower portion is a graduated 

board fastened to a flume, serving to give the ordinary heights of water. 

Above this the graduations are continued on the smooth stone wall, 

giving opportunity for observing high water. The bench mark consists 

of three nails in the horizontal at the top of the upright to which the 

gage is fastened. Its elevation above zero is 13.30 feet. On November 15 a new rod was put in place, the mark having been washed 

off from the old one. The zero was made coincident with that of the 

old rod.

List of discharge v^easurements made on Neosho River, at lola, Kans.

No.

1

?,

3

Date.

July 30

Sept. 6

Hydrographer.

.....do.....................

.....do....................

Meter 

number.

39

19

17

17

Gage 

height 

(feet).

2.75

3.10

2.80

Mean 

velocity 

(feet per 

second.

0.57

0.98

0.79

0.56

Discharge 

(secondfeet).

257

521

358
164 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL.UO. 

Daily gage height of Neosho River at lola, Kans., for 1895.

Day.

1.............. .............

4 ...........................

c

6...........................

7...........................

10..........................

11 ..........................

1 9

1 ^l

14............ ........ "--.-

15..........................

16.... ......................

17..........................

1 8

19

90

21

00 '

93

24

OS

Ofi

97

28..........................

20?<n

31.................. ........

Aug.

2.75

2.60

3.05

2.85

2.92

3.10

2.72

2,50

2.42

2.45

2.50

2.50

2.50

2.60

2.85

3.60

3.90

4.40

3.75

6.10

11. 50

8.85

7.35

4.55

7.35

7.65

4.80

3.95

3.50

3.30

3.27

Sept.

3.40

3.25

3.20

3.15

2.95

2.85

2.82

3.40

a 16. 50

18.40

20.25

20.80

12.30

4.70

4.00

3.70

3.45

3.30

3.15

3.05

2.85

2.62

2.55

2.57

2.50

2.42

2.45

2.47

2.47

2.42

Oct.

2

Q7

2.40

2.37

2.43

2 37

2.40

2.40

2.40

2.37

2.30

2.30

2.32

2.32

2.33

2.38

2.50

2.48

2.45

2.30

2.23

2.18

2.18

2.10

2.05

2.08

2.05

2.05

2 08

2.05

2.03

2.13

Nov.

2

1 A

2 n«

2.05

2.08

2.08

2.20

2.25

2.35

2.43

2.45

2.43

9 3Q

2.39

2.25

2.25

2.23

2.25

2.25

2.20

2.20

2.25

2.25

2.15

2.25

2.30

2.30

2.30

2.45

2.45

2.45

Dec.

2

F.(\

2.45

2.35

2.30

2.30

2.30

2.25

2.25

9 9*;

2.25

2.25

9 9H

9 9*1

2.25

2.20

2.20

2.25

3.30

8.05

6.20

4.70

3.85

4.00

7.45

13.25

7.10

4.65

3.80

3.70

3.45

3 11

a Heavy rain; river highest the 12th 21 at 10 a. in. 

CHIKASKIA, MEDICINE, AND C1MARRON RIVERS.

These streams, draining the portion of Kansas south of the Arkansas 

Eiver, flow in a general southeasterly direction through Oklahoma and 

enter Arkansas Eiver in succession, the mouth of the Ohikaskia, or 

rather the Salt Fork of the Arkansas, being about 30 miles south of the 

Kansas State line and that of the Ciinarron 60 miles below. An examination was made in May, 1895, by Mr. Arthur P. Davis for the purpose of discovering suitable points for measurement of these streams 

at about the line between Kansas and Oklahoma.

Chikaskia Kiver near Albion, Harper County, Kans., was found to 

have a broad, sandy channel, and on May 4, 1895, it was discharging 

about 20 second-feet at the railroad bridge. On the Medicine Eiver a 

suitable point for river measurement was found near the town of Kiowa, 

in Barber County. The Cimarron Eiver was examined at a point south 

of Cold water, in Comanche County, near where the river leaves the 

State of Kansas. The channel was found to consist of an immense 

sand flat, over which a flow of less than 1 second-foot was meandering, 

most of this water being from Bluff Creek. The stream shifts its position at every freshet, and there is no bridge or other convenience favorable for measurement. During floods the water spreads out to such an 

extent that accurate estimates can not be made. A further examination was made near Englewood, in Meade County, Kans. Here it was 

found that the stream discharged 25 second-feet, but the channel is very
NKWELI-] MEDICINE RIVER. 165

wide and sandy, and several ditches take out water at points above. 

It was therefore decided to establish a gage station at Arkalon, in 

Seward County^, the only place found above all diverting ditches.

A measurement was made of Perry's ditch, near Englewood, on May 

10, and a flow of 14.48 second-feet was found. At the same time 8 

second-feet were passing down the waste flume and about 1.5 secondfeet flowing over the dam, making a total discharge in the Cimarron at 

this point of 24 second-feet.

KTOWA STATION, ON MEDICINE RIVER.

This station was established on May 6, 1895, by Mr. Arthur P. 

Davis. It is at the wagon bridge 3£ miles north of the center of the 

town of Kiowa, Barber County, Kans., this being about 3 miles north 

of the Oklahoma line. The observer is J, M. Fisher, a farmer living

three-fourths of a mile from the bridge. The gage is a vertical oak 

plank fastened by means of spikes and bolts to the east side of the first 

pier counting from the south. It is painted and graduated from 0.8 to 

13.3 feet. The mark .11.1 of this scale is at the same elevation as the 

top of the plate or cross timber resting on top of the piles to which the 

gage is fastened. Measurements of discharge are made from the 

bridge at time of high water, and at other seasons by wading at any 

convenient point in the vicinity. The station was located at this place 

for the purpose of ascertaining the volume of water flowing across the 

line from Kansas and Oklahoma. The bed of the stream is very wide, 

and consists entirely of sand. At low water the stream meanders 

through this sand, changing its course frequently from one part of the 

bed to another, rendering it impossible to obtain accurate estimates of 

discharge by means of gage readings alone.

List of discharge measurements made on Medicine River at Kiowa, Kans.

No.

1

2

a

4 

5 

G

Date.

1895.

Juno 21

Sept. 1 

Oct. 29 

Dec. 21

Hydrographor.

W. G. Russell ..... 

.....do. .........- -.

.....do............. 

.....do............. 

.....do.............

Meter 

number.

19

19 

19

19 

19 

19

Gage 

height 

(feet).

2.35

2.40 

3.20

2.60 

2.40 

2.65

Area of 

section 

(square 

feet).

24

49 

173

38 

23 

45

Mean 

velocity 

(feet per 

second).

0.91

1.34 

1.70

1.06 

0.68 

1. 22

Discharge 

(secondfeet).

22

66

294

40 

1.5 

54
166 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140. 

Daily gage height of Medicine River at Kiowa, Kans., for 1895.

Day.

]............

2............

3............

4............

5. ...........

6.............

7............

8............

9............

10...........

11...........

12...........

13...........

14...........

15...........

16...........

17...........

18...........

19...........

on

21...........

22...........

23...........

24...........

25...........

26...........

27...........

28...........

29...........

30...........

31...........

May.

2.40

2.40

2.30

9 in

2.10

2.20

2.20

2.30

2.20

2.10

2.10

2.00

2.00

2.00

i on

1.90

1.90

1.90

2.10

2.20

2.75

2.65

2.40

2.35

2.30

2.30

June.

2.20

2.45

2.50

3.20

2.80

2.60

2.55

2.40

2.40

5.30

' 3.70

a 4. 65

4.90

3.65

3.05

2.90

2.80

2.70

2.60

2.60

2.50

2.40

2.40

2.35

2.20

2.20

2.20

3.70

4.85

4.25

July.

3.95

3.50

3.10

2.90

2.80

2.75

2.55

2.75

2.65

2.50

2.50

2.40

2.40

 2.50

2.40

2.30

2.30

2.35

2.55

2.55

2.70

3.55

3.50

3.10

2.95

2.80

2.60

2.40

2.35

2.25

2.15

Aug.

2.10

2.10

2.00

2.00

2.00

1.85

1.80

1.75

1.70

2.45

3.40

2.80

2.70

2.40

2.40

2.35

2.30

2.10

1.85

1.75

1.70

1.70

1.76

2.30

2.65

2.40

2.25

2.10

1.90

1.95

2.10

Sept.

2.55

2.90

9 Rf;

2.75

2.65

2.45

2.40

2.30

2.25

2.]0

2.10

2.00

2.00

1.95

1.90

1.90

1.90

1.90

1.80

1.80

1.60

1.50

1.50

1.40

1.40

1.30

1.25

1.20

1.10

1.00

Oct.

1.00

1.00 i <?n

1.50

1.60

2.20

2.50

2.50

2.40

2.40

2.35

2.30

2.20

2.20

2.25

2.30

2.40

2.40

2.20

2.20

2.20

2.20

2.30

2.45

2.55

2.50

2.40

2.40

2.40

2.30

2.30

Nov.

2.45

2.65

O KC

2.50

2.50

2.60

2.70

3.00

 2.95

2.70

2.65

2.60 2:50

2.55

2.80

3.00

2.90

2.85

2.75

2.65

2.55

2.50

62.50

2.50

2.45

2.40

2.40

2.30

2.30

2.30

Dec.

2.30

2.30

9 9n

2.20

2.10

2.10

2. ]0

2.10

2.20

2.20

2.40

2.40

2.40

2.50

2.50

2.50

2.50

2.60

2.85

2.65

2.60

2.60

2.60

2.50

2.45

2.40

2.40

2.40

2.40

2.50

2.50

aEaised 2 feet in half an hour. 6 River frozen over November 23.

Estimated discharge of Medicine River at Kiowa, Kans. 

[Drainage area, 1,300 square miles.]

Month.

1895.

July..............................

December ........................

Discharge in second-feet.

Maximum.

1,190 

427 

110 

32 

154 

156

Minimum.

12

8 

. 5 

5 

14 

12

Mean.

170

30 

20 

15 

49 

26

Total for 

month 

in 

acre-feet.

10,453

1,845 

1, 190 

922 

2,916 

1,599

ARKALON STATION, ON CIMARRON RIVER.

The observations of river height at this point were made at the bridge 

of the Chicago, Eock Island and Pacific Eailroad, one-half mile north 

of Arkalon, Seward County, Kans. The station was established by 

Mr. Arthur P. Davis on May 14,1895, it being the most accessible point 

at which the stream has a clearly defined channel above diverting 

ditches. The observer is G. W. Siever, railroad agent at Arkalon. 

The gage consists of a vertical plank fastened to the pier of the bridge 

under the north side. Measurements of discharge can be made from 

the bridge at high water, but at usual stages can be more conveniently 

made by wading. The bench mark is on the top of the sill at the northwest corner of the windmill tower of the railroad water tank. It is at 

an elevation of 14.43 feet.
NEWELL.] CIMARRON RltER. 167

List of discharge measurements made on Cimarron River at Arlcalon, Kans.

No.

,

2 

3

4 

5

Date.

1895. 

May 14

June 24 

July 23

Aug. 29 

Oct. 3

Hydrographer.

W. G. Russell..... 

.....do.............

.....do............. 

.....do.............

Meter 

number.

1 Q

19 

19

19 

19

Gage 

height 

(feet).

9 5ft

2.70 

7.00

2.30 

2.35

Aroa of 

section 

(square 

feet).

iq

13

178

10 

16

Mean 

velocity 

(feet per 

second).

1.31

1.30 

1.79

1.55 

0.98

Discharge 

(secondfeet).

17

16 

317

16 

16

Daily gage height of Cimarron liiver at Arlcalon, Kans., for 1S95.

a Frozen.

Estimated discharge of Cimarron Ewer at Arlcalon, Kans. 

[Drainage area, 5,200 square miles.]

Month.

1895. 

July..............................

Discharge in second-feet.

Maximum.

659 

170 

19 

18 

18 

18

Minimum.

14 

16 

16 

16 

17 

17

Mean.

149 

31 

17 

17 

17 

17

Total for 

month 

in 

acre-feet.

9, 162 

1,906 

1,012 

1, 045 

1,012 

1,045

CANADIAN RIVER.

Day.

1. ...........

2............

3..... . ......

4.............

5............

7............

8............

10...........

11...........

12...........

11

14...........

15...........

16...........

17...........

18...........

10

20...........

21...........

22...........

23...........

24...........

25...........

26...........

27...........

28

29...........

30...........

31..........

May.

9 Rfi

2.50

*) CA

2.50

2.50

9 f;n

2.50

2.50

9 5fl

2.50

2 1ft

2.50

2.50

2.50

2.50

2.50

2.80

2 70

June.

2.60

3.05

2.90

5.20

6.00

4.55

4.30

2.65

2.80

4.30

3.00

4.50

5.35

 5.50

4.75

3.25

2.95

2.90

2.80

2.90

2.70

2.70

2.70

2.70

2.60

2.95

3.00

3.00

July.

2

QA

2.90

2.90

3.30

4.15

3.60

3.35

2.90

2.90

2.80

2 7fi

2.20

2.70

9 7fl

2.60

2.60

2.85

4.60

 5.15

4.90

6.45

7.50

7.10

7.25

7.45

8.15

8.15

7.60

6.85

Aug.

6.00

5.35

4.00

3.85

3.60

3.00

2.80

2.75

2.70

2.70

2.70

2.70

2.70

2.70

2.70

2.70

2.70

2.75

2.80

2.80

2.80

9 7n

2.70

2.70

2.70

2.70

2.65

2.70

2.50

2.30

9 HH

Sept.

2

KK

2.40

2.40

2.40

2.50

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2'.40

2.40

2.40

2.35

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

Oct.

2.30

2.30

2.30

2.30

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.50

2.50

Nov.

2.50

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.50

2.40

,2.40

2.40

2.40

2.40

.2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

Dec.

2.40

(a)

(a)

(a)

(a)

(a)

(a)

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40 .

2.40

2.50

2.50

2.50

2.50

'2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

The Canadian River is the largest tributary of the Arkansas, and 

might properly be considered as draining an independent basin. Its 

head waters reach back to the mountain, the upper tributary streams
168 PROGRESS REPORT, HYDROGRAPHY, 1895. [BUIX.UO.

rising in the Sangre de Cristo range south and southeasterly from the 

sources of the Arkansas. Leaving this range the streams flow toward 

the southeast, and, uniting, form the Canadian, which, flows southerly 

along the front of the foothills. The river finally turns easterly and 

flows across the north portion of Texas, through Oklahoma and Indian 

Territory, entering Arkansas Eiver before leaving the latter Territory. 

Although there are many large perennial streams tributary to the Canadian, yet during the summer season the river loses most of its water, 

and through Oklahoma it is nearly or quite dry during the hottest part 

of the year. Comparatively few measurements of the discharge of 

the stream have been made, although among the mountains and foothills in northeastern New Mexico irrigation has developed to a large 

extent. A single gaging station has been established, which is upon 

Mora Eiver, on6 of the most important mountain feeders of the main 

stream.

WATROUS STATION, ON MORA RIVER.

This station has been described on page 40 of Bulletin No. 131. 

During 1895 observations of river height have been maintained and 

occasional measurements made, as shown by the accompanying list. 

The bed of the stream is very changeable, so that computations of discharge can not be made with accuracy except by continued series of 

soundings and by frequent discharge measurements. It has not been 

possible to construct a rating table for 1895.

List of discharge measurements made on Mora River at Watrous, N.' Mex.

No.

1

2 

3 

4 

5 

0

7

Date.

1894. 

Oct. 4

1895. 

May 18 

July 15 

Sept. 4 

Sept. 30

Dec. 13

Hydrographer.

A.P.Davis. .......

.....do............. 

P. E. Harroun ..... 

.....do............. 

.....do............. 

.....do.............

.....do.............

Meter 

number.

21

28 

 25 

25 

25 

25

26

Gage 

height 

(feet).

1.68

1.50 

2.00 

2.30 

1.50 

1.90

1.90

Area of 

section 

(square 

feet).

90

20 

156 

108 

25 

46

60

Mean 

velocity 

(feet per 

second).

1 05

0.89 

0.85 

1.49 

0.66 

0.86

1.01

Discharge 

(secondfeet).

Qf;

18 

131 

160 

15 

39

61

Daily gage height of Mora Eiver at Watrous, N. Mex., for 1894,

Day.

1...... ......

2............

3............

4............

5............

6............

7............

9............

10...........

11...........

12...........

13 ...........

14...........

15...........

16...........

Oct.

1.68

1.60

1.62

1.61

1.66

1.65

1.66

1.68

1.68

1.68

1.65

1.63

1.62

Nov.

1.51

1.40

1.48

1.48

1.48

1.48

1.46

1.46

1.46

1.45

1.45

1.45

1.44

Dec.

1.44

1 44

1.45

1.46

1 4Q

1.50

1.50

1.50

1.50

1.50

1.50

1.50 i *in

1.50

1.50

1.50

Day.

17............

ia

10

9ft

21.:..........

22............

9Q

24............

25............

26............

27 ............ 9a

29 ............

30 ............

31............

Oct.

1.55

1.50

1.50

1.40

1.48

1.48

1.47

1.45

1.44

1.42

1.44

Nov.

1.44

1 44

1.44

1 44

1.44

1 44

1 44

1.46

1.46

1.50

1.51'

1.49

1.46

1.45

Dec.

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50'

1.50

1.50

1.50

1.50
NEWELL.] ! MORA RIVER AND RIO GRANDE.

Daily gage height ofMora River at Watrous, N. Mex., for 1S95.

169

Day.

1..

2..

3..

4..

5..

C..

7..

8..

9..

10.

11.

12.

13.

14.

15.

10.

17.

18.

19.

20.

21.

22.

23.

24.

25.

26.

27.

28.

29.

30.

31.

Jan.

1.50

1.50

1.50

1. 00

1.50

1.50

1.50

1 50

1.50

1.50

1.50

1.50

1.48

1.48

1.48

1.48

1.48

1.48

1.48

1.48

1.48

1.48

1.46

1.46

1.46

1.46

1.46

1.46

1.46

1.46

1.46

rob.

1.46

1.46

1.46

1.46

1.46

1.46

1.46

1.46

1.46

1.46

1.48

1.59

1.68

1.68

1.74

1.80

1.80

1.80

1.80

1.79

1.78

1.70

1.70

1.70

1.68

1.68

1.68

1.68

......

Mar.

1.60

1.60

1.60

1.60

1.60

1.60

1.-60

1.56

1.56

1.56

1.5G

1.56

1.56

1.56

1.56

1.56

1.51

1.56

1.56

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

Apr.

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.46

1.46

1.46

1.46

1.46

1.46

1.46

1.46

1.56

......

May.

1.56

1.56

1.56

1.56

1.56

1.56

1.56

1.56

1.56

1.56

1.56

1.56

1.58

1. U6

1.68

1.68

1.68

1.68

1.68

1.79

2.15

3.20

3.45

3.55

3.55

3.55

3.50

3.40

3.40

3.40

3.30

Juno.

2.76

3.10

3.10

2.85

2.60

2.55

2.50

2.50

2.50

2.46

2.34

2.30

2.30

2.30

2.30

2.00

1.65

1.60

1.60

1.00

l.GO

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

......

July.

1.75

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

04.30

3.50

4.25

2.75

1.90

1.90

1.75

1.70

1.70

1.70

2.20

3.25

5.40

3.80

3.70

3.60

3.30

2.95

2.90

2.90

2.90

2.90

Aug.

4.85

4.30

4.15

4.00

3.95

4.10

4.00

4.20

4.20

4.50

4.20

4.05

3.90

3.90

3.90

4.90

4.10

3.80

3.60

3.60

3.60

3.90

4.00

3.50

3.42

3.45

3.40

3.40

3.40

4.90

4.00

Sept.

3.65

3.30

3.00

2.60

2.30

1.95

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.80

1.70

1.70

1.67

1.60

1.60

1.55

1.55

1.52

1.52

1.50

1.52

1.50

1.50

Oct

1.50

1.50

1.50

1.55

2.00

1.90

1.80

1.70

1.55

1.56

1.56

1.50

1.55

1.55

1.55

1,55

1.55

1.55

1. 55 '

1.55

1.08

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1:80

1.80

1.80

Nov.

1.80

1.80

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

Dec.

1.70

1.70

1.70

1.80

1.90

1.90.

1.90

1 90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

.1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

a Caused by heavy rain.

RIO GRANDE BASIN.

The Rio Grande, rising in the mountains of southern Colorado, runs 

in a general southerly course through the Territory of New Mexico, 

and, turning southeasterly, forms the boundary between the State of 

Texas and the Republic of Mexico. At various points from its source 

in the mountains water is diverted for irrigation. The largest canals 

are in the San Luis Yalley of Colorado, near the head waters. These 

canals and the agriculture dependent upon them are described in the 

report upon agriculture by irrigation prepared for the Eleventh Census. 

The basin as a whole is also described at some length in the Twelfth 

Annual Report of the United States Geological Survey, Part II, Irrigation, pages 240-290. Although a perennial stream in its upper course, 

the river becomes nearly or quite dry in southern New Mexico, and its 

broad, sandy channel has little water in it during the hottest months 

of the year for many miles below El Paso. The question as to the 

amount of water in the stream is of peculiar-importance, not only as 

related to agriculture, but also as related to interstate and to international distribution of water. A number of gaging stations have been 

maintained along this river for several years, the most important being 

at Del Norte, on the upper edge of the San Luis Yalley; at Embudo, 

in northern New Mexico; and at El Paso, where the river first becomes 

. a portion of the international boundary.
170 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

.DEL NORTE STATION, ON RIO GRANDE.

Observations of river height have been continued at this station as 

described in Bulletin No. 131, page 41. A number of discharge measurements have been made, but not sufficient to furnish material for a 

rating table. The observations are not taken every day, as the river 

does not fluctuate rapidly, especially during the summer season, and 

readings every second day are considered sufficient. The section is 

excellent for discharge measurements, as the channel is nearly straight 

and does not change perceptibly.

TAst of discharge measurements made on the Rio Grande at Del Norte, Colo.

No.

3?,'

33

34

85

30

37

Date.

1891.

1892. 

Oct. 27

1894.

Sept. 27

3895.

Oct. 13

Hydrographer.

.....do ................

F.H.Newell. .........

.....do ................

Meter 

number.

110

103

24

91

55

14

Gage 

height 

(feet).

2 9ft

1.58

2.68

i f;9

1.80

Area of 

section 

(square 

feet).

224

231

(a)

 115

480

164

Mean 

-velocity 

(feet peisecond).

9 1>5

1.14

2.32

5.88

2.53

Discharge 

(secondfeet).

*;97

 274

968

267

2,818

414

a Measurements made at iron bridge, mill race, and canal, and total taken us discharge of river. 

Daily gage height of Bio Grande at Del Norte, Colo., for 1895.

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.

2.24

"2." 32"

'2.1k

~2. 52

'2.U

"2.38 'i'ii'

"2." 56'

2.62

2.58

"2." 46"

"2." 42"

"2. 38"

...... "240"

"2.46"

.

2.52

Feb.

"2.'58"

"2." 64"

'2.60"

"2." 58"

"i. GO"

"i'ei"

2.64

...... 2." 66"

......

2.74"

2.70

"2." 86"

"i'82"

...... 2." 78"

2." 74"

......

......

......

Mar.

'i'i'o'

T 62"

"2." 54"

"i'is"

- 2." 32"

"2." 12"

"i.'os"

Toe"

"i.'ge"

1.88

: i.".82~

"i."74"

i."92 "i'is"

2.'22"

......

Apr.

2.18

"2! 26"

....

2.34

"2."28"

"2." 74"

3.32

...... "372"

3.54"

'3! 82"

4.26 "4." 16"

"s." 82"

4. ii

"4.22

.

"4.18

......

May.

3.98

"3.26

..

3.32

......

"3.38

"3." 74'

"4." is

"4." 24"

......

4.16

"4" 02"

'3.88

"3.~76"

"3." 64"

"s.'so"

.

"3. 58

3.52

"3." 36

June.

3."74

"3." 56"

......

4.10 Tie"

4.52" Tei"

......

4.18

3.96"

"3." 84"

3.64

3." 26"

3.66"

2."98"

8.62"

...... "2." 94"

July.

"2."72"

'¥. 64"

..

2.' 50

.."2." 56"

"2." 86

3." 12

3.04

"2." 88"

"i'eo"

2.42

"2." 56"

"i'eo"

2." 64"

'2.58,'

"2." 66

......

Aug.

2.72

2.64

2.46"

"2." 42"

"2."46"

"2" 28"

."2." is"

"2. "46"

2.24

...... "2" io

"2" 64"

'2.'48"

"2." 22"

"2." 04 "

"2." ie".

..

2.18

Sept.

"i'oe"

1.96

"i'94"

'i.'se"

"i.'re"

"i."82"

......

1.74

'l.72 'LTO"

1.78 Tee"

1.92

...... 'i.88"

......

"i.82

. .

1.78

......

Oct.

1. 76 "i.'so"

"i.'se"

"i."9o"

"i.'ss

.....

1.80

......

1.80

"i'78"

...... "i."74"

1.78

"i"82"

i.84 "i.'so"

"i.'re"

'i."76'

Nov.

1.74

......

1.70

......

1.66

.

1.68"

1.64 "i.'eo"

i.'ei"

"i'ee"

"i.'ei"

....

1.68 "i.'eo"

1.68

......

1.60

......

1.62 "i.'ee"

......

------

Dec.

1.76

.

2.56

.

2.50

"2."5* .

2.68

"2."94"

"2." 96"

'2.98"

"2." 76"

.......

2.70

"2." 82"

2.96

.......

2.88

....

3.02

....

2.98

....

3.04

ALAMOS A STATION, ON THE RIO GRANDE.

This station is at the railroad bridge about one-half mile east of Alamosa, Colo., and is below the heads of most of the large irrigating 

canals of the San Luis Valley. The measurements of discharge give, 

therefore, what may be considered as the volume of waste or seepage
NEWELL.] RIO GEANDE. 171

water from ditches, above. Measurements of discharge are made at the 

wagon bridge about one-fourth of a mile above the railroad bridge. A 

small ditch is taken out between the bridges, and at the time of measurement, on June 16, it was carrying 30 second-feet. In October the 

old gage was disturbed, a new railroad bridge being built. At the time 

of the measurement made on October 14 the surface of the water was 

8.38 feet below the top of the cap 'of the third bent from the east end 

of the bridge. Assuming that this cap is at the same elevation as the 

old one, the rod reading would be 2.90.

The first measurement at this point was on September 28,1894. Mr. 

Arthur P. Davis found at that time a discharge of 10 second-feet. The 

second was on June 16,1895, when Mr. F. Cogswell found 1,176 secondfeet at a gage height of 5.18 feet. The third was on October 14, and 

gave 92 second-feet.

Daily gage height of Rio Ch'ande at Alamosa, Colo., for 1894.

Day.

1........... 

2........... 

3........... 

4........... 

5........... 

6...........

7........... 

8........... 

9........... 

10.......... 

11..........

12.......... 

13.......... 

14..........

15.......... 

16..........

Sept.

......

ill

......

......

Oct.

2.25 

2.10 

2.20 

2.25 

2.20 

2.10

2.10 

2.10 

2.10 

2.10 

9 in

2.10 

2.10 

2.10

2.10 

2.10

Nov.

2.10 

2.10 

2.20 

2.20 

2.35 

2.60

2.75 

2.80 

2.80 

2.80

2 Of)

2.80 

2.75 

2.80

2.80 

2.80

Dec.

3.10 

3.10 

3.10 

3.00 

3.00 

3.00

3.00 

3.00 

3.00 

3.00 

3.00

3.00 

3.00 

3.00

3.00 

3.00

Day.

17........... 

18........... 

19........... 

20........... 

21........... 

22...........

23........... 

24........... 

25........... 

26...........

97

28........... 

29........... 

30...........

31...........

Sept.

......

"2." 2S"

Oct.

2.10 

2.10 

2.10 

2.10 

2.10 

2.10

2.10 

2.10 

2.10 

2.10 

2.10

2.10 

2.10 

2.15

2.10

Nov.

2.90 

2.90 

2.90 

2.95 

2.95 

2.90

3.00 

3.00 

3.00 

3.00 

3.00

3.00 

3.00 

3.10

Dec.

3.00 

3.00 

3.00 

3.00 

3.20 

3.20

3.20 

3.20 

3.20 

3.20 

3.20

3.20 

3.20 

3.20

3.20

Daily gage height of Bio Grande at Alamoea. Colo., for 1895.

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.

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

Pel).

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3. 20

3.20

3.20

3.20

3.20

3.20

3.20

3.20

3.40

3.40

3.40

3.40

3.45

3.45

3.50

3.50

3.50

3.55

3.55

3.60

......

......

Mar.

3.60

3.60

3.65

3.65

3.65

3.70

3.70

3.75

3.75

3.90

3.90

3.95

3.95

3.90

3.85

3.80

3.90

3.90

3.95

3.95

3.95

4.00

4.00

4.00

4.05

4.05

4.10

4.15

4.20

4.20

4.25

Apr.

4.32

4.35

4.42

4.46

4.52

4.60

4.67

4.70

4.75

4.80

4.85

4.90

4.97

5.40

5.80

5.00

4.10

5.30'

5.80

6.60

'6.60

6.00

5.60

4.90

4.60

5.00

5.15

5.00

4.10

4.10

May.

4.00

4.00

3.10

3.60

3.00

3.00

2.10

2.90

3.20

3.60

4.00

4.00

4.60

4.50

4.00

3.60

3.40

3.60

3.60

3.60

3.20

3.20

3.40

3.80

3.60

3.60

3.60

3.60

3.40

3.60

3.45

June.

4.00

4.60

5.00

4.55

4.10

5.00

5.30

5. 75

6.00

6.00

6.15

6.15

5.95

5.75

5.35

5.40

4.55

4.70

4.20

3.50

3.90

3.60

3.30

3.00

3.00

2.11

2.90

2.11

3.00

3.00

July.

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.30

3.60

4.00

4.90

4.90

4.90

4.60

4.40

4.40

4.00

3.10

3.10

3.10

4.00

4.60

4.30

4.00

4.00

4.00

4.00

4.00

4.00

Aug.

3.10

3.10

3.10

3.10

3.10

3.90

3.60

3.60

3.30

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.60

Sept.

3.30

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

2.11

2.90

2.90

2.90

2.90

2.90

2.90

2.90

2.90

2.90

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

Oct.

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00'

2.11

2.80

2.60

2.40

2.20

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

Nov.

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

......

Doc.

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00
172 PROGRESS REPORT, HYDROGRAPHY, 1895. [ftmx. 140.

EMBUDO STATION, ON THE BIO GRANDE.

This station and others in New Mexico have been in charge of Mr. 

P. E. Harroun, of Santa Fe, N. Mex. The early work carried on at this 

place has been described in Bulletin No. 131, on page 43, and also in 

the annual reports of the United States Irrigation Survey, published as 

portions of the annual reports of the United States Geological Survey. 

A number of measurements have been made during 1895 by Mr. A. P. 

Davis and Mr. P. E. Harroun, and from these a rating table has been 

constructed, by means of which computations of the monthly discharge 

have been made.

List of discharge measurements made on Rio Grande at Embudo, N. Mex.

No.

40

41

49,

43

44

45

46 

47

48

49

50

51

5?

53

54

Date.

1891.

Dec. 10

1892. 

Oct. 30

Oct. 30

Nov. 1

1894.

Oct. 1 

1895. 

Feb. 2

Feb. , 4

May 14

July 27

Oct. 26

Nov. 28

Hydrographer.

.....do ....................

.....do....................

.....do....................

.....do....................

.....do .................... 

.....do ....................

.....do....................

.....do....................

.....do.................... 

.....do....................

.....do....................

.....do....................

Meter 

number.

110

103

103

103

103

21

21 

24

24

25

25

25 

25

9^

25

Gage 

height 

(feet).

9.42

8.50

7.80

7.80

7.80

a 7. 70

69.30 

7.98

8.01

9.40

11.20

9.90 

8.80

8.10

8.40

Mean 

velocity 

(feet per 

second).

4.51

3.84

3.40

3.66

3.72

1.50

3.25 

2.23

2.25

2.94

4.39

3.88 

2. 34

1.65

1.82

Discharge 

(secondfeet).

1,314

575

333

313

355

284

3,138 

464

453

1,175

3, 219

1,669 

908

494

617

a The river is stated to have been 6 inches -lower in June, 1894, or about 7.2. The Mexicans living 

near asserted that it was then at ths lowest known point. ,

6 A. heavy rain occurred during the night of September 30, causing the river to rise. At the beginning of the measurement, at 8.30 a, m., the height was 9.65 feet, and at the end, at 11.45 a.m., it was 

8.95 feet. The mean is taken at 9.30 feet.

Sating table of the Rio Grande at Emludo, N. Mex.

Gage 

height.

Sec.

7.80

7.90

8.00

8.10

8.20

8.30

8.40

8.50

8.60

8.70

8.80

8.90

9.00

Discharge.

Feet.

380

420

460

500

540

580

620

660

700

750

800

850

900

Gage 

height.

Sec.

9.20

9.40

9.60

9.80

10.00

10.20

10.40

10. 60 ,

10.80

11.00

11.50

12.00

12.50

Discharge.

Feet.

1,020

1,160

1,330 '

1,540

1,760

1,980

2, 220

2,470

2,720

2,980

3,660

4,360

5,090
NBWELL.] EIO GRANDE. 173

Daily gage height of the Bio Grande at JSmlmdo, N. Hex., for 1895.

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.

7.95

7.93

8.08

7.98

7.95

7.98

8.03

7.93

7.95

7.98

7.93

8.03

8.03

8.05

8.08

8.13

8.23

8.13

8.00

8.03

8.05

8.07

8.13

8.08

8.03

7.98

8.05

8.03

8.05

8.13

8.17

Feb.

8.10

8.05

7.93

7.90

7.90

......

......

...... "T'OS"

7.93

7.98

8.03

8.00

8.08

7.95

7.93

8.05

8.13

8.13

8.13

8.05

8.18

8.30

8.43

8.48

8.48

8.53

......

......

Mar.

8.55

8.45

8.48

8.50

8.50

8.48

8.57

8.68

8.78

8.88

8.75

8.65

8.63

8.55

8.53

8.48

8.43

8.50

8.48

8.48

8.50

8.50

8.53

8.63

8.68

8.80

8.93

9.03

9.23

9.50

9.68

Apr.

9.90

9.75

9.15

8.95

8.58

8.33

8.67

9.08

9.50

9.75

9.90

10.25

10.60

11.00

11.17

11.33

11.25

11.38

11.63

11. 88

11.95

11.78

11.68

11.75

11.45

11.43

11.33

11.18

1.1.03

11.13

May.

11.07

11.95

10.48

10.18

9.83

9.83

9.98

9.93

9.93

10.03

10.18

10.48

10.85

11.13

11.23

11.18

11.13

11.88

10. 63

10.48

10.65

10.85

10.00

11.03

11.08

11.10

11. 08

11.13

11.23

11.25

11.30

June.

11.28

11.30

11.48

11.73

11.75

11.83

11.93

11.95

12.03

12.20

12.38

12.43

12.35

12.15

11.80

11.48

11.30

11. 05

10.85

10.60

10.25

9.93

9.65

9.45

9.28

9.15

9.08

8.98

8.80

8.78

......

July.

8.95

9.10

8.93

8.83

8.73

8.73

8.38

8.58

9.30

9.85

9.68

9.78

9.58

9.53

9.93

9.95

9.80

9.65

9.63

9.60

9.65

9.78

9.82

10.00

9.88

9.80

9.98

9.80

9.75

9.40

10.65

Aug.

9.73

10.03

9.88

9.78

9.78

9.73

9.63

9.48

9.23

9.20

9.30

9.00

9.25

10. 05

9.60

9.23

8.95

8.85

8.83

8.73

8.63

8.53

8.48

8.58

8.58

8.58

8.63

8.78

9.23

9.18

9.28

Sept.

9.38

9.18

9.08

8.98

8.88

8.78

8.68

8.60

8.53

8.43

8.40

8.35

8.30

8.25

8.20

8.15

8.15

8.13

8.13

8.17

8.10

8.10

8.10

8.50

8.13

8.20

8.15

8.13

8.08

8.05

......

Oct.

8.05

8.05

8.05

8.25

8.28

8.18

8.15

8.10

8.10

8.05

8.05

8.05

8.05

8.05

8.05

8.05

8.05

8.05

8.03

8.00

8.00

8.00

8.05

8.05

8.05

8.10

8.10

8.13

8.15

8.15

8.15

Nov.

8.20

8.20

8.23

8.30

8.40

8.40

8.40

8.40

8.40

8.40

8.40

8.40

8.40

8.33

8.23

8.20

8.23

8.27

8.37

8.52

8.60

8.60

8.60

8.60

8.57

8.47

8.37

8.30

8.25

8.25

......

Dec.

8.25

8.20

8.08

8.00

8.00

8.00

8.00

8.00

8.10

8.18

8.20

8.20

8.20

8.23

8.25

8.15

8.10

8.08

8.00

7.90

8.15

8.30

8.30

8.28

8.25

8.25

8.28

8.23

8.30

8.25

8.25

Discharge of liio Grande at Enibudo, N. Mex., for 1895. 

[Drainage area, 7,000 square miles.]

 Month.

May.............

July.............

Discharge in second-feet.

Maximum.

552 

672 

1,410 

4,290 

4,290 

4,985 

2,530 

2,010 

1,146 

572 

700 

580

Minimum.

432 

420 

640 

592 

1,573 

790 

612 

652 

480 

460 

540 

420

Moan.

475 

503 

759 

2,541 

2,679 

3,021 

1,335 

1,080 

636 

494 

611 

534

Total for 

month in 

acre-feet.

29, 207 

27, 935 

46, 546 

151, 200 

164, 725 

179, 762 

82, 086 

66, 407 

37, 845 

30, 375 

36,«357 

32, 834

Run-off.

Depth in 

inches.

0.08 

0.07 

0.13 

0.40 

0.44 

0.48 

0.22 

0.17 

0.10 

0.08 

0.10 

0.09

Secondfoot per 

square 

mile.

0.07 

0.07 

0.11 

0.36 

0.38 

0.43 

0.19 

0.15 

0.09 

0.07 

0.09 

0.08

ABIQUIU STATION, ON CHAMA RIVER.

Chama River is the principal tributary of the Rio Grande entering in 

northern New Mexico. In volume it is reported to be about a third 

that of the Bio Grande at the point where the two unite. The river 

carries a large amount of sediment, the water being very muddy in 

times of flood and the channel unstable from constant erosion or deposition of the soft material. For several years attempts have been made 

to obtain measurements of this stream, but owing to the comparative 

inaccessibility and the consequent expense, systematic work was not 

undertaken until the spring of 1895. On March 9,1889, a single meas-
174 PEOGEESS EEPOET, HYDBOGEAPHY, 1895 [BULL 140.

urement was made near Abiquiu and a discharge of 045 second-feet was 

found. The total area drained above this point as measured on the land 

office map is 2,300 square miles.

In April, 1895, an examination for a suitable point for discharge 

measurements was made by Mr. P. B. Harroun. He found a locality 

about 200 yards above the town of Abiquiu. The east bank of the river 

is steep, but the west bank is low and liable to overflow at times of 

excessive floods. A cable was stretched across at this point and a car 

suspended from it, from which measurements can be made. It is probable that the supports of the cable on the low side will be washed out 

at intervals. This lowland, however, has not been overflowed for about 

five years. The gage originally established was spiked to the pier of 

an unfinished and abandoned bridge. The cable is about 150 feet above 

this old bridge foundation. The total length between the points of 

attachment is 235 feet. The cable is supported on posts 6 inches by 8 

inches, 16 feet long, set from 4 to 5 feet in the ground. The ends are 

attached to timbers 8 feet long and 2.5 feet in diameter, set from 4 to 5 

feet in the ground. On the east bank the cable runs under the traveled 

road.

On August 8 the gage was washed away by a flood, which is reported 

by the observer, Mr. Henry Grant, to have been the highest water ever 

known in the river. This carried away the old foundations of the 

bridge. A new gage was put in place on August 18, about 100 feet 

above the cable, on the right bank of the river. The flood brought such 

quantities of material that the old bench mark was completely buried, 

and therefore the new gage could not be referred to the old. This is 

less to be regretted from the fact that the channel of the stream must 

have been completely changed by the scouring action. The new gage 

consists of two sections, each 12 feet long, inclined to the slope of the 

bank. It is spiked to hand-driven piles, and is held in place by large 

rocks on each side. It is as substantial as can be made at this locality. 

The bench mark is on a sandstone, 25 feet to the right, marked B. M. 

The 7-foot mark on the gage is 4.17 feet below this bench mark.

As previously stated, the changes in the channel are such that a 

rating table can not be made from the discharge measurements. In 

the case of this and other similar rivers it will be necessary to make a 

large number of measurements and to have a systematic series of soundings, in connection with daily observations of height of water, to give 

the changes in the channel. The effect of the filling and scouring is 

shown by the figures given below. For example, on June 21, with 

height of water at 2.50 feet there was a discharge of 404 second-feet; 

on July 25, at a higher stage, 2.90 feet, the discharge was only 206 

second-feet, the bottom being raised by the silt deposited in the channel. The last measurement of the year, that of November 26, was made 

while ice was floating in th« river, and the water was so cold as to 

freeze on the meter, rendering the results of somewhat doubtful value.
NEWELL.] CHAMA EIVEK AND EIO GEANDE. 175

List of discharge measurements made on Chama River, at Abiqitiu, N. M'ex,

No.

I

?,

3

.4

5

Date.

1895. 

June 21 

July 25

Aug. 18

Oct. 29

Nov. 26

ELydrographor.

P. E. Harroun. . ........... 

.....do....................

.....do....................

.....do....................

.....do....................

Meter 

number.

25

91

9<;

25

25

Gage 

height 

(feet).

2.50 

2.90

1 Qft

1.10

1.80

Mean 

velocity 

(feet peisecond).

1.59 

1.33

1.77

1,31

0.64

Discharge 

(secondfeet).

404 

200

209

79

77

Daily gage height of Chama River at Abiquiu, N. Mex., for 1S95, in feet.

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...................

June.

2.67

1.35

1.30

2.10

2.50

2.10

1.95

1.95

July.

2.50

2.10

»3. 00

2.70

0 At.

1.90

1.20

3.35

3.60

5.95

5.40

3.00

2.85

2.80

2.55

2.70

2.80

2.45

2.45

3.25

4.35

4.90

4.80

2.85

2.65

2.70

2.70

2.75

3.10

/4.15

Aug.

3.35

3

QC

2.95

3.85

9 IK

3.10

(e)

1 90

1.15

1.20

1.55

<Z1. 80

1.85

2.05

1.35

1.60

e2.00

1.35

1.45

1.65

Sept.

3.35

3 OK

2,95

3.05

0 IK

3.10

4.15

0.85

0.95

n s^

1.10

0.95

0.85

1.10

0.85

0.80

0.90

0.95

1.55

0.95

 0.85

0.95

0.80

0.95

0.85

0.90

0.85

1.05

Oct.

1.70

1 9*i

1.05

1.40

62.40

1 QO

1.40

1.20

1.05

1.05

1.05

1.15

1.10

1.10

1.00

0.95

1. 10

1.15

1.00

1.15

1.05.

1.15

0.95

0.90

0.95

1.10

1.15

0.95

1.10

1.00

1.05

.Nov.

1.05

1 05

1 1K.

1.45

1 90

1.20

1.10

1.05

1.10

.1. 10

1.20

1.15

1.10

1 1 ^

1.25

1.25

1.30

1 9^i

1.30

1.25

1.25

1.45

1.70

1.45

1.70

1.45

1.35

1.85

1.75

Dec.

1.35

1 25

1 9ft

n Q 1!

111

1 H(\

1.10

0.95 i in

1 9K

1.10

1.30

1.15

1.15

1 1 ^

1.10

1.10

1.40

1.30

1.15

1.30

0.90

1.20

1 1>i

1.10

1.00

1.00

0.95

.1.05

0.90

0.95

aAt 8 a. m.,1.80; 6p.m., 4.20. Cloud-burst above Abiquiu.

b Raised through the night 4 feet.

c Gage carried away by flood.

d River raised about 5 feet from 10 a. m. to 4 p. m.

e River raised 6 feet from 12 m. to 5 p. m.

/ Cloud-burst; river raised 7 feet from 2 p. m. to 4 p. m.

RIO GRANDE STATION, ON THE RIO GRANDE.

This station has been described in Bulletin No. 131, page 45, under 

the name of Water Tank station. It is about one-fourth of a mile 

above the railroad station formerly known as Water Tank and recently 

named Eio Grande. Observations were begun on February 3,1895, 

and continued with short breaks throughout the year. A number of 

discharge measurements have been made, and from them a rating table 

has been constructed from which the monthly discharges have been 

computed. The gage is inclined, and consists of two timbers 4 inches 

square fastened to hand-driven piles and wired to solid rocks. The 

bench mark is on the top of a bowlder, against which the upper portion 

of the gage rests. The channel is straight, both above and below the 

station, and the banks are high and rocky, so that the stream is always
176 PROGRESS REPORT, HYDROGRAPHY, 1895. [BOLL. 140.

confined. The bed is rocky on the east side and,sandy on the west, 

and liable to change. Measurements are made from a car suspended 

from a cable placed at this point.

List of discharge measurements made on the Mio Grande at Rio Grande, N. Mex.

No.

?,

3

4

5

fi

7

8

9

Date.

1895. Feb. 1

Apr. 19

May 11

July 23

Aug. 21

Sept. 10

Oct. 24

Nov. 30

Hydrographer.

.....do....................

.....do....................

.....do ....................

.....do....................

.....do....................

.....do.................... .....do...:................

.....do....................

Meter 

number.

24

95

25

25

9f>

25

25

9^

25

Gage 

height 

(feet).

4.60

9 on

8.00

9.10

6.60

5.50

5.10

4.90

4.90

Mean 

velocity 

(feet per 

second).

3 IT

6.55

5.86

5.86

4.41

3.92

3.43

2.23

2.84

Discharge 

(secondfeet;.

652

5,174

4,249

6,689

2,095

933

739 .

629

639

Eating table of the Rio Grande at Rio Grande, N. Mex., for 1895.

Gage 

height.

4.60

4.70

4.80

4.90

5.00

5.20

5.40'

5.60

5.80

6.00

6.20

6.40

Discharge.

480

530

580

630

680

,780

880

1,005

1,160

1,340

1, 550

1,800

Gage 

height.

6.60

6.80

7.00

7.20

7.40

7.60

3.80

8.00

8.50

9.00

9.50

10.00

Discharge.

2,070

2,350

2,640

2, 940.

3,250

3,570

3,900

4,250

5,250

6,430

7,750

9,240

Daily gage height of the liio Grande at Rio Grande. N. Mex., for 1895.

Day.

1 ....

3 . .

4 . .

5 . .

6 . .

7 . .

8 . .

9 . .

10. .

11. .

12. .

13. .

14. .

15. .

16...

17

18.....

19.....

20.....

21 .....

22 .....

23.....

24 .....

25 .....

26 .....

27 .....

28.....

29 ....

30

31.....

Feb.

4.60

4.55

4.55

4.55

4.55

4.60

4.60

4.80

4.60

4.65

4.45

4.35

4.45

4.50

4.60

4.75

4.65

4.90

4.85

4.85

4.85

4.90

5.10

5.30

6.00

6.10

......

Mar.

a IK V. L\J

5 QA 

. y\j

5.90

5.40

5.30

5.40

5.85

5.75

5.75

5.80

5.80

5.85

5.45

5.40

5.25

5.25

5.10

5.10

5.10

5.75

5.50

5.80

6.00

7.00

6.90

6.80

6.60

6.70

6.85

0.75

7.00

Apr.

fi \j, 7*, t *j

6.50

6.35

6.30

6.40

6.35

6.40

6.25

6.90

7.40

8.00

8.55

9.10

9.70

9.45

9.30

......

"9." 80

9.80

9.80

9.30

9.05

9.00

9.00

9.10

9.10

8.95

May.

8 Q£ . 80

8.60

8.20

7.90

7.70

7.40

7.25

7.25

7.50

7.65

8.00

8.50

8.80

8.55

8.65

8.45

8 . 33*1 

8.35

8.00

7.60

7.85

8.30

8.50

8.70

8.65

8.50

8.45

8.40

8.25

8.55

8.85

June.

Q 7K O. It)

9.00

9.30

9.30

9.20

9.00

8.90

8. 90

9.20

9.30

9.30

9.25

9.25

9.20

9.00

8.70

Q OK O. £><J

7.90

7.65

7.45

7.10

6.80

6.50

6.25

6,10

6.00

5.75

5.85

5.90

5.80

July.

f. QC 

0. «7l)

5

QK . yj

6.00

6.00

5.75

5.70

5.60

5.70

5.65

a6. 30

6.80

7.60

6.70

6.70

6.60

6.55

6.50

6.35

6.15

6.00

5.90

5.95

6.00

6.30

6.30

6.40

6.30

6.30

6.15

67.45

8.10

Aug.

6.65

6.55

6.45

6.30

6.45

6.45

6.70

6.65

6.90

6.30

6.00

6.55

6.35

6.65

6.85

6.30

5

QA * yi/

5.50

5.45

5.55

5.65

5.35

5.15

5.05

5.20

5.40

5.50

5.65

5.85

5.85

5.85

Sept.

5.80

5.80

5.55

5.55

5.45

5.35

5.35

5.30

5.25

5.15

5.10

5.00

5.00

4.95

4.90

4.80

4.80

4.70

4.80

4.90

4.90

4.80

4.80

4.80

4.80

4.95

4.95

4.90

4.90

L *. Oft -a\j

Oct.

4.90

4.80

4.80

5.30

5.40

5.40

5.40

5.40

5.30

5.00

4.90

5.00

4.90

4.90

5.00

'5.00

4 * 00 W

......

......

......

4.90

4.95

4.90

5.00

5.15

Nov.

5.10

5.05

5.10

5.15

5.35

5.30

5.25

5.35

5.40

5.25

5.25

5.30

5.45

5.40

5.40

5.35

c; o>» i/. ^3

5.20

5.30

5.40

5.45

5.50

5.50

5.50

5.45

5.45

5.45

5.25

4.95

5.05

Dec.

5.15

5.25

5.15

4.55

4.85

4.70

4.80

4.90

5.05

5.10

5.25

5.25

5.30

5.35

5.35

5.25

5.20

5.15

5.20

5.20

5.20

5.25

5.25

5.15

4.95

4.90

4.85

4.85

4.85

4.85

4.90

o Mountain flood water raised 3 feet during the night; height at 6 p. m. was 7 feet, 

b Raised 3 feet during the night.
NEWBU,] RIO GRANDE. 177

Estimated discharge of the Bio Grande at liio Grando, N. Mex., for 1895.

Month.

Discharge in second -feet.

Max.

1,440 

2,640 

8,030 

6,055 

7,200 

4,430 

2,490 

1.100 

880 

940 

855

Min.

355 

730 

1,610 

2,420 

1,120 

1,005 

705 

530 

630 

655 

605

Mean.

591 

1,371 

5,073 

4,616 

4,630 

1,768 

1,481 

723 

707 

834 

713

Total for 

month in 

acre-foot.

32, 822 

84, 294 

301, 864 

283, 827 

275, 504 

108..710 

91, 063 

43, 021 

43, 472 

49, 626 

43, 841

SAN MARCIAL STATION, ON THE RIO GRANDE.

The observations at this point are made at a gage attached to the 

pier of the railroad bridge about one-half mile south of San Marcial, 

N. Mex. The locality is described in Bulletin No. 131, on page 46. A 

number of discharge measurements have been made at this point during 

1895 by Mr. P. E. Harroun, but, owing to the shifting character of the 

channel, it has not been possible to compute the monthly discharge. 

The bridge piers at this point break the current of the stream so that 

it is difficult to obtain satisfactory measurements at times of high water 

and the river is so broad that it is impossible to stretch a cable across 

it from which to suspend a car or light ferry.

List of discharge measurements made on Eio Grande at San Marcial, N. Mex.

No.

1

?,

4

5

6

7

8

9

10

Date.

1889.

1895. 

Jan. 29

May 19

July 16

Oct. 1

Hydrographer.

G.T.Quinby...... ........

.....do ....................

.....do....................

.....do....................

.....do ....................

.....do....................

.....do ....................

.....do ....................

Meter 

number.

 

104

249>;

25

25

25

25

25

25

25

Gage 

height 

(feet).

1.60

6.40

9.50

7.60

8.60

6.60

6.90

5.30

7.20

7.20

Mean 

velocity 

(feet per 

second)

0.38

0.07

5.49

4.12

2.38

1.99

'1.47

2.17

3.12

Discharge 

(secondfeet).

19

89

7,805

3,458

4,714

1,503

626

15

674

602

Bull. 140 12
178 PROGRESS REPORT, HYDROGRAPHY, 1895. [BOLL, MO. 

Daily gage height of Rio Grande at San Martial, N. Mex., for 1895, in feet.

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.

'e 40 '

5 85

5 50

Feb.

5.80

5.75

6.25

6.40

6.20

6.20

6.25

6.25

6.25

6.30

6.20

6.25

6.25

5.20

5.15

5.10

5.15

5.95

6.00

6.25

6.30

6.45

6.60

6.65

6.60

6.50

6.65

6.75

......

......

......

Mar,

6.80

7.05

7.35

7.35

7 35

7.15

7.00

6.95

7.05

6.80

6.80

6.90

6.95

6.95

6.85

6.95

6. 90

6.80

6.70

6.55

6.70

6.85

6.65

6.60

6.50

6.75

6.95

7.10

7.20

7.40

7.55

Apr.

7.70

7.45

7.50

7.40

7.30

7.40

7.50

7.50

7.10

7.00

7.10

7.,55

7.80

8.35

8.80

8.95

9.00

8.95

9.00

9.20

9.40

9.40

9.50

9.45

9.10

8.65

8.50

8.50

8.50

8.65

......

May.

9.00

8.75

8.50

8.35

8.05

7.60

7.50

7.35

7 15 eigs

6.95

7.05

7.25

7.60

7.85

7.90

7.80

7.65

7.60

7.60

7.45

7.45

8.00

7.85

8.40

8.00

8.40

8.05

8.20

8..S5

8.15

June.

8.00

8.30

8.40

8.50

8.50

8.70

8.90

8.90

8.50

8.50

8.80

8.70

8.90

8.60

8.50

8.25

8.20

8.00

8.00

8.00

7.30

7.30

7.00

7.00

6.30

6.70

6.75

7.10

7.35

7.00

......

July.

7.00'

7.00

6.45

6.40

e'.so

6.30

6.25

6 OK 

. £"J

7.15

9.35

9.20

7.60

7.00'

6.35

6.55

6.30

6.20

6.35

6.50

6.50

7.25

7.50

8.35

8.55

8.00

7.20

7.50

7.10

7.10'

7 80

Aug.

8 75

9! oo

7 ft5

&45

8.55

7.40

1. 30

8

1 A 

 \\J

8.15

7.40

7.35

7.25

7.80

7.75

7.35

7.00

6.45

6.75

6.25

6.50

6.50

6.45

6.60

6.40

6.65

6.50

7.05

7.00

7.95

7.45

Sept.

8

AA. 

. \J\J

7.50

7 ^15

7! oo

6.90

6.80

6.80

6.70

6.50

6.50

6.55

6.50

6.75

6.45

6.10

6.00

5.70

5.60

5.45

5.00

5.00

4.80

4.70

4.70

4.60

4.50

4.50

4.25

5.80

5.70

......

Oct.

5. 70

5! 70

 J, 1 7ft iV

5.80

5.70

6.80

6.00

6.50

e.65

6.65

6.65

6.50

6.50

6.50

6.80

6.75

6.70

6.70

6.70

6.70

6.70

6.70

6.60

6.80

6.50

6.50

6.60

6.60

6.50

6.70

Nov.

6. 60

6.60

6.70

7. 00

7.00

7

AA 

. Uv

7.00

7.00

6.95

6.90

6.95

7.20

7.20

7.20

7.20

7.20

7.35

7.40

7.40

7.30

7.25

7.20

7.40

7.50

7.60

7.50

7.60

7.65

7.60

Dec.

7. 60

7^50

7.30

7.00

6.90

6.90

7.20

7.20

7. 00

7. 00

7.05

7.25

7.20

7.30

7.40

7.60

7.60

7.65

7.60

7.50

7.50

7.50

7.90

7.80

7.55

6.50

6.85

7.00

.......

.......

EL PASO STATION, ON THE RIO GRANDE. 1

Measurements have been continued at this point, at intervals during 

the year, but, as in the case of the localities above mentioned, the shifting character of the channel has prevented the making of satisfactory 

computations of daily discharge. A system of frequent soundings of 

the channel has been put in operation, and by means of this, combined 

with daily observations of height of water and frequent measurements 

of the quantity flowing in the stream, it is probable that satisfactory 

data can be obtained. At the time of the last measurement that of 

December 27 the river was partly frozen.

'Described in Bulletin No. 131, p. 46.
NEWELL.] RIO GRANDE. 179

Daily gage height of llio Grande at El Paso, Tex., for 1895, infect.

Day.

1

3

4..

5

6..

7..

8

9

10.

11.

12.

10 i. O .

14.

15.

16.

17.

18.

19.

20

21.

22.

23.

24.

25.

26.

27.

28.

29.

30.

31.

Jan.

......

......

"e.'so"

6.40

6.45

6.40

6.50

6.60

6.50

Feb.

fi V. 91At}

6.05

5.75

5.70

6.50

6.PO

6.95

6.65

6.60

6.45

6.55

6.50

6.55

7 05

7.10

7.55

6.45

6.00

5.75

5.70

5.70

5.60

5.60

6.55

7.35

6.95

7.05

......

......

Mar.

7 1 . 0*1 \)\f

7.10

7.35

7.75

8.00

8.50

8.40

8.25

8.15

7.80

7.75

7.90

7.90

7.90

7.90

7.90

7.85

7.75

7.50

7.35

7.15

6.90

6.70

0. 50

6.30

0. 15

6.00

6.00

5.85

5.70

7.40

Apr.

7 Q1 1 . QU

8 or 

. OO

8.65

8.90

8.60

8. 50

8. 35

8.20

8.35

8.55

8.30

8.05

7 1 snQ\J

7.55

8.50

9.00

9.70

10.05

10. -25

10.40

10.30

10.30

10.55

10.75

10.80

10.85

10.75

10.25

9.80

9.65

May.

9.60

9 PC 

. uu

9.80

9.80

9.55

9.45

9.20

8.85

8.65

8.40

8.25

8.20

O. Q onLt\J

8.40

8.55

8.80

9.10

9.05

9.15

9.20

9.25

9.35

9.30

9.05

9.30

9.60

9.55

9.50

9.45

9.30

9.40

June.

9. 40

9. 70

9 on 

. oU

10.05

10.05

10.00

10.00

10.00

10.10

10.00

9.75

9.75

9.65

9.80

9.90

10.05

9.95

9.80

9.60

9.45

9.20

9.05

8.85

8.70

8.55

8.35

8.10

7.85

8.05

7.65

July.

7 55

8.' 15

P. O. 11J.u

7.55

7.40

7.40

7.05

6 P.1 . O*J

7 I . ftl VU

7.90

9.05

9.35

10.45

11.60

1.2. 00

11. 75

9.25

8.55

8.15

7.90

7.60

8.05

8.10

9.00

9.60

10.10

10.35

9.95

8.90

8.55

8.30

Aug.

8.95

8 . si OJ

9.85

10.95

9.85

9.60

9.65

9.10

8.75

8.55

8.85

9.10

8.95

8.40

8.35

8.50

8.75

8.60

8.65

8.60

8.20

8.15

7.65

7.50

8.25

7.90

7.25

7.25

7.40

7.40

8.25

Sept.

9.55

8.85

8.45

8.05

7.90

7.70

7.45

7.25

7.40

7.45

6.80

6.65

6.45

6.40

6.30

6.20

6.30

5.95

5.80

5.70

56 65

5.55

5.45

5.35

5.30

5.30

5.15

5.10

5.05

5.05

Oct.

5 1 ^ 

. J.O

5.40

5.40

5.35

5.35

5.10

5.10

5.05

5.10

5.10

5.05

5.10

5.10

5.10

5.00

5.00

5.00

5.60

5.60

5.55

5. 50

5.50

5.45

5.35

5.25

5.20

5.20

5.20

5.20

5.30

5.40

Nov.

5.45

5.50

o. i uuin

5.50

5.50

5.60

5.60

5. 70

5.85

5.90

6.00

6.30

6.30

6.40

6.55

6.60

6.60

0.70

6.90

6.90

6.90

6.90

6.90

7.00

7.00

7.05

7.40

7.70

7.75

7.65

Dec.

7 55

7 1 . U3 11 

7. 50

7.45

7.35

7.20

7.10

6.90

6.90

6.95

7.05

7.00

6.90

6.80

6 80

6.80

6.85

7.00

6.95

6.95

7.00

7.25

7.30

7.30

7.25

7.60

7.40

7.25

7.15

6.. 35

6.10

List of discharge measurements made on Bio Grande at El Paso, Tex.

No.

?,

5

7'

8

Date.

1895.

July 19

Oct. 3

Nov. 21

Dec. 4

Dec. 16

Dec. 27

Hydrographer.

.....do ....................

.....do ....................

.....do ....................

C.C.Babb. ................

Meter 

number.

24

91

91

25

25

61

26

62

Gage 

height 

(feet).

6.40

8.10

7.90

5.70

6.90

7.50

6.80

7.42

Mean 

velocity 

(feet per 

second).

n 87

0.71

1.63

0.23

1.55

1.37

1.13

1.50

Discharge 

(secondfeet).

OOfl

1,039

761

26

392

423

266

386
180 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140. 

RIO GRANDE VALLEY, NEAR ALBUQUERQUE.

BY PHILIP E. HARROUN.

The portion of the valley of the Eio Grande on the east side of the 

river, between Albuquerque arid the Pueblo village of San Felipe, 

affords a typical illustration of the method of irrigation practiced by 

the Mexican communities of this portion of the Territory at the present 

time.

The valley is long and narrow, extending in a general north-and-south 

direction. Its altitude ranges from 4,950 at Albuquerque on the south 

to 5,200 feet at San Fejipe on the north. The cultivated laud varies 

from one-fourth of a mile to 3 miles in width between the river and the 

foothills on the east. The soil is alluvial and sandy and is very fertile, 

but has some traces of alkali, which experience has shown to be successfully overcome by proper drainage and washing. Meteorological 

observations have not as yet been extended over a sufficient period to 

determine accurately the rainfall, but the average is about 7.2 inches 

annually, about 4.6 inches falling in the so-called rainy season during 

June, July, August, and September. The precipitation in these months, 

however, occurs mostly in sudden showers, and is of little benefit to 

agriculture on this account. The winters are in general dry and bright, 

snow falling occasionally, but soon melting. In the spring the valley 

is subject to severe hot windstorms from the south and west, the effect 

of which is deleterious to vegetation.

The water supply of the valley is derived from the Eio Graiide by 

means of numerous small canals ranging in capacity from 10 to 30 

cubic feet per second. The order of these canals from north to south 

is the Algodones, Santa Ana, Bernalillo, Sandilla, La Ladera or 

Alamida, Los Kanchos, Los Griegos de Candelaria, La Varela, Duranis, and Albuquerque, of which the Santa Ana and Sandilla are controlled entirely by the Indians of those pueblos, but these canals differ 

in no respect from those,constructed by the Mexicans. The heads of 

these canals are of two kinds open cuts in the bank and diverting dams 

of. brush. Of the former class are the Santa Ana, Sandilla, Los Ran 

chos, Los Griegos, and La Varela, having no head-works of any description. A cut is made in a bend of the river bank against which the 

river impinges and the water is drawn off. The other ditches have 

diverting dams of brush directing the current into the ditch. These 

dams are constructed by driving cottonwood or willow stakes into the 

sandy bottom of the river and placing between them fascines of brush 

weighted down by heavy bowlders, while sods are distributed along 

the upper face. These dams are not tight, much of the water finding
NEWELL.] RIO GRANDE VALLEY. 181

its way through, but they serve to deflect the current toward the head 

of the ditch and raise the water level from 0.4 to 1 foot. There is one 

other method of taking water from the river, as shown in the Algodones ditch. The head of this ditch is at a rapid of the river about 

one-fourth of a mile below the pueblo of San Felipe. About 25 feet 

from the east bank and extending downstream parallel to it a brush 

and bowlder wing dam is carried a distance of about 800 feet to the 

head of the rapids. At this point the diversion from the river is made 

and the ditch proper begins.

There are no regulating gates or sluices whatever. When the river 

falls it is found necessary to carry the ditch upstream in order to secure 

water, while upon a rise of the river the water often enters the ditch 

in such volume as to cause it to break its banks and flood the lands 

below. It will be seen that the position of the head of one of these 

ditches varies with the height of the river, the variation being at 

times as great as 2 miles. At each flood these diverting darns are 

washed out and replaced again when the river has fallen.

After leaving the head these ditches are carried diagonally from the 

river, as a rule following the contour of the ground toward the land to 

be irrigated, the distance varying from one-half mile to 3 miles. The 

irrigated lands lie directly under the ditch,.the water being taken 

from small sluice boxes directly onto the land. There are no laterals 

in the proper sense, but on each side of every field is usually a small 

ditch carrying from one-half to 1£ cubic feet per second to the more 

distant lands, rarely more than 1,200 feet away. These distributing 

ditches are from 100 to 400 feet apart, but are not permanent, and are 

likely to be changed after each irrigation.

The method of applying the water is wholly that of flooding. When 

water is needed the sluice boxes are opened and it is allowed to flow 

over the land until the irrigator is satisfied. The practice is usually to 

flood the laud to a depth of from 3 to 4 inches over the entire surface. 

The principal crops are wheat, corn, and alfalfa. Corn and wheat are 

irrigated once every two weeks, or less frequently, depending upon local 

climatic conditions, while alfalfa is irrigated about twice as often.

All the ditches carry a surplus of water, and as a consequence the 

use of water is excessive. The surplus water from the irrigated fields 

and the ditches is allowed to find its own way to the river, and the 

result is that during the irrigation season, from April 1 to November 1, 

the roads are almost impassable, and nearly as much land lies waste in 

swamps as is under cultivation.

The bed of the Eio Grande in the upper portion of this valley is 

generally gravelly, the underlying strata being of such a character as 

to prevent excessive seepage; but below Bernalillo the bed changes to 

an exceedingly treacherous quicksand and the seepage is excessive. 

There has never been any scarcity of water in the valley down to the 

neighborhood of Peralta until 1894, when, for the first time in the
182 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

memory of the oldest inhabitant, the river went dry near Gorrales, 

and all the ditches from Los Ranches down were without water.

The amount of land irrigated by these ditches is variable, changing 

from year to year with the caprice of the people, and it can not be 

ascertained with any considerable degree of accuracy. There has never 

been a survey of the ditches or lands under them, and there are no maps 

or records. The total amount of land under ditch is estimated to be 

approximately 12.000 acres, of which 3,200 acres are under cultivation. 

Of the balance, 1,800 are in swamps and meadow lands from the waste 

water of irrigation and the ditches, while the remainder is uncultivated not from any lack of water or other natural cause, but apparently from lack of enterprise.

It is impossible to estimate the area supplied by.each ditch, for lands 

lying under one ditch and belonging naturally to its system may be 

irrigated from a higher one. Should a consumer have difficulty with a 

major-domo of his community ditch he may apply to the community of 

any other ditch for admission, and if they consent he may become one 

of their number, with all the rights and privileges, provided only that 

he furnish his quota of the labor assessed. This custom makes it 

exceeding difficult to determine the land served by each ditch.

Each ditch is owned and controlled by the owners of the land irrigated 

by it. Each fall an election is held, at which is elected a major-domo, 

who has full control of the ditch for the succeeding season. He assesses 

the land for the necessary labor to free the ditch from the silt of the 

preceding -year and keep the ditch in repair during the irrigating season, formulates the local regulations, proportions the water to each 

consumer, and conducts all matters in relation to the ditch. Before 

the irrigation season opens he makes a "survey" of the laud each owner 

expects to cultivate, and an assessment of labor is then made accordingly. The assessment made in general is such that he who holds a 

tract of about 6 acres is required to furnish the labor of one man in 

cleaning and repairing the entire ditch in the spring, while he who holds 

12 acres is required to furnish one man's labor on the ditch as it may 

be required for the entire season. Tracts of greater or less acreage are 

assessed at about this rate.

The proportioning of water to consumers by the major-domo is 

entirely arbitrary, although supposed to be based on acreage, no measurements being made. The water is turned onto the land, and when 

the major-domo considers that enough has been allotted it is turned off 

again. As all the ditches in this section carry an excess of water this 

plan has no opponents.

The major-domo is responsible to the consumers in case of damage 

arising from his negligence in care of the ditch. In this event, a committee is asked for by the injured party; This committee proceeds to 

inquire into the facts of the case, and should the major-domo be found 

at fault they assess damages, which the major-domo must pay. The
NEWELL.] RI0 GRANDE VALLEY. . 183

major-domo is paid for his services in the superintendence and care of 

the ditch by each consumer in accordance with the work assessed, the 

rate usually being 2 castales of corn (about 2£ bushels), or its equivalent, for each man sent to the ditch. He also receives water for his 

land free.

These ditches present?many features in common, but their individual 

discharge, area, velocity and similar details are of interest. The following descriptions are based upon the results of a field examination 

made between August 20 and 30,1895.

The Algodones ditch supplies the lands adjacent to and below the 

villages of Algodones and Angostura. It heads about one-fourth of a 

mile south of the'pueblo of San Felipe, on the east side of the river. 

The head of this ditch is formed by a wing dam constructed by driving cottonwood stakes into the river bottom and interlacing fascines of 

brush between them. The brush is then weighted with bowlders and the 

inner slope sodded to make it as tight as possible. This dam. extends 

into the river parallel to and about 25 feet from the east bank for a distance of about 800 feet,from the point where the ditch proper begins. 

Its height averages about 2 feet, and it fulfills the function of a regulator 

also, as when the river rises the water spills over the entire length of 

800 feet and enters the ditch at a fairly constant level. After leaving 

the head the ditch is carried a distance of 3 miles along the bottom 

lands to the town of Algodones, where the water is first used for irrigation. Its total length is 4.8 miles, only the lower 1.8 miles of ditch 

being available for irrigation. At the tail this ditch passes under the 

Santa Ana ditch through an ordinary box culvert and discharges its 

surplus waters into the Bernalillo ditch. The Algodones ditch, as 

gaged 600 feet below the head, carries 9.9 cubic feet per second. Its 

.sectional area is 7.8 square feet; mean depth, 0.82 foot; mean velocity, 

1.27 feet; maximum sectional velocity, 1.44 feet; and its surface width, 

9.5 feet at full capacity. The mean velocity is such that it does not 

prevent the growth of weeds or the deposition of silt, the latter being 

about 12 inches in depth annually.

The Santa Ana ditch is controlled wholly by the Indians of that 

pueblo, and is used to irrigate their lands, which extend opposite and 

for some distance below the town of Algodones. This ditch has no 

head-works of any description, a cut being made in the bank of the 

river and the water drawn off. At a point 300 feet below the head it 

has a surface width of 8 feet; sectional area, 7.8 square feet; mean 

.depth, 0.98 foot; mean velocity, 2.69 feet; maximum sectiooal velocity, 

2.90 feet, and a discharge of 21 cubic feet per second. Although this 

section was in light sand, there was no scour nor was there any deposit 

.of silt. At a distance of 3 miles below the head and immediately above 

the point from which water is first drawn for irrigation the ditch was 

found to have a width of 7 feet; sectional area, 8 square feet; mean 

depth, 1.14 feet; mean velocity, 1.64 feet; maximum sectional velocity,
184 PROGRESS REPORT, HYDROGRAPHY, 1895. [BOLL.WO.

1.93 feet, and a discharge of 13.1 cubic feet per second. At this point 

there was found a deposit of silt where the sectional velocity fell 

below 1.80 feet per second. The total length of this ditch is 8.4 miles; 

water is drawn from it only occasionally throughout the lower 5.4 miles. 

At the tail it discharges into the Bernalillo ditch.

The Bernalillo ditch is the next in order, its nead being located about 

2.2 miles above Algodones. The current of the river is directed toward 

the mouth by means of a stake and brush dam of the same description 

as that of the Algodones ditch, except that this dam is carried diagonally across the river from bank to bank. From the head the ditch 

extends for a distance of 4.4 miles to the upper edge of the town of 

Bernalillo, where the first service is required. From there it is carried 

along the edge of the foot hills and finally tails into the Sandilla ditch, 

7.9 miles from the head. This is one of the largest ditches in this section, having immediately above its point of service a width of 15 feet; 

area, 19.5 square feet; mean depth, 1.30 feet; mean velocity, 1.28 feet; 

maximum sectional velocity, 1.58 feet per second, and a discharge of 

25.1 cubic feet per second.

The Sandilla ditch is controlled entirely by the Indians of that 

pueblo. Its head is immediately opposite the town of Bernalillo, and 

consists of an open cut, with no dam. Owing to the low state of the 

river, the ditch was carrying at the time of gaging but 7.4 cubic feet 

per second, with a surface width of 10.3 feet; area, 4.1 square feet; mean 

depth, 0.39 foot; mean velocity, 1.80, and maximum sectional velocity 

2.14 feet per second. Its discharge, when full, is in the neighborhood 

of 18 cubic feet per second. Service is first required at the pueblo of 

Sandilla, 4.2 miles below the head, and is carried from there 3.4 miles 

below, where the ditch tails into the Alameda.

The Alameda ditch heads opposite the settlement of Corrales on the 

east branch of the river. It has the ordinary brush-diverting dam 

common to the section. Its surface width is 13 feet; sectional area, 

16.1 square feet; mean depth, 1.24 feet; mean velocity, 1.52 feet; and 

maximum sectional velocity, 1.86 feet per second, and the discharge is 

24.5 cubic feet per second. Irrigation under this ditch first begins onehalf mile below the head, and is carried nearly continuously to the tail, 

a distance of 4.3 miles, where it is turned loose upon the land, much of 

its water forming swamps, and finally finding its way into Los Banchos 

ditch.

Los Eanchos ditch heads immediately above the Eio Grande bridge 

at Corrales. Its head is in an open cut. At a point one-half mile below, 

where the section becomes fairly'constant its surface width-is 12 feet; 

sectional area, 11.4 square feet; mean depth, 0.95 foot; mean velocity, 

1.98, and maximum sectional velocity, 2.11 feet per second, and a discharge of 21.6 cubic feet per second. From the head the ditch is 

carried a distance of 4.6 miles, where it bifurcates, one branch being 

carried toward the foothills and through the upper portion of the town of
NEWELL.] RIO GRANDE VALLEY. 185

Albuquerque, while the other branch turns to the west and discharges 

into the Varela ditch, after passing under Los G-riegos ditch. Its total 

length, including branches, is 13 miles, of which about 10 miles are in 

service.

Los Griegos ditch heads about 1£ miles above Los Ranches de Albuquerque, and is also of the open-cut variety. At a point 1£ miles below 

the head, where service is first required, it has a surface feet of 9 feet; 

sectional area, 12.3 square feet; mean depth, 1.37 feet; mean velocity, 

1.73 feet, and maximum sectional velocity 1.84 feet per second, while its 

discharge is 21.3 cubic feet per second. Its total length is 6.6 miles. 

It passes through the town of Albuquerque and discharges through the 

flats below to the river.

The Yarela ditch heads about one-half mile below Los Griegos, in a 

bend of the river. At the time this ditch was examined there was no 

water running, as the river had fallen 1 foot below the bottom of 

the ditch. It was being cleared of silt, deepened, and carried up the 

river, where a brush dam was to be constructed to overcome the difficulty. Upon completion this ditch will carry about 20 cubic feet per 

second. Its length is about 4.5 miles, tailing out a short distance 

above the town of Albuquerque. Service is first required 1 mile below 

the head.

The Duranes ditch heads 3 miles above the old town of Albuquerque, passes below the town, and tails about 1 mile farther down. 

Its total length is 4 miles; its service 3.5. It has the common brush 

diverting dam and carried about 11 cubic feet per second when at its 

full capacity. At a point about 300 feet below the head its width was 

11 feet; area, 8 square feet; mean depth, 0.73 foot; mean velocity, 0.93 

foot, and maximum sectional velocity, 1.01 feet per second, and the 

discharge is 7.G cubic feet per second. . The Albuquerque ditch, the last of the series, heads 1,500 feet below 

the Duranes ditch, and is of the same class. Its length is 4.3 miles, of 

which 3.7 miles are in service. One-half mile below the head it crosses 

under the Duranes ditch, passes to the east and through between Albuquerque and Old Town, tailing out in the same vicinity as the Duranes. 

Its flow is about 16 cubic feet per second. At the time visited, in 

August, 1895, its width was 12 feet; area, 7.8 square feet; mean depth, 

0.65 foot; mean velocity, 1.38 feet, and maximum sectional velocity, 1.54 

feet per second, and it discharged 10.8 cubic feet per second.

As is apparent, the use of water is in every way excessive, there 

being in the neighborhood of 3,200 acres cultivated, for which the 

ditches aggregate 188 cubic feet per second, or about a duty of 17 acres 

to the second-foot. All ditches, carry a quantity greatly in excess of 

that required to serve the land under them, and as a rule their condition 

is such that breaks are frequent, allowing the escape of water. The 

method of irrigation is also exceedingly wasteful, and the quantity of 

water used is much greater than necessary. Many of the crops present
186 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

the appearance of having been drowned out. In addition to this, the 

excessive use of water has caused the appearance of alkali, especially 

in the Bernalillo section, bringing the salts to the surface and, as there 

is no drainage, forming the characteristic alkali crust.

With one canal leaving the river at or about the pueblo of San 

Felipe, constructed on modern principles, and with proper drainage of 

the land below and proper irrigation methods, the entire valley would 

be a garden. The maintenance of such a canal would be but a small 

fraction of that required by the present system, and its cost small in 

comparison.

COLORADO BASIN.

During 1895 a number of new stations for measuring the flow of 

Colorado River and its tributaries have been established, and the others 

described in Bulletin No. 131, on pages 47-52, have been maintained. 

Most of these stations are in Colorado, there being a few in Utah and 

Arizona. The most northerly station is that on Green Eiver, at the 

point of crossing by the Union Pacific Eailroad. Next to this is the 

station on White Eiver, in northwestern Colorado, and farther south 

the group in the vicinity of Grand Junction, Colo.

GRAND RIVER. 1

GRAND JUNCTION STATION, ON GRAND RIVER.

This station is described in Bulletin No. 131, on page 48. The gage 

is located at the north end of the wagon bridge crossing Grand Eiver. 

Observations are taken by B. W. Vedder, engineer of the city waterworks, at 7 a. m. and 6 p. m. The gage is vertical and is fastened by 

means of bolts set into the stone pier. The 12-foot mark is on a level 

with the top of the bridge abutment. The river at this point is very 

broad, subdivided into two or more channels, the one on the left being 

usually swift and the other on the right somewhat sluggish. On December 24 it was found that the east channel of the river was frozen. 

Eeadings had been stopped on December 20. This river usually opens 

in March. There is necessity for a second rod to be placed in the left 

channel about 580 feet from the present rod, as probably 90 per cent of 

the water flows, in this portion.

The drainage area of Grand Eiver has been measured, by means of a 

planimeter, from the land office map of Colorado dated 1892, giving the 

following figures;

-., ... Drainage area of Grand Eiver.

Sq. miles.

At Glenwood Springs, Colo................................................. 5,838

At Grand Junction, above mouth of Gunnisou Eiver....................... 8,644

At Grand Junction below mouth of Gunnison River (of this, above Uncornpahgre 497 square miles, and Gunnison River at mouth 7,935 square miles). 16,579

'Observations of.height of water hare been maintained on Grand Eiver at Shoshone, 100 miles 

above Grand Junction, from July 1 to October 25, 1896, by the Denver and Rio Grande Railroad.
NEWELL.] GRAND RIVER, COLORADO. 187 

List of discharge measurements made on Grand River at Grand Junction, Colo.

Date.

1894. 

Oct. 18

1895.

Oct. 1

Hydrographer.

.....do................

.....do................

Meter 

number.

22

55

61

Gage 

height 

(feet).

2.10

4.03

0.82

Area of 

section 

(square 

feet).

2,860

1,009

Mean 

velocity 

(feet per 

second).

1.10

5.77

2.04

Discharge 

(secondfeet) .

1,585

16, 500

2,059

Daily gage height of Grand River at Grand Junction, Colo., for 1894, infect.

Day.

1.... ........

2............

3............

4............

5............

6............

7............

8............

9............

10.........:.

11 ...........

12...........

13

14...........

15...........

16...........

.Oct. Nov.

3.05

3.00

2 95

3.00

2

Qe

2 90

2 on

2

QC

2

QC

2.90

3

1 A

3.10

3.00

 > fifi

2.60

2.40

Dec.

2.00

2.00

2.00

2.00

1.85

1.80

1.70

1.80

1.80

1.80

1.90

2.00

2.10

2.10

2.10

2.20

Day.

17............

19

19' ............

20. ........- -.

21............

22............

23............

24............

25............

26............

27............

28............

29............

30............

31............

Oct.

2.10

2.20

2.70

2.85

 2.75

2.65

2.60

2.60

2.75

2.85

3. 30.

3.15

2.95

2.90

Nov.

2.05

2.60

2.60

2.60

2.60

2.70

2.70

2.60

2.60

2.40

2.25

2.10

2.05

2.00

.Dec.

2.40

2.50

2.60

2.70

2.80

2.80

2.70

2.60

2.60

2.50

2.40

2. 35

2.20

2.10

2.10

Daily gage hciylit of Grand River at Grand Junction, Colo., for 1895. in feet.

Day.

1..

2..

3..

4..

5..

6..

7.. 8..-

9..

10.

11.

12.

13.

14.

15.

16.

17.

38.

19.

20.

21.

22.

23.

24.

25.

26.

27.

28.

29.

30.

31.

Jan.

2. ]0

2.15

2.20

2.20

2.30

2. 30

2.30

2.30

'2.30

2.40

2. 40

2. 40

2.40

2. 40

2.40

2.40

2.50

2.60

2.60

2.60

2.60

2. 40

2.40

2.30

2.30

2.30

2. 30

2.30

2.30

2.30

2.40

Fob.

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.35

2.30

2.20

2.15

2.10

2.10

2.10

2.20

2.30

2. 35

2.40

2.40

2.55

2.70

2.80

3.00

3.25

3.25

3.10

Mar.

3.00

3.00

3.00

2.95

2.85

2.80

2.75

2.90

2.90

2.90

2.85

2.85

2.75

2.65

2. GO

2.30

2.60

2.70

2.75

2.90

3.00

3.00

3.00

3.00

3.00'

3.10

3.15

4.50

3.20

3.20

3.20

Apr.

3.10

3.05

3.00

3.00

3.00

3.00

3.05

3.20

3.25

3.35

3.40

3.65

3.95

4.05

4.20

4.30

4.40

4.50

4.60

4.75

4.50

4.35

4.20

4 OK 

. UtJ

4.50

4.55

4.80

4.95

5.00

5.10

May.

5.10

4.95

4.60

4.35

4.25

4.15

4.10

4.20

4.40

4.75

5.10

5.25

5.40

5.55

5.70

5.50

5.20

4.80

4.70

4.60

4.50

4.55

4.60

4

KA 

. *J\J

4.40

4.40

4.50

4.60

4.50

4.35

4.20

June.

4.10

4.20

4.20

4.30

4.40

4.40

4.50

4. GO

4.60

4.70

4.90

5.10

5.10

5.20

5.30

5.40

5.40

5.30

4.90

4.55

4.30

4.00

4.00

3.90

3.85

3.90

3.95

3.90

4.35

4.45

Jnlyi

4.20

4.05

3.90

3.65

3.50

3.40

3.25

3.30

2.90

2.80

2.90

3.05

3.10

2.95

2.85

2.65

2.45

2.40

2.30

2. 30

2.25

2.15

2.10

2.10

2.00

2.00

2.00

2.00

2.00

1.90

2.00

Aug.

2.10

2.30

2.20

2.10

2.10

2.00

2.00

2.00

2.00

2.00

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.80

1 . 80

1.95

2.25

2.05

1.90

1.85

1.85

1.85

1.85

1.85

1.85

1.85

Sept.

1.80

1.70

1.70

1.70

1.70

1.70

1.70

1. 70

1.70

1.60

1.60

1. CO

l.GO

1.50

1.60

1.60

1.60

l.GO

1.60

l.GO

1.60

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.10

1.00

Oct.

aO.90

0.80

0.80

0.85

0.90

0.90

0.90

0.90

0.80

0.80

0.80

0.80

0.80

0.80

0.75

0.70

0.70

0.70

0.70

0.70

0.70

0.70

0.70

0.60

0.60

0.60

0.60

0.60

O.GO

0.60

0.50

Nov.

0.50

0.50

0.50

0.50

0.55

0.60

O.GO

0.60

0.50

0.50

0.50

0.50

0. 55

0.60

0.60

O.GO

O.GO

0.50

0.50

O.GO

O.GO

0.60

0.70

......

Dec.

0.30

0.30

0.30

0.20

0.20

0.20

0.20

0.20

0.20

0.20

0.20

0.20

0.20

0.20

0.20

0.20 

0.20

0.20

0.10

0.10

0.10

a Gage lowered 1.5 by A. P. Davis, as the water had fallen below the zero of the gage. This 

amount has been added to the original observations from October 18, 1894, to September 30, 1895. 

b March 28 the Grass Vallev reservoir broke.
188 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

GUNNISON RIVER.

Gunnison Eiver is the largest tributary of Grand River. It rises in 

the mountains of south central Colorado, its head-waters interlacing 

with those of the Rio Grande and Arkansas. The water supply is 

large, and in most localities is in excess of the demands made upon it. 

Measurements of this stream and of its largest branch, the Uucompahgre, have been made during 1895, a station being established on the 

latter, near Fort Crawford, 8 miles above Montrose, and on the Gunnison itself near the point where it joins the Grand River at Grand 

Junction.

FORT CRAWFORD STATION, ON UNCOMPAHGRE RIVER.

This station was established by Mr. F. Cogswell in June, 1895. It is 

about one-half mile east of Fort Crawford switch, on the Denver and 

Rio Grande Railroad, the nearest post-office being Uncompahgre. The 

gage is at the railroad bridge^ east of the post-office and switch, being 

bolted to the lower side of one of the piers. Discharge measurements 

are made from the highway bridge. The bench mark consists of a spike 

driven in the base of a cottonwood post and is 4.18 feet above the 5-foot 

mark. A short distance above the bridge is an island. The water of 

both channels unite at the point of measurement. The Uncompahgre 

ditch heads a short distance below.

List of discharge measurements made on Uncompahgre Eiver at Fort Crawford, Colo.

No.

1

2 

3 

4

Date.

1895.

Aug. 26 

Oct. 7 

 Nov. 18

Hydrographer.

.....do............. 

.....do............. 

.....do.............

Metor 

number.

55

14 

14 

14

Gage 

height 

(feet) .

4.60

3.25 

2.60 

2.55

Area of 

section 

(square 

feet).

123

64 

43 

41

Mean 

velocity 

(feet per 

second).

6.80

3.38 

2.05 

2.23

Discharge 

(secondfeet).

834

218 

89 

92

A rating table has been made from the above-mentioned measurements by sketching a curve through the point given by measurement 

No. 1, 0.02 feet below No. 2, 0.01 below No. 3, and 0.07 above No. 4. 

This is fairly applicable for 1895.

Bating table for Uncompahgre River at .Fort Crawford, Colo.

Gage 

height.

Feet.

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

Discharge.

Second-feet.

21

38

55

72

90

108

127

147

167

188

211

235

200

Gage 

height.

Feet.

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

Discharge.

Second-feet.

.287

315

356

379

415

454

497

547

601

665

740

835 .

955
NEWELL.] UNCOMPAHGRE AND GUNNISON RIVERS. 189

Daily gage height of the Uncompahgre River at Fort Crawford, Colo.,for 1S95, in feet.

Day.

1...... ..............

3....................

4....................

5....................

c....................

7....................

8....................

9....................

10...................

11...................

12...................

13...................

14...................

15...................

16...................

17...................

18...................

19. ..................

9n

21 ...................

22...................

23...................

25...................

26...................

97

28...................

29...................

30...................

31...................

June.

4.60

4. 75'

4.75

5.05

4.85

4.65

July.

4.60

4.60

4.40

4.45

4.50

4.45

4 OK

4.30

4.15

4.20

4 40

4.10

4.10

4.05

4.00

3.90

3.80

3.70

3. CO

3.55

3.50

3.40

3.35

3.25

3.25

3.15

3.35

3.30

Aug.

3

CK

3.45

3.40

3 9ft

3.10

3

nc

3.00

3..05

3.00

4.50

4.45

3.95

3.65

3.50

3.30

3.20

3.30

4.10

3.45

3.35

3.20

3.20

3.25

3.20

3.20

3.05

Sept.

3.00

3.00

3.00

2.90

2

QA

o on

2 70

2.70

9 70

9 70

2 7A

2. GO

2 AO

2.60

2.60

2 ^n

2.50

2.50

3.00

2.75

2.85

2.85

2.85

2.80

2.80

2.75

2.70

2.70

2.70

Oct.

2.60

2.55

2 50

9 in

2

CC

2

p.c

2.55

9 ^n

o en

9 <;n

2 50

2.45

2.40

2

A(\

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.50

2.60

2.50

9 1A

2.50

2.50

9 <\n

9 fin

Nov.

2.50

2.50

2

CA

2 t\(\

ft Ort

2.40

2

Cf»

9 ^fl

2.50

2 *in

2

CA

2

Crt

2. CO

2.50

2

Rn

2.60

2.60

2.60

2.60

2 (J5

2.60

2.60

9 ft*

2.60

2.60

2.60

2.55

2.55

Doc.

2

CK

2

fjc

2.60

2.60

2.65

2.60

2 f\f\

2 fifi

2.50

2.60

2.60

2 65

2.60

2.60

2.60 9 *;<;

2.60

2 in

2.60

2.75

2.45

*> ^fi

2.80

3.10

3.45

2.90

3.20

3.00

3.40

Estimated discharge of Uncompahgre River at Fort Crawford, Colo. 

[Drainage area, 497 square miles.]

Month.

1895.

July...........

September .....

November .....

December .....

Discharge- in second-feet.

Maximum.

835

167

09

99

200

Minimum.

200

167

72

55

55

9

Mean.

465

. 278

117

70

82

106

Total for 

month in 

acre-feet.

1 7 nQd

6,903

4,879

6,518

Run-off.

Depth in 

inches.

1.08

0.64

0.27

0.19

0.24

Secontlfeet per 

square

mile.

0.94

0.50

0.24

0.17

0.21

WIIITEWATEU STATION, ON GUNNISON RIVER.

This point of observation is at the railroad station of Whitewater, 

13 miles southeasterly from Grand Junction, and is on the right bank 

of Gunnison Eiver. The gage rod was placed OIL April 11, 1895, by 

the Denver and Bio Grande Eailroad Company, the station agent being 

observer. The gage consists of vertical rod graduated to feet and 

halves. A cable is stretched across the river at this point and is used 

by the residents of the vicinity for the purpose of crossing the stream. 

No measurements of discharge have been made at this point.

GEAND JUNCTION STATION, ON GUNNISON KIVEU.

This station was originally located at the pump house of the Denver 

and Eio Grande Eailroad, 1 mile from town, beyond the railroad 

bridge crossing Grand Eiver. It Avas found, however, that the height
190 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

on the rod at this point was influenced greatly by high water in the 

Grand. It was therefore decided to place a new gage at the highway 

bridge, about one-half mile farther upstream. This was fastened to 

the pier of the bridge on July 3,1895, the attempt being made to so 

place it that the readings should coincide with those on the old gage 

at the pump house. The observer was instructed to read both gages 

for one month, in order to obtain comparative results. On October 1 

the water had gone down and it was found that the gage at the wagon 

bridge was of doubtful value, as* mud was deposited against it so that 

it could not be read. The gage at the bridge is vertical and consists of 

a 2-inch by 6-inch timber divided into tenths of a foot. It is bolted to 

the stone bridge pier. The initial point for soundings is on the right 

bank at the end of the bridge. The channel above the station is curved, 

but below is nearly straight. The right bank is low and liable to overflow, but the left is high and rocky, with still water at low stages. The 

top of the capstone is 3.6 feet above the 14-foot mark on this gage.

Daily gage height in feet of Gunnison River at Grand Junction, Colo., for 1894.

Pay.'

1...... ......

3............

4............

6............

8............

10...........

11...........

12...........

13...........

15 ...........

16 ...........

Cot.

........

Nov.

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60 

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

Dec.

1.7

1.7

1.7

1.7

1.7

1.7

1.7 '"'i.'e'

1.6

1.6

1.6

1.6

1.6

1.6

1.6

Day.

17............

1 o

| 19............

20............

21............

22............

23 ............

24............ 

25............

26............

27............

28............

29............

30............

31............

Oct.

1.25

1.60

1.70

1.60

1.60

1.60 

1.60

1.60

1.60

1.80

1.80

1.60

1.60

Nov.

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60 

1.40

1.40

1.40

1.40

1.40

Dec.

1.7

1.7

1.7

1.7

1.7

1.7

1.7

1.7 

1.7

1.7

1.7

1.7

1.7

1.6

1.6

List of discharge measurements made on Gunnison River at Grand Jimction, Colo.

No.

1

2 

3 

4

Date.

1894. 

Oct. 17

1895. 

June 28 

July 17 

Oct. 1

Hydrographer.

.....do............. .....do.:...........

.....do.............

Meter 

number.

22

55 

55 

61

Gage 

height 

(feet).

1.25

4.74 

3.60 

1.95

Area of 

section 

(square 

feet).

1, 405 

1,328 

996

Mean 

velocity 

(feet per 

(second).

0.80

2.94 

1.99

0.78

Discharge 

(secondfeet).

748

4,178 

2,642 

781
NEWELL.] GUNNISON, DOLORES, AND SAN MIGUEL RIVERS 191 

Daily gage height of G-unnison River at Grand Junction, Colo,, for 1895, in feet.

Day.

1..

2..

3..

4..

5..

G..

7..

8..

9..

10.

11.

12.

13.

14.

15.

1C.

17.

18.

 19.

20.

21.

22.

23.

24.

25.

20.

27.

28.

29.

30.

31.

Jan.

1.60

1.60

1.60'

1.60

'1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.70

1.70

1.70

1.70

1,70

1.70

1.70

1.70

1. 70

1.70

1. 70

1.70

1.70

1.70

1.70

1.70

 1.70

1.70

1.70

Feb.

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

.1, 70

1.70

1.70

1.70

1.70

1.70

1.90

1.90

1.90

1.90

1.90

......

Mar.

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.60

1. GO

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

l.GO

1.60

1.60

1.60

1.85

1.50

1.50

2.20

2.60

2.90

3.00

Apr.

3.20

3,00

2.10

2.90

3.20

2.90

2.65

3.20

3.25

3..60

3.75

4.20

4.65

5.05

5.60

5.15

4.70

5.40

5.90

G.85

7.05

6.90

6.70

6.55

6.70

6.90

6.90

6.45

7.05

6.95

May.

6.00

5.70

5.45

5.10

5.00

4.80

4.50

4.50

6.15

6.65

7.20

7.00

6.90

7.00

7.20

7.20

7.05

6.65

6.10

6.00

6.05

0.30

6.00

G. 00

5.50

5.25

5.05

5.40

4.60

5.25

5.25

June.

5.25

5.35

5.35

5.50

5.45

5.50

5.70

6.05

6.25

6.35

6.60

6.80

6.80

6.70

6.65

6.70

6.60

6.35

5.70

5.25

5.20

5.00

5.00

4.95

5.05

5.10

5.10

5.00

5.05

5.55

July.

5.30

5.05

4.85

4.55

4.25

4.15

3.85

3.85

3.75

3.95

3.95

4.15

4.25

4.50

3.80

3.65

3.55

3.50

3.35

3.05

2.90

2.85

2.75

2.65

2.65

2.60

2.60

2. GO

2.55

2.50

2.75

Aug.

3.05

3.00

3.00

2.90

2.90

3.00

2.80

2.90

2.70

2.80

2.20

2.20

2.20

2.30

2.30

2.10

2.00

2.10

2.80

2.80

2.85

3.00

3.20

2.80

2.20

2.10

2.00

2.00

1.10

1.10

1.90

Sept.

1.90

1.90

1.90

1.80

1.80

1.80

1.80

1.60

1.60

1.60

1.50

1.50

1.50

1.50

1.60

1.60

1.60

1.60

1.60

1.70

1.70

1.60

1.60

l.GO

1.60

1.60

1.60

1.60

1.60

1.60

Oct.

1.60

1.60

1.60

1.60

l.GO

1.80

1.80

.1.80

1.80

1.80

1.70

1.70

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.80

1.80

1.80

1.80

1.80

Nov.

1.80

.1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.10

1.11

1. 11

2.10

2.10

2.10

l.GO

1.10

1.90

1.80

1.80

1.60

1.00

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

Doc.

1.90

1.00

1.10

1.10

1.10

1.10

1.10

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.80

al.SU

a Last report; frozen. 

DOLORES AND SAN MIGUEL RIVERS.

Dolores Eiver is the last large tributary of Grand Eiver. It rises in 

southwestern Colorado, adjacent to the head-waters of the Gunnison, 

and, flowing northwesterly, crosses the Colorado line into Utah, where its 

waters soon unite with those of Grand Eiver. At its head-waters the 

stream and its tributaries are used to a considerable extent for irrigation, developments proceeding rapidly as the country is being settled. 

Two stations for measuring the available water have been established, 

one upon the Dolores, in the vicinity of the town of Dolores, Montezuma County, and the other on the head-waters of the San Miguel, near 

Seymour, in San Miguel County.

DOLORES STATION, ON DOLORES RIVER.

This station was established by Mr. P. Cogswell in June, 1895. The 

gage is located about one-half mile above the railroad station at the 

footbridge from which the measurements of discharge are made. The 

gage is vertical, and is spiked to the crib abutment of the bridge on 

the left bank. The bench mark consists of a nail driven in the base of 

a cotton wood tree 18 feet southwesterly from the gage. This is 1.60 feet 

above the 14-foot mark. The locality is especially good for accurate 

measurement, as the bed of the stream is apparently permanent and the 

banks are not liable to overflow at moderate stages. A number of 

measurements have been made during the year from which a rating 

table has been constructed sufficient to form a basis for estimates of 

monthly discharge.
192 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140. 

List of discharge measurements made on Dolores River at Dolores, Colo.

No.

1

?,

3 

4

Date.

1895.

Aug. 28

Oct. 9 

Nov. 20

Hydrographer.

.....do.............

.....do............. 

.....do.............

Meter 

number.

55

14

14 

14

Gage 

height 

(feet).

3.50

2.70

2.50 

2.40

Area of 

section 

(square 

feet).

993

81

59 

51

Mean 

velocity 

(feet per 

second).

3.40

2.00

1.51 

1.45

Discharge 

(secondfeet).

756

163

89 

75

Rating table for Dolores River at Dolores, Colo., for 1S95.

Gage 

height.

Feet.

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

Discharge.

Second-feet.

17

42

68

97

127

158

195

235

Gage 

height.

Feet.

3.00

3.10

3.20

3.30

5.40

3.50

3.60

3.70

Discharge.

Second-feet.

281

340

405

490

605

756

940

1,115

Daily gage height of Dolores River, at Dolores, Colo., for 1S95, in feet.

Day.

1....... .............

2....................

4....................

5....................

6....................

7 ....................

8....................

g

10...................

11...................

12...................

13...................

14...................

15...................

16...................

17...................

18 ...................

19

20 ...................

21 ...................

22...................

23 ...................

24 ...................

9*i

26...................

27 ...................

28...................

29...................

30 ...................

31

June.

3.50

3.45

3.40

3.40

3.45

3.50

3.55

3.45

July.

3.20

3.20

3 OK

Q 30

3.25

3.20

2.60

3.00

3.00

3.00

3.00

2.90

3.00

3.00

3.00

2.95

2.85

2.85

2.85

2.80

3.00

2.85

2.85

2.80

2.80

2.80

2.90

3.00

2.70

2.75

2.80

Aug.

2.90

2.70

3.00

3 QH

3.20

3.20

3.30

3.25

3.20

2.70

2.95

3.00

2.85

3.00

2.85

2.75

2.80

2.80

2.80

2.50

2.50

3.00

2.70

2.60

2.70

2.60

2.65

2.65

2.75

2.75

Sept.

2.65

2.60

2.60

2.50

2.50

2.50

2,50

2.40

2.40

2.40

2.50

2.50

2.50

2.40

2.40

2.40

2.40

2.40

2.45

2.75

2.65

2.60

2.50

2.50

2.50

2.50

2.50

2.50

2.40

2.40

Oct.

2.40

2.50

2.40

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.45

2.50

2.50

2.50

2.40

2.40

2.40

2.40

2.40

2.40

Nov.

2.40

2.40

2.40

2.50

2.40

2.35

2.30

2.50

2.50

2.50

2.50

2.50

2.45

2.60

2.60

2.60

2.45

2.45

2.50

2.45

2.70

2.75

2.75

2.80

2.50

2.95

3.20

3.20

3.05

Dec.

3.10

3.25

3.35

3.10

3.10

3.35

3.25

3.25

3.15

3.00

3.10

3.20

3.25

3.15

3.20

3.10

3.15

3.10

3.05

3.15

3.25

3.15

3.05

. 3.00

3.15

3.25

3.40

3.25

3.25

3.40

3.40
NEWELL.] DOLORES AND SAN MIGUEL RIVERS. 193

Estimated discharge of Dolores River at Dolores, Colo. 

[Drainage area, 562 square miles.]

Month.

1895.

Discharge in second-feet.

Maximum.

490 

548 

177 

97 

405 

605

Minimum.

127 

97 

68 

68 

42 

281

Mean.

270 

248 

99 

79 

134 

419

Total for 

month in 

acre-feet.

16, 602 

15, 249 

5,891 

4,858 

7,974 

26, 378

Run-off.

Depth in 

inches.

0.55 

0.51 

0.20 

0.16 

0.27 

0.86

Secondfeet per 

square 

mile.

0.48 

0.44 

0.18 

0.14 

0.24 

0.75

SEYMOUR STATION, ON SAN MIGUEL RIVER.

This station was established by Mr. F, Cogswell in June, 1895. The 

gage is about 300 yards southwest of the switch called Fall Creek, on 

the Denver and Eio Grande Kailroad. It is on the opposite side of 

the river from the post-office of Seymour, located on Fall Creek. The 

observer is John H. Schofield, an employee of the railroad company. 

Discharge measurements are made from the bridge on the wagon road 

between Seymour post-office and Fall Creek switch. The gage is vertical, 4 inches by 4 inches, and is spiked to the bridge abutment on the 

west side. One bench mark is a bolthead in the north end of the west 

truss, 1 foot from the gage. It is 1.15 feet above the 10-foot mark. 

The second bench mark is a spike driven into a tree 200 feet northwest. 

This is 1.35 feet below the 10-foot mark. As the channel at this point 

is nearly straight and the banks are rarely overflowed the section is a 

desirable one for measurements.

List of discharge measurements made on San Miguel River at Seymour, Colo.

No.

1

2

3

Date.

1895. 

June 24

Aug. 27

Oct." 8

Hyclrographer.

F. Cogswell ..........

.....do ................

.....do................

Meter 

number..

55

14

14

Gage 

height 

(feet).

4.00

3.20

2.65

Area of 

section 

(square 

feet).

104

66

36

Mean 

velocity 

(feet per 

second) .

4.90

3.08

2.24

Discharge 

(secondfeet).

512

one

81

Bull. 140 13
194 PROGEESS REPORT, HYDROGRAPHY, 1895. [BUIX. 140.

A rating table has been constructed for San Miguel Eiver, based 

upon a curve drawn through the points given by measurements

1, 2, and 3. This is as follows:

Eating table for San Miguel Eiver at Seymour, Colo.

Gage 

heignt.

Feet.

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

' 3.10

3.20

3.30

Discharge.

Second-feet.

13

32

51

70

90

112

134

,156

180

205

233

Gage, 

height.

Feet.

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.30

4.20

4.30

Discharge.

Second-feet.

263

295

328

366

410

458

512

587

675

790

Daily gage height of San Miguel Eiver at Seymour, Colo., for 1895, in feet.

Day.

1.. ..................

4....................

£

6....................

7....................

10...................

11 ...................

19

13

14...................

15...................

16...................

17...................

18...................

19...................

9ft

01

22...................

23...................

24...................

25...................

26...................

27...................

28...................

29...................

30 ...................

31...................

June.

4.05

4.08

4.07

4.12

4.00

July.

3.92

4.05

4.50

3.85

3.95

3.95

3.85

3.75

3.75

3.70

3.45

3.45

3. 55

3,55

3.55

3.55

3.55

3.55

3.45

3.45

3.45

3.45

3.45

3.35

3.15

3.25

3.25

3.45

3.45

3.45

Aug.

3.55

3.55

3.45

3.35

3.25

3.35

3.25

3.15

3.05

2.95

3.05

3.50

3.45

3.35

3.45

3.35

3.25

3.15

3.25

3.25

3.25

3 1 ^

3.15

3.45

Q 9ft

3.15

3.15

3.15

Sept.

0 AC

2.95

2.95

«» QA

2

7K

2.75

2.65

2.65

9 ^

2.75

2

CC

2.75

2

CC

2.65

2.65

2.65

2.65

2.85

2.95

2.95

2.85

2.75

2

7K

2.65

2.65

2

(\K

2 (\f\

2.65

2.65

Oct.

2 65

2.65

9 fi^

2 65

2 65

2 65

2.65

2 EC

2

ec

9 P;^

2.55

2

KC

2

CK

2.55

2.55

2

KK

2.55

2.50

9 A^

2.55

2.65

2

f*C

2.55

2.55

2.45

2.45

2.45

2.45

Nov.

2 55

9 1=;

2.45

2 45

2

0C

2 DC

2 25

2 1 ^

2.05

2 05

91^

2 25

91^

2 1 *\

2 OK

9 3^

2

0C

2.45

2.55

2.75

2.90

3 1 ft

2.55

2 20

2 1 n

2.05

2.00

Dec.

9 n*;

2 25

2 05

2.10

2 OK

2 30

2

OC

2

ftC

2

AK

2 rir

2 05

2 10

2 05

2 AC

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

Estimated discharge of San Miguel Eiver at Seymour, Colo. 

[Drainage area, 327 square miles.]

Month.

1895.

Discharge in second-feet.

Maximum.

675 

312 

168 

101 

180

Minimum.

219 

145. 

61

42

Mean.

347 

230 

100 

64 

30 

10

Total for 

month in 

acre-feet.

21, 336 

14, 142 

5,950 

3,935 

1,785 

615

Run-off.

Depth in 

inches.

1.22 

0.81 

0.35 

0.23 

0.11 

0.03

Secondfeet per 

square 

mile.

1.06 

0.70 

0.31 

0.20 

0.10 

0.03
NEWELL.] SAN JUAN RIVER, COLORADO. 195

SAN JUAN RIVER.

The San Juan Eiver drains a portion of southwestern Colorado, its 

principal tributaries flowing southerly across the Colorado line into 

northern New Mexico. Here they enter the river, which, taking a 

general westerly course, flows from New Mexico into southern Utah 

and finally enters into the Colorado within the Grand Canyon region. 

Comparatively little water is received by this river from the south. 

The principal streams come from the San Juan and the La Plata 

mountains. These are, in succession downstream, the Piedra, Animas, 

La Plata, and Mancos. Systematic measurements have been made at 

three points, these being on the San Juan at Arboles, on the Piedra at 

its mouth near Arboles, and on the Animas at Durango.

Eio Florida enters the Animas Eiver from the east about 12 miles 

south of Duraugo. On June 20,1895, it was flowing about 75 secondfeet at Florida. It is said that all of the water is used for irrigation 

during the dry season. A number of ditches are taken out above the 

railroad. Eio de los Pinos, east of Eio Florida, was examined at Ignacio. The discharge in June was between 100 and 200 second-feet. A 

large amount of water is diverted above the railroad. No favorable 

locality for measurement was found. Eio La Plata was examined at 

Hesperus. It was found that it was flowing about 60 second-feet, considerable amounts of water being diverted at points above. The Mancos Eiver at Mancos was flowing approximately 60 second-feet, muchwater being taken out.

ARBOLES STATION, ON SAN JUAN RIVER.

This station was established by Mr. F. Cogswell in June, 1895, at a 

footbridge about 200 yards below the section house on the Denver and 

Eio Graiide Eailroad. The observer is T. F. Burke, section foreman. 

The first gage consisted of a 2-inch by 6-inch plank placed vertically 

and fastened to the crib pier in the middle of the river. The channel 

at this point is straight, both above and below the station. More than 

nine-tenths of the water passes between the right bank and the first 

crib, where the water is deep and swift. A better point of measurement would be a short distance below the bridge, if a cable could be 

placed there. On October 11 a new gage 4 inches by 4 inches was fastened to the rocky bank in order to take the place of the old gage, 

which was not firm.

List of discharge measurements made on San Juan River at Arboles, Colo.

No.

?,

3

Date.

1895.

Oct. 11 

Nov. 25

Hydrographer.

.....do............. 

.....do.............

Meter 

number.

14

14

Gage 

height 

(feet).

7.30

6.20

5.80

Area-of 

section 

(square 

feet).

444

273

251 

260

Mean 

velocity 

[feet per 

second).

3.50

1.42

0.86 

0.97

Discharge 

(secondfeet).

1 ^fi

QQ7

215

9^9
196 PROGRESS REPORT, HYDROGRAPHY, 1895.

Eating table for San Juan River atArboles, Colo., for 1895.

[BULL. 140.

Gage 

height.

Feet.

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.10

6.20

6.30

Discharge.

Second-feet.

23

60

97

135

174

214

254

295

339

388

439

Gage 

height.

Feet.

6.40

6.50

6.60

6.70

6.80

6.90

7.00

7.10

7.20

7.30

7.40

Discharge.

Second-feet.

494

553

620

695

777

865

970

1,108

1,298

1,555

1, 770

Daily gage height of San Juan River at Arboles, Colo., for 1895, in feet.

Day.

1....................

2....................

3....................

4....................

5....................

6....................

7....................

8....................

9.................... lo...'............:... 11...................

19

13...................

14...................

15...................

16...................

17...................

18...................

19...................

20...................

21...................

22...................

23...............'....

24:.... ..............

91

26...................

27...................

OQ

29...................

30...................

31...................

June.

7.40

 7.35

7.25

7 9(1

7 90

7.10

7.00

7.00

7.00

7.10

7.20

7.10

July6.90

6.80

6.70

6.70

6.60

6.50

6.50

6.45

6.80

7.25

7 9^

6.85

6.70

6.60

6.55

6.50

6.40

0.30

6.20

6.55

6.60

6.70

6.75

6.40

6.30

6.30

6.30

6.25

6.35

Aug.

. g 45

6.60

6.80

6.50

6.40

6.30

6.30

6.20

6.20

6 15

6.10

6.10

6.10

6.50

6.60

6.35

6.15

6.05

6.00

5.95

5.90

5.90

6.65

6.45

6.15

6.05

6.00

6.30

6.20

6.20

6.05

Sept.

6.00

6.00

r. QK .

5.90

5.90

5 sn

5.80

S

on

5 fin

K on

5 fin

5.80

5.70

5.70

5.70

f; 7n

5.70

5.70

6.00

6.00

5.85

5.80

5.80

5.80 *; an

5.70

5.70

5.70

5.70

Oct.

^ in

5

rj(\

5 7ft

1 8^

 6.10

5.95

S on

5.90

5.80

5 fin

5.80

5 fin

5.80

5.75

5.70

5.70

<\ 7n

5.70

5.70

5.70

5.70

f\ 7ft

1 8 PI

5.80

5.80

<\ sn

5.80

5.80

5.80

5.70

5.70

Nov.

5 70

5

7A

5 70

5

7K

5 on

5.70

5 ?n

5.80

5

7C

5

ftC

5.60

5 7n

PI fin

5.80

5.70

5.60

5 7n

F» 7^

^ 7*;

5.80

5.80

5 8n

fi o<;

5.90

5.90

5 on

5.80

5.70

5.70

5.80

Dec.

*; an

5.95

5.85

5.90

5.80

5.80

Estimated discharge of San Juan River at Arboles, Colo. 

[Drainage area, 1,394 square miles.]

Month .

1895. 

July.............

Discharge in second-feet.

Maximum.

1,427 

777 

295 

339 

275

Minimum.

414 

254 

174 

174 

135

Mean.

635 

422 

220 

206 

197

Total for 

month in 

acre-feet.

39, 046 

25, 949 

13, 090 

12, 667 

11, 722

Run-off.

Depth in 

inches.

0.53 

0.35 

0.18 

0.17 

0.16

Secondfeet per 

square 

mile.

0.46 

0.30 

0.16 

0.15 

0.14
NEWELL.] PIEDRA EIVER. 197

ARBOLES STATION, ON PIEDRA RIVER.

This station was established by Mr. F. Cogswell in June, 1895, at 

the point where the Denver and Bio Grande Eailroad crosses the 

river, about one-half mile from the gage on the San Juan. The same 

observer records the height here and at the other point. The measurements of discharge are made from the railroad bridge. The gage 

consists of a 2-inch by 6-inch plank spiked to the crib just below the 

bridge on the east side of the river. The 10-foot mark on the gage 

is 4.88 feet below a cross cut in the top of the abutment in the southeast 

corner of the bridge No. 402A. The initial point for soundings is at 

the east end of the bridge. The channel above the station is straight, 

but the water is broken by cribs for catching floating logs.

List of discharge measurements made on Piedra River at Arloles, Colo.

No.

1

2 

3 

4

Date.

1895.

Aug. 30 

Oct. 11 

Nov. 25

Hydrographer.

.....do............. 

.....do............. 

.....do.............

Meter 

number.

55

14 

14 

14

Gage 

height 

(feet).

3.90

3.20 

2.90 

2.80

Area of 

section 

(square 

feet).

178

121 

95 

87

Mean 

velocity 

(feet per 

second).

3.40

1.94 

1.47 

1.31

Discharge 

(secondfeet).

606

a 235 

140 

115

a Water very muddy, affecting meter. 

Eating table for Piedra River at Arboles, Colo., for 1895.

Gage 

height.

Feet.

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

Discharge.

Second-feet.

33

60

87

114

141

170

200

233

267

303

Gage 

height.

Feet.

3.50

3.60

3.70

3.80

3.90

4.00

 4.10

4.20

4.30

Discharge.

Second-feet.

342

385

432

483

539

602

670

744

828
198 PROGRESS REPORT, HYDROGRAPHY, 1895. [B0LL.140. 

Daily gage height of Piedra River at Arboles, Colo., for 1895, in feet.

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...................

June.

4.00

3.95

3 on

3.80

3 70

3.65

3 CO

3.40

3 an

3 7n

July.

3.60

3.50

3.50

3.50

3.50

3.40

3.30

3.25

3 9ft

3.30

3 OR

4.10

3.95

3.95

3.80

3.60

3.60

3.45

3.30

3.20

3.15

3.40

3.65

3.65

3.45

3 A.x>

3.35

 3.30

3.20

P 9fl

3.25

Aug.

3.30

Q fin

3.40

3.20

3.10

3.05

3.00

3 1 ft

3.10

3.00

3.00

3.00

3.40

3

QA

3 9^

3.10

3.00

3.00

2.95

9 Q*>

2.95

3.00

2.95

2 on

9 on

3.05

2.95

3 AC

3.05

Sept.

2.95

9 on

2.95

2.90

2.80

2.80

2.80

2.75

2 70

2.70

2 7ft

9 flft

2.70

2.70

2.70

2.70

2.70

 2.70

2.65

3.05

3.05

2.90

2.90

2.90

2.80

9 an

2.80

2.80

2.75

2.70

-

Oct.

2.70

9 7n

2.70

2.85

3.05

2.90

2.90

2.90

2.90

2.90

2 Qft

2.90

2.85

2.80

2.80

2.80

2.80

2.80

2.80

2.80

2.80

2.80

2.90

2.90

2.95

2 Qft

2.80

2.80

2.80

2.80

2.80

]\TOV.

2.70

2.70

2 9ft

2.70

2.60

2.80

2

7K

2 7ft

2

fiC

2

CA

2

CK

2.60

2,80

2 7ft

2.65

2.70

2.65

2.65

2.70

2.75

2.80

2.95

2.90

2.80

9 7^

9 vn

2.75

2.70

2.80

Dec.

2.80

2.85

' 2.85

2.80

2.80

2.80

2.80

Estimated discharge of Piedra River at Arboles, Colo 

[Drainage area, 650 square miles.]

Month.

1895.

June 19 to 30....

December 1 to 7. .

Discharge in second-feet.

Maximum.

602

670 

342 

185 

185 

156 

127

Minimum.

303

233 

HI 

87 

87 

60 

114

Mean.

432

346 

200 

115 

125 

93 

118

Total for 

month in 

acre-feet.

25,706

21, 275 

12, 298 

6,843 

7,686 

5,534 

7,256

Run -off.

Depth in 

inches.

0.73 

0.61 

0.36 

0.20 

0.22 

0.16 

0.21

Second - 

feet per 

square 

mile.

0.66 

0.53 

0.31 

0.18 

0.19 

0.14 

0.18

DURANGO STATION, ON ANIMAS RIVER.

This point is about 200 yards west of the railroad station, at the 

wagon bridge crossing Auimas River, 200 feet above the Rio Grande 

Southern Eailroad bridge. The observer is George Robertson, a miller 

at Durango. The gage is spiked to the west side of the south end of 

the middle pier of the wagon bridge. The 15-foot mark on the gage is 

2.24 feet below the head of a bolt at the east abutment of the railroad 

bridge. The banks are high and rocky and the section is excellent for 

obtaining accurate measurements of discharge. Lightner Creek enters 

Animas Eiver from the right about 100 feet below the wagon bridge, 

and between it and the railroad bridge. On August 12 there was a 

cloudburst in the drainage basin of this creek, and the resulting flood
NEWELL.] ANIMAS RIVER. 199

brought down and deposited in Animas River great quantities of sand 

and gravel, damming up the west half of the stream and materially 

reducing the velocity in that part of the channel. As a result, the 

water stands at the gage on the wagon bridge about 0.30 foot higher 

than it would if this obstruction had not been formed.

List of discharge measurements made on Animas River at Durango, Colo.

No.

1

fl

3

4

Date.

1895.

A no- *)Q

Oct. 10

Nov. 24

Hydrographer.

.....do.............

.....do.............

Meter 

number.

55

14

14

14

Gage 

height 

(feet).

6.50

5.80

5.40

5.20

Area of 

section 

(square 

feet).

535

415

326

292

Mean 

velocity 

(t'eetper 

second).

3.55

1.30

1.00

0.89

Discharge 

(secondfeet).

1,893

543

328

260

By means of the measurements of discharge Mr. F. Cogswell has constructed a rating table applicable during 1895, this being based upon a 

curve drawn through the point given by measurement No. 2,0.30 foot 

above that by No. 1, slightly above No. 4, and below No. 3. This curve 

was raised 0.30 foot above the point given by measurement No. 1, 

because the'dam formed in the river by the wash from the cloudburst 

in Lightner Creek about August 13 caused the water to back up in the 

river so that the gage indicated a greater height than before.

Eating table for Animas River at Durango, Colo.

Gage 

height.

Feet.

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

Discharge.

Second-feet.

20

40

74

102

131

160

191

224

259

296

335

379

429

Gage 

height.

Feet.

5.70

5.80

5.90

6.00

6.10

6.20

6.30

6.40

6.50

6.60

6.70

6.80

Discharge.

Second-feet.

482

542

606

674

750

836

930

1,049

1,214

1,443

1,675

1,892
200 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140. 

Daily gage height of Animaa River at Durango, Colo., for 1895, in feet.

Day.

2....................

3....................

4....................

5...... .............:

6....................

7....................

8....................

9....................

10...................

11...................

12................. ..

13...................

14...................

15...................

16...................

17...................

18...................

19...................

20...................

21...................

22. ..................

23...................

24...................

2

K

26 ...................

27 ...................

98

9Q

30...................

31 ...................

June.

 6.20

6.05

.5.95

5.90

5.85

5.90

5.85

5.95

5.95

5.95

5.95

July.

5.85

5.85

5.75

5.75

5.75

5.75

5.70

5.65

5.60

5.45

5.45

5.70

5.55

5.45

5.45

5.45

5.50

5.40

5.30

5.30

5.25

5.25

5.35

5.35

5.40

5.35

5.35

5.25

5.45

5.45

5.40

Aug.

5.55

5.45

5.35

5.25

5.20

5.15

5.10

5.10

5.10

5.05

5.05

6.10

6.35

6.35

6.20

. 6.00

5.95

5.90

5.85

5.80

5.80

6.10

6.00

5.90

5.80

5.80

5.85

5.85

5.85

5.80

Sept.

5.70

5.70

5.65

5.60

5.50

5.50

5.45

5.40

5.40

5,40

5.35

5.30

5.30

5.30

5.30

5.30

5.25

5.30

5.75

5.70

5.60

5.50

5.50

5.40

5.35

5.35

5.30

5.30

5.30

Oct.

5.35

5.30

5.35

5.45

5.50

5.45

5.50

5.45

5.40

5.40

5.40

5.30

5.30

5.30

5.30

5.30

5.30

5.30

5.30

5.30

5.30

5.30

5.30

5.35

5.35

5.30

5.25

5.30

5.25

5.20

5.25

Nov.

^ on

5.20

5.10

5.15

5.15

5.15

5.15

5.15

5.10

5.10

5.10

5.15

5.15

5.15

5.10

5.10

5.10

5.10

5.10

5.10

5.15

5.15

5.20

5.25

5.25

5.25

5.30

5.25

5.25

5.20

Dec.

5.25

5.25

5.20

5.35

5.30

5.20

5.20

5.10

5.20

5.15

5.20

5.15

5.10

5.15

5.05

5.05

5.05

(a)

*

a Frozen from December 18 to 31, inclusive.

GREEN RIVER.

GREENRIVER STATION, ON GREEN RIVER.

Measurements of Green Biver have been made at intervals by Prof. 

Elwood Mead, State engineer of Wyoming, as shown in his biennial 

reports. During 1891 observations were maintained and computations 

of the daily discharge made from June 10 to September 10. The results 

are shown on page xxx of the State Engineer's Beport for 1894, The

average from June 10 to 30, 1891, was 8,743 second-feet. For July it 

was 6,709 second-feet, for August 2,938 second-feet, and for September 1 to 10 it was 1,624 second-feet. A single measurement of Green 

Eiver above North Fork on July 21,1894, gave a discharge of 2,427 

second-feet. In the spring of 1895 the station at Greenriver was 

reestablished and observations continued until the river was frozen 

in November.

List of discharge measurements made on Green Eiver at Greenriver, Wyo.

Date.

1895.

July 2 

Oct. 22

Hydrographer.

.....do ................ 

.....do................

Meter 

number.

Colo.

(a)

Gage 

heigbt 

(feet).

3.30

4.25 

1.15

Area of 

section 

(square 

feet).

1,129

1, 762 

306

Mean 

velocity 

(feet per 

second).

3.97 

1.36

Discharge 

(secondfeet).

3,866

7,011 

418

a Measurements made with Small Price acoustic meter.
NEWELL.] GREEN RIVER, WYOMING. 201

Eating table for Green River at G-reenriver, Wyo,

Gage 

height.

Feet.

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0,8

0.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

1.9

2.0

2.1

2.2

Discharge.

Second-feet.

11

24

38

57

91

107

146

200

259

321

400

482

560

655

757

865

980

1,105

1,240

1,866

1,510

1,663

Gage 

height.

Feet.

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

3.8

3.9

4.0

4.1

4.2

4.3

4.4

Discharge.

Second-feet.

1, 820 '

2,000

2,168

2,345

2,530

2,735

2,935

3,150

3,375

3,600

3,865

4,120

4,400

4, 670 .

4,950

5, 265

5,600

6,000

6,400

6,825

7,225

7,740

Daily gage height of Green Ewer at railroad bridge at Greenriver, Wyo., for 1895.

Day.

1. ...................

2....................

4....................

5....................

6....................

7....................

8....................

9....................

10...................

11...................

12...................

13...................

14...................

15...................

16...................

17...................

18...................

. 19...................

20................... 21................:..

22................... 

23...................

24...................

25...................

26...................

27...................

. 28...................

29 ...................

30................... o-i

May.

2.60 

2.67

2.67

2.70

2.77

2.80

2.80

2.80

2.87

3.05

3.00

2.90

2.87

2.95

3.22

3.45

3.50

3.42

3.45

3.77

4.02 

4.05

4.00

3.95

3.80

3.70

3.77

3.80

3.72

3.55

June.

3.40

3.40 

3.37

3.37

3.30

3.35

3.37

3.45

3.60

3.60

3.50

3.40

3.30

3.20

3.30

3.40

3.42

3.55

3.52

3.30

3.22

3.20 

3.35

3.45

3.67

4.02

4.22

4.20

4.12

4.22

July.

4.25

4.25 

4. 15

4.07

4.00

4.00

4.02

3.87

3. 67

3.55

3.50

3.47

3.37

3.17

3.07

2.97

3.10

3.22

3.20

3.25

3.15

2.. 97 

2.87

2.80

2.72

2.70

2.70

2.75

2.77

2.80

2.85

Aug.

2.80

2.77 

2.80

2.75

2.70

2.70

2.65

2.65

2.60

2.52

2.45

2.30

2.22

2.10

2,02

2.00

1.95

1.90

1.85

1.80

1.80

1.85 

1.80

1.75

1.72

1.75

1.80

1.80

1.85

1.80

1.72

Sept.

1.70

1.65 

1.60

1.55

1.50

1.45

1.45

1.40

1.35

1.30"

1.30

1.25

1.25

1.20

1.20

1.20

1.20

1.20

1.25

1.25

1.30

1.30 

1.35

1.40

1.45

1.50

1.45

1.40

1.40

1.40

Oct.

1.35

1.35 

1.30

1.30

1.25

1.25

1.25

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.15

1.15

1.15

1.15 

1.15

1.15

1.10

1.10

1.10

1.10

1.10

1.10

1.10

Nov.

i o^

1.05

1 (\*\

1.05

1.00

1.00

O ne

0.90

(a)

(a)

(a)

(a)

(a)

(a)

(a)

(a)

0.90

0.95

1.00

(a)

(a) 

(a)

(a)

(a)

(a)

(a)

(a)

(a)

(a)

(a.)

»Kiver frozen from November 9 to 16, inclusive; also from November 21 to 30. 

Estimated discharge of Green River at Greenriver, Wyo.

Month.

1895.

July..........................

November (1 to 8 ; 17 to 20) ...

Discharge in second-feet.

Maximum.

6,200 

6,915 

7,050 

2, 735 

980 

608 

361

Minimum.

2, 345 

3, 600 

2,530 

1,005 

482 

400 

230

Mean.

3,968 

4,547 

4,119 

1,704 

638 

472 

309

Total for 

month in 

acre-feet.

243, 983 

270, 565 

253, 267 

104, 775 

37,964 

29, 022 

19, 000
202 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

WHITE RIVER STATION, ON WHITE RIVER.

Observations of the height of water in White River were begun on 

May 17, 1895,. a gage having been put in place by Mr. H. A. Sumner, 

State engineer of Colorado. This is located about one-half mile by 

wagon road northeasterly from White Eiver City. Two observations 

a day are taken by E. Gr. Foreman, a farmer living about one-eighth of 

a mile away. Measurements are made at a cable bridge carrying an 

irrigating flume. The gage is vertical, notched for each foot, and spiked 

to the root of a tree. The banks are low, but are not liable to overflow. 

A measurement made on May 16,1895, by Mr. Sumner, when the water 

was at a height of 13.10 feet, showed a mean velocity of 5.87 feet per 

second and a total discharge of 3,047 second-feet.

Daily gage height of White Eiver at White Eiver City, Colo.,for 1895, in feet.

Day.

1. ...................

Z. ...... .............

3....................

4....................

5....................

6. ....................

7....................

8....................

10...................

11...................

12...................

13...................

14...................

15...................

16................... IT........:.....:....

18...................

19...................

20...................

21...................

22...................

23...................

24...................

25...................

26...................

27...................

28...................

29...................

30...................

31...................

May.

1 q no

12.80

12.77

19 Q9

12.82

19 7ft

12.55

19 3ft

12.36

12.37

12.45

12 72

12.58

12.20

12.21

June.

n Q7

11.80

11.98

11.90

n

oo

1 1 7Q

11.85

U QQ

12.05

19 pf;

12.33

19 3Q

12.58

12.55

19 fi7

12.70

1 9 fiA

12.20

11.90

H 79

11.62

U >iQ

11.43

11.48

11.50

11.47

11.38

U

KO

11.95

'11. 62

July.

11.40

11.30

11.20

11.10

11.00

10.90

10.80

10.70

10.70

10.80

10.95

11.05

U 1 9

11.35

11.10

10.87

10.77

10.75

10.70

10.65

10.70

10.67

10.62

10.57

10.50

10.44

10.40

10.42

10.50

10.47

10.44

Aug.

10.47

10.46

10.37

10.32

10.30

10.28

10.40

10.40

10.37

10.27

10.25

10.25

10.35

in Q?

10.30

10.25

10.25

10.25

10.30

10.27

10.65

10.35

10.30

10.20

10.30

10.30

10.25

Sept.

10.25

10.20

10.20

10.20

10.12

10.10

10.15

10.15

10.12

10.10

10.10

10.10

10.10

10.10

10..10

10.10

10.10

10.15

10.12

10.45

10.25

10.22

10.20

10.17

10.15

10.15

10.12

10.10

Oct.

10.10

10. 10-

10.27

10.40

10.27

10.15

10.10

10.10

10. JO

10.10

10.10

10.10

10.10

10.10

10.15

10.10

10.10

10.10

10.10

10.10

10.15

10.20

10.20

10.18

10.15

10.15

10.15

10.00

10.00

10.00

Nov.

10.10

10.10

BLAKE STATION, ON GREEN RIVER.

This point is at the crossing of the Rio Grande Western Railroad at 

Blake, Utah. Observations were begun here on October 21,1894, and 

continued through 1895. Two measurements have been made, the first 

on October 21,1894, when, at a height of 1.98 feet, there was found to 

be a discharge of 3,035 second-feet, and the second on June 30,1895, 

when the water stood at a height of 5.80 feet and the discharge was 

15,065 second-feet.

In May the scale of the gage was struck by a floating tree and 

broken off. At that time the river was rising, and a temporary gage was 

put in to read as nearly as possible like the old one. On June 29 Mr. 

Arthur P. Davis fastened a new gage one-half foot lower than the original, as shown later by relation to the bench mark, making the readings
NEWELL.] GREEN RIVER, UTAH. 203

0.5 feet higher than on the old rod, it being feared that the water would 

drop below the former zero. From June 30 the readings are taken 

from the new gage. On September 29 an inclined gage was placed on 

Green Kiver, as the exposed condition of the vertical gage rendered it 

liable to be torn away.

Daily gage height of Green River at Blake, Utah, for 1894, in feet.

Day,

1............

2............

3............

5............

6............

7 ............

8............

9............

10...........

11...........

12...........

13...........

14...:.......

15...........

16...........

Oct. 'Nov.

2.10

2.10

2.10

2.10

2.10

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

Doc.

1.50

1.50

1.50

1.50

1.50

1.35

1.20

1.20

1.20

1 i>n

1.30

1.20

1.10

1.25

0.70

0.95

Day17 ............

18............

19............

20............

21............

22............

23............

94

9fi

OR

97

28............

2'J...... ......

30............

31............

Oct.

2.00

2.05

2.05

2.00

2.00

2.10

2.05

2.05

2.05

2.10

Nov.

1.90

1.90

1.90

1.85

1.80

1.80

1.75

1.70

1.60

1.55

1.50

1.50

1.50

1.50

Dec.

1.05

1.10

1.30

1.40

1.50

1.50

1.50

1.50

1.40

1.50

1.50

1.45

1.40

1.30

1.20

Daily gage height of Green River at Slake, Utah, for 1895, in feet.

Day.

1..

2..

3..

4..

5..

C..

7..

8..

9..

10.

11.

12.

13.

14.

15.

1C.

17.

18.

19.

20.

21.

22.

23.

24.

25.

26.

27.

28.

29.

30.

31.

Jan.

1.20

1.10

1.10

1.10

1.10

1.20

1.20

1.10

1.30

1.20

1.25

1.30

1.20

1.20

1-.20

1.25

1.30

1.40

1.40

1.50

1.50

1.45

1.40

1.30

1.25

1.25

1.30

1.30

1.20

1.20

1.20

Feb.

1.20

1.10

1.10

1.10

1.15

1.20

1.20

1.25

1.30

1.30

1.30

1.30

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.35

1.40

1.40

1.40

......

......

Mar.

1.40

1.45

1.70

1.85

1.90

2.05

2.10

2.10

2.20

2.15

2.10

2.10

2.10

2.10

2.20

2.35

2.25

2.25

1.95

1.90

2.05

2.20

2.70

3.60

3.60

3.30

3.05

2.90

2.90

8.00

3.20

Apr.

3.50

3.50

3.50

3.45

3.05

3.00

3.00

3.00

3.00

3.00

3.00

2.95

2.90

3.05

3.15

3.60

3.80

3.95

4.30

4.50

4.40

4.70

5.20

5.40

5.50

5.30

5.20

5.55

5.80

5.95

May.

6.15

6.40

6'.40

6.30

C. 15

5.95

5.65

5.60

5.50

5.55

5.80

6.25

6.75

7.10

7.20

7.25

7.45

7.55

7.60

7.60

7.50

7.50

7.45

7.40

7.45

7.40

7.30

7.20

7.20

7.10

7.00

June.

6.95

6.75

6.50

6.40

6.25

5.95

5.95

6.10

6.00

5.95

5.90

6.05

6.25

6.40

6.30

6.30

6.20

6.05

6.00

6.05

5.95

5.90

5.75

5.45

5.30

5.30

5.20

5.25

5.50

«5.85

July.

6.00

6.05

6.15

6.20

6.05

5.75-

5.65

5.50

5.40

5.40

5.30

5.35

5.45

5.25

5.25

5.30

5.25

5.15

4.85

4.65

4.45

4.40

4.30

4.30

4.30

4.25

4.15

4.00

3.90

3.80

3.75

Aug.

3.70

3.80

3.75

3.70

3.65

3.60

3.55

3.50

3.40

3.40

3.35

3.25

3.20

3.45

3.50

3.20

2.95

2.90

2.85

2.80

2.75

2.70

2.60

2.50

2.45

2.40

2.50

2.45

2.40

2.40

2.40

Sept.

2.40

2.40

2.40

2.40

2.35

2.25

2.20

2.20

2.10

2.10

2.00

2.00

2.00

1.90

1.90

1.80

1.80

1.95

2.80

2.25

2.00

1.90

1.90

1.90

1.80

1.90

1.95

2.00

2.00

2.10

Oct.

2.10

2.10

2.10

2.15

2.20

2.30

2.65

2.60

2.50

2.40

2.45

2.65

2.70

2.60

2.55

2.45

2.40

2.25

2.10

2.10

2.10

2.25

2.60

2.20

2.15

2.10

2.10

2.10

2.10

2.05

2.00

Nov.

2.00

2.00

2.00

2.15

2.20

2.10

2.00

2.10

2.05

2.00

2.10

2.10

2.10

2.10

2.00

1.90

1.90

1.90

1.90

1.90

2.00

2.00

2.10

2.10

1.90

1.80

1.55

1.25

1.15

1.00

Dec.

1.10

1.20

1.40

1.65

1.70

1.80

1.70

1.70

1.60

1.65

1.70

1.60

1.65

1.70

1.80

1.75

1.80

1.70

1.70

1.80

1.80

1.80

1.70

1.60

1.65

1.70

1.60

1.50

1.40

1.40

1.45

a New gage. 

HELPER STATION, ON PRICE RIVER.

This station has been described on page 48 of Bulletin No. 131. 

Observations have been continued throughout the year, but it has not 

beeu practicable to maintain regular series of discharge measurements. 

On July 1,1895, Mr. Arthur P. Davis made a measurement, the total 

discharge found being 119 second-feet.
204 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

GILA EIVER.

The Gila Eiver, draining southern Arizona and a small portion of 

western New Mexico, flows in a general western course and enters 

Colorado Eiver near the town of Yuma. This is the lowest and last 

large tributary of the Colorado. This stream has been described in 

the Twelfth Annual Eeport United States Geological Survey, Part II, 

Irrigation, pages 292-316. Systematic measurements of the volume of 

this stream and of its tributaries have not been made since the time of 

those given on page 306 of the report just mentioned. There is a possible exception, however, in the case of the discharge at the Arizona 

dam, 30 miles above Plujenix, where it is probable that records have 

been kept, although the results have not been made public.

The development of irrigation by the use of .the waters of the Salt 

and Verde rivers has proceeded rapidly, especially in the vicinity of 

Phoenix, and the canal systems have been enlarged and. extended. To 

furnish these with a perennial supply of water it has been found necessary to provide storage reservoirs. One of these, under construction 

by the Eio Verde Canal Company, is situated in T. 8ST.,E. 6E. The 

height of the dam is 183 feet, the length on top 1,150, the length on 

bottom 360 feet, and the depth to bed rock is 23 feet. The estimated 

capacity is 205,000 acre-feet.

The waters stored in this reservoir will be turned into the river again 

and diverted about 25 miles lower down into a canal which is about 25 

feet wide on bottom, with side slopes of 1 to 1. The depth of water is 

8 feet and the capacity is estimated to be about 800 second-feet, with a 

grade of 0.3 foot per 1,000, or 1.584 feet per mile. This canal continues 

for 65 miles above and approximately parallel to the Arizona Canal, and 

intersects New Eiver. Here another reservoir is to be built with a 

capacity of 110,000 acre-feet. The dam is to be 100 feet high and 1,800 

feet long on top. The canal continues the Hassayampa, where it sends 

off a feeder to another reservoir near the mouth of the Hassayampa, 

with a capacity of 700,000 acre-feet and a dam 90 feet high. All dams 

are to be of the rock-fill type, including the diversion dam, which will 

be 90 feet high.

It is claimed that the project complete will irrigate about 400,000 

acres. The cost of the dam on the Eio Verde is estimated at $600,000, 

that of the diversion dam at $200,000, and of the canal at $1,200,000. 

The whole project complete-is estimated to cost between $3,000,000 and 

$4,000,000. A considerable stretch of the canal is said to be completed, 

and work is in progress on the rest. Work is also progressing on the 

tunnel, which is destined to take water from the Eio Verde reservoir. 

The canal is largely through rough country and will be very expensive.

The Hudson Eeservoir and Canal Company have a reservoir site 

at the junction of Salt Eiver and Tonto Creek. It is asserted that a 

dam built in the solid-rock gorge below the mouth of Tonto Creek, to a
NEWELL.] QILA RIVER. 205

height of 205 feet, would be 610 long on top, and would impound over 

800,000 acre-feet of water, in a reservoir covering 11,000 acres. No 

work has yet been done on construction, but measurements of the Salt 

and Verde rivers have been carried on by the company for a period of 

nearly a year. The chief engineer of this company, Mr. A. P. Man, 

made an examination of the Salt Eiver for some 8 miles above the 

Verde and also for several miles up Verde Eiver for suitable places at 

which to measure the discharge of water, seeking a straight reach, uniform cross section, accessibility in time of floods, and other desirable 

features. For any stage of water under some fifteen or twenty times 

the normal flow, estimated at 500 to 540 second-feet, and for, say, 340 

or 350 days in the year, the most favorable and convenient point found 

on the Salt Eiver was about 1 mile above the mouth of the Verde, 

where the bottom is of cobbles and heavy gravel and does not frequently change its form. Gages have been placed there and most of the 

measurements of the discharge of Salt Eiver have been made at that 

point. A point about 2 miles further up the river gives a better cross 

section in time of floods, is then more conveniently accessible, and less 

liable to interference of back water from the Verde Eiver.

The measurements of the flow of the Verde Eiver were taken at a 

point about half a mile above its junction with the Salt, gages being 

also set up there. It has been found impracticable by this company to 

attempt to measure the velocities of the current by meters. Attempts 

made in 1893 were so frequently interrupted by failures o± the meter 

and other apparatus that such instruments were regarded as of little 

practical use on rivers of this character, even during small floods. It 

was assumed, therefore, that the product of the area of the cross section 

of the rivers multiplied by eight-tenths of the highest surface velocities 

measured by floats gave the discharge nearly enough for the purposes 

of the company. This has been the only method of measurements 

employed during 1895. The cross sections were remeasured and the 

velocities taken as frequently as was found necessary, and the results 

were checked at various times by measurements made at other points 

on the river.

The measurements of the discharges of the Salt and Verde rivers 

were began severally on February 4 and 5,1895, and continued through 

the year without interruption, excepting on four days from October 4 

to 7, inclusive, on Verde Eiver, which was during that time inaccessible. An estimate for those four days has been made from the highest 

water mark found at the gage and from such other data as were available. f Also, for the month of January, one of the most important flood 

months of the year, estimates have been prepared from the daily record 

taken at the Arizona dam, about a mile below the junction of the two 

rivers. It appears from all available data that Salt Eiver furnishes a 

considerably larger proportion of water than Verde Eiver, either on 

account of the greater rainfall, or the more rapid run-off, or the less use of
206 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

water above. From observation on the ground during the heavy floods 

of January, and because of the fact that the snows pass off earlier from 

some of the upper water sheds of the Salt River, the assumption has 

been made that at least 60 per cent of the January flow at the Arizona 

darn came from Salt Eiver above the Yerde.

The minimum flow noted in seven years daily record at the Arizona 

dam occurred during July, 1895, and it would seem from that record 

and from other information and data, that there has been less water 

than usual flowing in these rivers during the year.

The results of the computed discharges for each locality are given 

in the following tables and also the sums of these, this being taken as 

the total flow of Salt Eiver above the Arizona dam:

Estimated discharge of Verde .River, above Salt Eiver, Ariz. 

[Drainage area, 6,000 square miles.]

Month.

1895.

July.............

Per annum . . .

Discharge in second-feet.

Maximum.

33, 000 

5,800 

8,400 

2,800 

429 

180 

275 

1,426 

348 

3,912 

1,800 

881

33, 000

Minimum.

527 

583 

1,887 

280 

127 

129 

116 

185 

141 

197 

241 

345

116

Mean.

4, 037 

1,688 

3,720 

750 

258 

153 

145 

359 

176 

475 

463 

391

1,051

Total for 

month in 

acre-feet.

248, 225 

93, 747 

228, 734 

44,628 

15, 864 

9,304 

8,916 

22, 074 

10, 473 

29, 207 

27, 550 

24, 042

762, 564

Run-off.

Depth in 

inches.

0.77 

' 0.29 

0,71 

0.14 

0.04 

0.03 

0.02 

0.07 

0.03 

0.09 

0.09 

0.08

2.36

Second - 

feet per 

square 

mile.

0.67 

0.28 

- 0.62 

0.13 

0.04 

0.03 

0.02 

0.06 

0.03 

0.08 

0.08 

0.07

0.18

Estimated discharge of Salt River above mouth of Verde Eiver, Ariz. 

[Drainage area, 6,260 square miles.]

Month.

1895.

Per annum . . .

Discharge in second-feet.

Maximum.

49, 796 

3,892 

3,340 

2,939 

990 

500 

896 

1,516 

684 

13, 205 

9,620 

2,055

49, 796

Minimum.

791 

934 

1,319 

1,044 

505 

203 

145 

226 

201 

390 

380 

513

145

Mean.

5,733 

1, 445 

1,829 

1,860 

708 

325 

204 

584 

329 

1,624 

1,376 

888

1,408

Total for 

month in 

acre-feet.

352, 508 

80, 251 

112, 461 

110, 678 

43, 533 

19, 339 

12, 543 

35, 909 

19, 577 

99, 856 

81, 878 

54, 601

1, 023, 134

Eun-off.

Depth in 

inches.

1.06 

0.24 

0.33 

0.33 

0.13 

0.06 

0.03 

0.10 

0.06 

0.30 

0. 25 

0.16

3.05

Secondfeet per 

square 

mile.

0.92 

0.23 

0.29 

0.3C 

0.11 

0.05 

0.03 

0.09 

0.05 

0.26 

0.22 

0.14

0.22
NEWELL.] SALT, GILA, AND COLORADO RIVERS.

Estimated discharge of Salt River beloiv Verde River, 1 Arizona, 

[Drainage area, 12,260 square miles.]

207

Month.

1895.

Per annum...

Discharge in second-feet.

Maximum.

82, 000 

9,766 

6, 833 

5,769 

1,270 

679 

1,086 

2, 223 

1,159 

17, 015 

10, 820 

2,275

82, 003

Minimum.

1,318 

1,497 

3,219 

1,324 

665 

340 

262 

453 

354 

583 

615 

873

262

Mean.

10, 093 

3,133 

5,532 

2,594 

966 

479 

350 

947 

503 

2,095 

1,839 

1,279

2,484

Total for 

month 

in acrefeet.

620, 594 

173, 998 

340, 149 

151,354 

59, 397 

28, 502 

21, 521 

58, 229 

29, 931 

128, 817 

109, 428 

78, 643

1,803,563

Run-off.

'Depth in 

inches.

0.94 

0.27 

0.52 

0.23 

0.09 

0.04 

0.03 

0.09 

0.04 

0.19 

0.17 

0.12

2.73

Secondfeet per 

square 

mile.

0.82 

0.26 

0.45 

0.21 

0.08 

0.04 

0.03 

0.08 

0.04 

0.17 

0.15 

. 0.10

0.20

BUTTES STATION; ON GILA. RIVER.

In the fall of 1895 it was decided to resume measurements of Gila 

Eiver, and a station was established by Mr. Arthur P. Davis, in December, at the buttes, 16 miles above Florence, Ariz., this work being done 

in connection with the investigation-of the water supply for the Gila 

River Indian Reservation. A temporary gage was first driven into the 

river bed, from which observations were begun. The stream is measured 

from a car suspended from a cable stretched across the river. Two 

measurements were made, the first on December 28, giving a discharge 

of 585 second-feet, and the second on December 31, showing 519 secondfeet.

LOWER COLORADO RIVER.

This station is described in Bulletin 131, page 51. Eecords of river 

height have been maintained by the Southern Pacific Eailroad Company at their bridge since April 1, 1878. The heights during 1894 

have been published on page 52 of Bulletin 131. The gage at this 

point, reading from 10 to 22 feet, is nailed to the lower side of the first 

pier from the south bank of the river 5 the portion reading from 22 feet 

to 40 feet is nailed to an 8-inch by 8-iuch post on the north side east of 

the bridge. The figures of gage height plus 100 is the Southern Pacific 

elevation above sea level. The channel of the river shifts very rapidly, 

the bed silting 2 and scouring with every change of river height, so that 

the relation of gage height to discharge is not constant. For example, 

on April 18,1895, the area of cross section was 4,870 square feet, and

'Computed from data obtained from Mr. A. P. Man, hased upon float measurements of Salt and 

Verde rivers above their junction.

2 Mr. Hawgood reaches the conclusion that the Colorado Eiver carries enough silt per annum to 

cover 100 square miles 6J feet deep. He determines this hoth by laboratory tests and by a long series 

of records kept in the settling basins of the railroad tanks .pumping stations at Tuma.
208 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

on July 10 for the plane of reference 10,704 square feet, showing a total 

scouring of 5,834 square feet in less than two months.

During 1895 the height of water was not as great as usual, but the 

spring flood continued for a longer period. The highest water usually 

occurs in May or June. In the interval between the two measurements 

mentioned the long-continued high water had evidently been scouring 

out the channel. In order to obtain reliable estimates of discharge it 

will be necessary to make frequent measurements of the river. At the 

time of the second measurement the Gila was reported to be dry, and 

all of the water was coming from the upper part of the Colorado basin. 

The velocities at this bridge are great, owing, to the contraction of the 

river by the bluffs immediately above. The locality as a whole is 

unsatisfactory for discharge measurements, as the velocities are high 

and the river is deep. The channel is broken by piers and the water 

is greatly disturbed for 200 feet below the bridge.

List of discharge measurements made on Colorado River at Yuma, Ariz..

No.

1

?,

3

Date.

1876. 

Mar. 20

1895. 

Jan. 17

Apr. 18

July 10

Hydro grapher.

Meter 

number.

24

24

24

Gage 

height 

(feet).

20.30

20.25

21.20

Mean 

velocity 

(feet per 

second).

3.80

4.88

5.46

Discharge 

(secondfeet).

a 7, 659

9,737

21, 095

45, 533

a Twelfth Annual Report United States Geological Survey, Part II, p. 292. 

Daily gage height of Colorado River at Yuma, Ariz., for 1891, in feet.

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.

17.58

17.75

IS. 50

18.92

18.17

17.92

17.83

17.75

17.75

17.67

17.75

18.50

17.92

17. 92

17.83

17.83

17.83

17.75

17.67

17.50

17.42

17.33

17.33

17.25

17.17

17.17

17.00

16.75

16.67

16.58

16.58

Feb.

16.58

16.69

16.75

16.83

16.75

16.75

16.75

16.83

16.83

16.83

16.83

16.83

16.92

16.75

16.67

16.75

16.75

16.83

17.92

18.33

20.00

21.33

28.50

25.00

25.50

27.17

32.00

28.17

......

......

Mar.

23.83

22.17

21.75

20.83

20.25

20.00

19.58

19.25

18.92

18.75

18.83

19.17

18.42

18.00

19.75

19.50

19.33

19.00

19.00

19.42

19.33

19.75

19.50

19.75

18.00

18.50

19.17

19.17

20.17

20.33

20.17

Apr.

20.50

19.00

18.83

18.75

18.67

18.58

18.25

18.00

18.00

17.92

17.92

17.83

17. 83

17. 92

18.17

18.75

18.67

18.50

48.25

18.50

19.33

19.08

20.33

20.00

20.00

20.50

20.50

20.00

19.75

19.67

May.

20.83

21.67

21.50

21.67

21.83

22.25

22.67

22.83

22.83

22.92

23.00

23.17

23.25

23.58

24.17

24.83

25.00

24.83

24.50

23.92

23.67

23.50

23.17

22.67

22.42

22.42

22. 58

22.67

22.83

22.58

22.33

June.

00 OK &u, 40

21.92

22.00

21.92

21.92

22.08

22.50

22.58

22.33

22.00

21.75

21.50

21.33

21.25

21.67

22.25

22.83

23.00

23.25

23.32

23.33

22.83

22.50

22.25

22.33

22.50

22.67

22.67

22.58

22.42

July.

22.67

22.67

22.50

22.25

22.17

21.92

21. 83

21. 67

21.33

21.33

21.17

21.00

21.00

21.00

21.00

20.92

20.83

20.75

20.67

20.42

20.42

20.33

20.17

20.08

20.00

19.83

19.67

19.42

19.33

19.25

19.17

Aug.

19.08

19.00

19.50

19.25

19.67

20.08

22.17

20.25

19.67

19.42

19.33

19.33

19.00

18.75

18.58

18.50

18.33

18. 33

18.33

18. 67

18.50

18.50

18.25

18.17

17.92

17.92

17.92

18.00

18.50

18.50

Sept.

18.50

18.25

18.00

17.92

17.83

17.83

17.67

17.58

17.50

17.42

17.33

17.25

17.25

17.17

17.00

16.92

16.83

16.67

16.67

16.58

16.50

16.42

16.42

16.50

17.58

16.58

16.50

18.25

18.00

19.50

......

Oct.

20.25

19.92

19.67

19.67

18.92

18.50

18.08

18.00

18.00

18.50

18.58

18.08

17.92

17.75

17.67

18.00

17.75

17.75

17.75

17.75

17.75

17.75

17.75

17.75

17.75

17.67

17.83

17.83

17.75

17.83

17.83

Nov.

17.75

17.75

17.75

17.75

17. 67

17.67

17.67

17.67

17.50

17.50

17.42

17. 3g

17.33

17. 25

17. 25

17.25

17.25

17.25

17.25

17.25

17.25

17.25

17.33

17.33

17.42

17.42

17.42

17.50

17.58

17.50

......

Dec.

17.50

17. 50

17. 50

17.42

17.42

17. 33

17.33

17.42

17.42

17.33

17.33

17.33

17.50

17.50

17.58

17.67

17.58

17.58

17.67

17.67

17.50

17.25

16.83

16. 83

16.83

16.75

17.25

17.42

17.50

17.58

17.50
NEWELL.] COLORADO RIVER. 209

Daily gage height of Colorado River at Yuma, Ariz., for 1S92, in feet.

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.

17.50

17. 42

17.33

17.33

17.25

17.25

17. 00

16,83

16 75

16.83

16.83

16.67

16.42

16.33

17.00

17.42

17.50

17.33

17.25

17.25

17.25

17.33

17. 33

17. 42

17.33

17.33

17.50

17,50

17.75

17.50

17.67

Feb.

17.67

17.50

17. 50

18. 00

17.83

18. 00

18.17

18.25

18. 83

19.00

18. 75

18.83

18.67

18.58

18.33

18.33

19. 17

19.17

19.00

18.75

18.67

38.58

18.50

18.50

18.42

18.42

18.42

18. 33

18.33

Mar.

18.25

18.75

19.08

18. 75

18.67

18.67

19.00

20.00

39.50

10.67

10. 33

19. 33

19.75

19.50

19.33

19. 33

1!). 33

1!). 33

19. 25

1!). 25

1!). 33

1!). 50

19.50

19.42

19.25

19.25

19. 17

19.08

19.00

18.92

18.75

Apr.

18.75

18.58

18.50

18.75

18. 50

38.50

18.42

18.42

18.42

18.58

19.83

19.83

19.58

19.50

19. 50

19. 75

19.50

19.50

19. 92

20. 42

20.58

20. 58

20. 83

21.00

20.92

20.75

20.50

20.42

20.42

20.33

May.

20.17

20.08

20.00

20. 50

20.92

21.00

21.08

21. 67

22.00

22.17

21.83

 21. 67

21.47

21.17

21.25

21.42

21.50

21.50

21.67

21. 83

22.17

22.17

22 25

22.42

22.42

22.42

22.50

22.67

23.00

23.17

22.42

June.

23.67

23.92

24.00

24. 33

24.50

24.67

24.67

24.50

24.33

24.08

23.92

24.33

24.42

24.25

24.33

24.42

24.50

24.67

24.75

24, 75

24.42

24. 25

24.08

23.92

23.75

23. 83

24.00

24.33

24.67

25.00

July.

25.25

25.33

25.42

25.25

25.17

25.00

24.83

24.50

24.25

24.08

23.83

23.50

23.25

22.92

22. 75

22.67

22.67

22.33

22.00

21.75

21.50

21.33

21.00

20.75

20.58

20.33

20.17

20.00

19.83

19.50

19.33

Aug.

19. 50

19. 42

19. 75

19.75

20.17

20.17

19.67

19.50

19.25

19.17

18. 83

18.67

18.50

18. 42

18.42

18. 17

18. 25

18.17

38.17

18. 17

18.08

18.17

18.17

18.08

18.08

18.08

18.08

18.08

18.08

18.17

18.08

Sept.

18.00

17.83

17.75

17.75

17.67

17.58

17.50

17.50

17.42

17. 33

17. 25

17.25

17.25

17.17

17.08

17.08

37.00

17.00

16.92

16.83

16.83

16.75

16.75

16.67

16.58

16.58

16.50

16.42

16.42

16.33

Oct.

16.25

16.25

16.33

16.25

16.17

16.17

16.17

16.17

16.17

16.08

16.08

16.08

16.08

16.08

16.00

16.00

16.00

15.92

15.92

15.92

15.92

15.92

3.5. 92

16.00

16.00

16.08

16.08

16.08

16.17

16.17

16.33

Nov.

16.42

16.42

30.58

10.67

16.67

16.75

16.92

17.17

37.08

17.00

17.00

17.08

17.08

17.08

17.08

17.25

17.42

17.33

17.25

17.17

17.17

17.08

37.08

17.08

17.08

17.08

17.00

17.00

17.00

17.00

......

Dec.

17.00

17.08

17.00

16.92

16.75

16. 6V

16.67

16 67

16 83

16.83

16.83

16. 83

16.67

16.67

16.58

16.58

16.58

1C. 58

16.83

16.92

17.00

16.92

16.75

16.67

16.50

16.25

16.08

16.00

15.92

15. 75

15.50

Daily gage height of Colorado River at Yuma, Ariz., for 189S, 1 in feet.

Day.

1..

2..

3..

4..

5..

6..

7..

8..

9..

10.

11.

12.

13.

14.

15.

16.

17.

18.

19.

20.

21.

22.

23.

24.

25.

26.

27.

28.

29.

30.

31.

Jan.

15.50

15.50

15.50

15.58

15.58

15.75

15.75

15.02

16. 00

16.08

16. 33

36.42

16.50

16.33

16. 33

10.33

16.33

16.33

16.33

16.42

16.42

16.42

16.42

16.33

16.42

16.42

16. 33

16.33

16.33

16.50

16.50

Feb.

16.50

16. 42

16.42

36.25

16.17

16.17

16.17

16.17

16.50

16.67

16.67

16.75

16.83

16.75

17. 00

16. 83

16.92

17.42

17.50

17.08

17.00

17.00

17.00

17.00

17.17

17.17

17.25

17.00

......

......

Mar.

16.83

16.75

16.75

16. 75

16.67

16.67

16.75

16.83

16.92

16.83

16.83

16.83

16.83

17.00

17.00

17.00

16.92

16. 83

16. 83

16. 75

36. 75

17.08

17.25

17.50

19.25

18. 33

18.17

18.42

38.33

18.42

18.42

Apr.

38.50

18.50

18.50

18.67

19.25

19.17

19.00

18.92

19.08

19.08

18.83

18.83

19. 58

19.50

19.25

19. 08

19.25

19. 17

19.08

19.00

19.00

18.92

18.75

18.67

18.67

18.67

18.58

18.83

18.83

18.92

......

May.

18.92

19.08

19.25

19.92

19.83

19.50

19.50

20.25

20.33

19.00

19. 92

18.75

20.17

20.42

20.25

20.17

20.08

20.17

21.50

22.42

22.75

22.83

23.33

24.00

24.25

24.67

25.08

25.17

25.17

24.83

24.00

June.

23.50

23.17

23.17

22.92

22.92

23.17

23.25

23.50

23.67

23.75

23.83

23.92

23. 5.0

23.33

23.50

23.58

23.75

24.00

24.17

24.25

24.33

24.50

24.50

24.50

24.50

24.25

24. GO

23.67

23.50

23.17

......

July.

23. 00

22.58

22. 17

21.83

21. 67

21.33

21.00

20.83

20.60

20.33

20.08

20.00

19.83

19.67

19.50

39.50

19. 25

19.17

19.17

19.00

19.17

19.50

19.17

19.08

19.08

19.25

19.25

19.25

19.08

18.92

18.92

Aug.

19.17

18.92

18.75

18.75

18.50

19.08

18.67

18.50

18.50

18.42

18.67

19. 08

19.00

18.83

18.58

18.42

18.33

18.25

18.25

18.75

18. 92

18.50

38.67

19.00

18.83

18. 42

18.50

19.50

3.8. 92

18.50

18.83

Sept.

19.08

18.50

17.83

17.50

17'. 50

17.42

17.50

17.33

17.50

17.42

17.25

17.25

17.25

17.25

16. 92

17.00

17.17

16.92

16.92

16.83

36. 75

16.58

16.50

16.42

16.67

16.67

16.58

16.33

16.42

16.33

......

Out.

17. 00

16.83

16.75

16.67

16.42

19.83

18.75

18.00

17.83

17.42

17.08

17.00

16.92

16.92

16.83

16.67

16.58

16.58

16. 42

16.33

16.25

16.33

16.42

16.42

16.50

16.42

16.50

16.42

16.42

16.50

16.50

Nov.

16.42

16.42

36.58

16.50

16.50

16.50

16.50

16.50

16.50

16.58

16.75

16.83

16.75

16.67

16.83

16.75

16.67

16.67

16.83

16.75

16.92

17.00

16.92

17.00

16.92

16.83

36.83

16.75

16.75

16.67

Dec.

3.6. 58

16.67

16. 75

16.'67

16.67

16.58

16.50

16.58

16.33

16.25

16.33

16.33

16.42

16.58

16.67

16.83

16.92

17.00

17.17

17.17

16.75

16.75

16.83

16.83

16.92

17.00

17.17

17.17

17.17

17.17

17.17

1 The gage height for 1894 is published in Bulletin No. 131, on page 52.

Bull. 140 14
210 PROGEESS REPORT, HYDROGRAPHY, 1895. [BULL. 140, 

Daily gage height of Colorado River at Yuma, Colo., for 1895, in feet.

Day.

1..

2..

3..

4..

5..

6..

7..

8..

9..

10.

11.

12.

10xo -

14.

15.

16.

17.

18.

19.

20.

21.

22.

23.

24.

25.

26.

27.

28.

29.

30.

31.

Jan.

18 83

18.92

19 00

19.17

19.17

19.33

19.50

19.42

19. 25

19. 37

19.00

19.00

18 9?

18 9?

18.92

18. 92

19.00

22. 00

24.75

25 33

26.33

23.58

23.00

21. 17

20.92

20.00

19.67

19.42

19. 17

18.75

18.42

Feb.

18.08

17.83

17.75

17.67

17.42

17.25

17.17

17. 08

17.00

16. 83

16. 83

16.75

16.75

16.75

16. 83

16.83

17.00

17.50

17.58

17.75

17.67

17.67

17.50

17.50

17.33

17.25

17.25

17.25

......

......

Mar.

17.17

17.75

17.67

17.67

17.83

19.50

19.42

19.17

19.00

19.08

19.00

19.08

19.00

18.75

18.75

18.67

18.75

18. 83

18.75

18. 67

18.67

18.67

18.50

18.33

18.25

18.33

18.33

18.50

18.50

18.50

18.50

Apr.

18.58

18.92

19.58

39.50

19.83

19.83

19.75

19.50

19.33

19.17

19.17

19.17

19.17

19. 33

19. 33

19. 33

19.25

19.33

20.33

20.50

20.67

21.00

20.92

21.00

21.25

22.00

22.17

22. 25

22.25

22.00

May.

21. 92

22.00

22.33

22.42

22.67

22.83

23.00

22.75

22.50

22.17

21.83

21.75

21.50

21.33

21.33

21.83

22.50

23. 00

23.25

23.42

23.58

23. 67

23.75

23.67

23. 42

23.42

23.33

23.33

23.17

23.00

22.83

June.

22.67

22.58

22.33

22. 33

22.50

22.50

22.17

22.00

21.83

21.83

21.83

21.83

21.75

22.00

22.33

22.33

22.42

22.50

22.67

22.83

22.83

22. 75

22. 83

22.83

22.67

22.33

22.00

21.75

21.50

21.17

July.

21.00

21.00

21.00

20.83

20.83

21.00

21.67

21.58

21.50

21.50

21.17

20.92

20.92

20.83

20.67

20. 58

20.33

20.25

20.33

20.83

20.75

20.58

20.50

20.58

20.33

20.17

20.00

19. 92

19.92

19. S3

19.75

Aug.

19.92

20.00

20.00

19.83

19.75

19. 67

.19.50

19.58

19.75

19.83

19.83

19.83

19.67

19.58

19.50

19.42

19.25

19.25

19.33

19. 17

19.17

19.33

19.33

19.17

19.25

19.17

19.17

19. 25

19.00

18.75

18.83

Sept.

18. 75

18.50

18.75

18.83

18.50

18.42

18.42

18.42

18.42

18.25

18.25

18.25

18.25

18.33

18.33

18. 33

18.33

18.33

18.25

18.25

18.00

17.83

17.83

17.75

17.75

17.75

17.75

17.75

17.67

17.58

Oct.

17.50

17.83

17.83

18.08

18. 25

19.00

19.50

19.50

18.92

18.67

18.50

18. 50

18. 50

19.00

18.67

18.42

18.42

18.50

18.50

18.50

18.50

18.25

18.17

18. 00

18.00

18.17

18. 17

18.33

18.33

18.25

18.25

Nov.

18.25

18.17

18.33

18.42

18.50

18.50

18.33

18.25

18.33

18.25

18.25

18.33

18.33

18.33

18.50

18.50

18.42

18.67

18.58

18.50

18.50

18.50

18.50

18.50

18.42

19.25

19. 50

19.42

19.33

19.17

......

Dec.

19 00

18.92

18 75

18.75

19.00

19.00

19.00

19.00

18.92

18.92

18.75

18.75

18 67

18 67

18.67

18. 67

18.67

18.67

18.58

18 25

18.25

18.17

18.17

18.00

18.00

18.00

18.00

18.00

18.25

18.33

18.33

INTERIOR BASIN, IN NEVADA.

The Interior Basin includes that portion of the arid regions from 

which the rivers, though often of considerable volume, do not escape 

to the ocean. Their waters, coming mainly from the high mountains 

through numerous tributaries, unite in a trunk stream, which in its 

course through the lower valleys gradually shrinks in size through 

evaporation or flows into a broad shallow lake or sink from which all 

of the water disappears into the air. The principal rivers of the Interior Basin are, on the west, the Truckee, Carson, and Walker; in the

center, the Humboldt, and on the east, the Bear, Weber, Provo, and 

Sevier. Measurements of the volume of many of these streams have 

been made in past years, and a number of stations have been maintained during 1.895.

TAHOE STATION, ON TRUCKEE RIVER.

An attempt was made during 1895 to ascertain the outflow from Lake 

Tahoe into Truckee Eiver "for the purpose of obtaining data as to the 

value of this lake for storage purposes. The place of observation 

chosen was at the dam one-fourth of a mile west from Tahoe City. 

This dam has been built by a lumber company for the purpose of controlling the amount of water in the river in connection with floating 

logs. Two gages were established at this point, an inclined one on the 

upper side of the dam and a vertical one on the lower side, the zero of 

both of these being at the elevation of the floor of the gates. Observations were kept at both gages for the purpose of obtaining facts from 

which to compute the probable flow through the gates. The observer 

was P. Wehrman, a steamboat captain.

In this dam are three gates or passages, the central being 11 feet
NEWELL.] TRUCKEE EIVER. 211

wide, and those on each side 10 feet wide. In the center of the first and 

second gates are single upright posts 10 inches square, breaking the 

flow of the water. The piers or partitions between the passages, as well 

as the sides and bottom, are planked, giving comparatively smooth surfaces. The length of these passages is about 30 feet. The computations 

to be made, therefore, are those for the flow of water through smooth 

rectangular channels about 30 feet long and 10 to 11 feet wide, two of 

these channels being broken by central upright posts. No formula has 

been found for computing the flow applicable to these conditions. After 

determining the velocity in the lower end of the passages as nearly as 

possible by means of a meter, Mr. L. H. Taylor tried the formula given 

by Joseph P. Frizell for the flow of water over a dam with wide horizontal crest, introducing the element of velocity of approach and making deduction for contractions due to sharp corners at the point of entry 

and at the upright post in gates No. 1 and No. 2, thus allowing for three 

contractions for gate No. 1, two contractions for gate No. 2, and one for 

gate No. 3. The velocity of approach, as nearly as could be determined, was 4 feet per second to gate No. 1; 3 feet per second to gate 

No. 2, and 2.54 feet per second to gate No. 3. On July 3,1895, the total 

discharge from this computation was 1,180 second-feet, or less than 1.5 

per cent less than that determined from the meter measurement.

There were so many uncertainties in connection with the computations at this point that it was decided to make measurements from a 

cable suspended across the stream, but before this could be placed in 

position the winter storms prevented further work. The following 

table gives the height of water at the gage on the upper side of the 

dam:

Daily gage height of Truckee River near Tahoe, Cal., for 1895, in feet.

Day.

1...... .......................

2.............................

q

5.............................

6............................. 

7.............................

8.............................

9.............................

10............................

11............................

12............................

13............................

14............................ if;

16............................

17............................

18............................

1Q

20............................

21............................

99

91

24............................

25............................

26............................

27............................

28............................

29............................

30............................

31............................

July.

(a)

5

Kfi

5.50

5.50

5.50 f\ f\9

5.52

1 v>

5.52

5

p»n

5.50-

5.50

5.50

5.50

5.50

5.49

5.48

5.45

5.42

5.70

5.62

5.61

5.60

5.60

5.64

5.62

5.60

5.58

5.56

5.54

Aug.

5.52

5.50

5 49

5.48

5.47 

5.47

5.47

5.46

5.46

5.46

5.45

5.45

5.43

5.43

5.42

5.39

5.38

5.37

5.36

5.35

5.35

5.34

5.27

5.20

5.14

5.11

5.09

5.05

5.03

Sept.

5.03

5.01

4 99

4.96

4.93 

4.90

4.88

4.86

4.82

4.86

4.90

4.88

- 4.86

4.85

4.84

4.82

4.81

4.80

4.79

4.79

4.76

4.71

4.67

4.66

4.65

4.65

4.64

4.64

4.63

Oct.

4.62

4.61

' 4.61

4.58

4.57 

4.55

4.54

4.52

4.52

4.51

4.50

4.49

4.47

4.43

4.42

4.40

4.39

4.37

4.30

4.29

4.28

4.26

4.25

4.24

4.22

4.21

4.20

4.19

4.17

4.16

Nov.

4.14

4.11

4.09

4.07

4.06

4.04 

4.03

4.01

4.00

3.98

3.97

3.95

3.94

3.92

3.90

3.88

3.86

3.85

3. 85

3.84

3.83

3.82

3.82

3.81

3.80

3.79

3.77

3.76

3.74

3.72

Dec.

3.92

3.91

3.90

3.89

3.88

3.88 

3.88

3.87

3.86

3.86

3.86

3.86

3.85

3.85

3.84

3.83

3.82

3.84

3.86

3.89

3.91

3.91

3.92

3.91

3.91

3.90

3.89

3.88

3.87

3.86

3.85

a The fluctuations in the daily discharge of .Truckee Kiver are due to the opening and closing of the 

gates. When they are partly closed the discharge is computed as from an orifice by the same formula 

as that used for the flow of water through the canal gates on Carson Eiver, as noted on page.600.
212 PROGRESS REPORT, HYDROGRAPHY, 1395.

Estimated discharge of TrucTcee River, near Tahoe, Cal. 

[Drainage area, 550 square miles.]

[BULL. 140.

Month.

1895. 

July.............

Discharge in second-feet.

Maximum.

1, 185 ' 

441 

392 

496 

471 

253

Minimum.

266 

393 

357 

344 

408 

246

Mean.

914 

425 

374 

415 

470 

250

Total for 

month in 

acre-feet.

56, 199 

26, 132 

22, 255 

25,517 

27, 967 

15, 372

Run-off.

Depth in 

inches.

1.91 

0.89 

0.75 

0.86 

0.94 

0.52

Secondfeet per 

square 

mile.

1.66

0.77 

0.68 

0.75 

0.85 

0.45

EMPIRE STATION, ON CARSON RIVER.

Measurements of the discharge of Carson Kiver have been made at 

a point near Empire, this being below Carson and Eagle valleys, and 

above the canyon or narrow valley through which the river flows to 

Carson Plains. The measurements at this point show the quantity of 

water available for irrigation purposes both above and below. The 

place of measurement was at the Brunswick dam, near Empire, this 

being about 4 miles easterly from Carson City. This dam is in the 

form of a weir, with a crest about 2 inches wide and 95 feet in length 

between the abutments. There are no end contractions, and the conditions are favorable for accuracy of computation. To the amount of 

water passing over the dam is added that diverted through the head 

gates of the ditch or mill race, each of these two openings or orifices 

being 7 feet wide, with square timber sides, and provided with gates 

'made of 2-inch plank. On June 25,1895, the height of water on the 

gage above the dam was 4.10 feet. One of the head gates of the ditch 

was open from the bottom 0.2 foot and the other 1.5 feet, the water 

issuing from these under a head of 4.3 feet. The depth of water on 

the weir or overflow of the dam was 3.10 feet. In place of the gage 

height reported by the observer, Mr. L. H. Taylor has set down the 

head on the weir and on the orifice. The total discharge over the weir 

is computed by the Francis formula for sharp-crested weirs without end 

contractions. The discharge through the orifice is computed from the 

following formula: q=c a -v/2 gli, using 0.66 as the value of c for an 

orifice with bottom contractions suppressed and with a=11.90. The 

results are believed to be approximations, and under the conditions 

nothing more can be expected. The area of the watershed has not 

been ascertained. The station is about 5 miles below the one established in 1889-90 a short distance above Empire, and receives the 

drainage of Eagle Valley in addition to that at the old station above 

referred to.

The following table gives the total- discharge of the river at this
N1SWELL.] CARSON EIVER. 213

point, the amount going through the openings to the mill race being 

added to that flowing over the dain:

Daily gage height of Carson River near Brunswick, Nev., for 1895, in feet.

Day.

1 ....................

2....................

3....................

4....................

5....................

6....................

7....................

8....................

9 ....................

10...................

11...................

12...................

13...................

15...................

16 ...................

17...................

18...................

19...................

20...................

21...................

22...................

23...................

24...................

25...................

26...................

27...................

28...................

29...................

30...................

31...................

June.

(a)

4.10

4.25

4.00

4.00

4.05

3.85

July.

3.70

3.75

3.65

3.70

3.30

3.10

3.17

3.10

3.00

3.10

3.00

2.90

2.90

.2.70

2.70

2.70.

2.70

2.50

2.3(1

2.25

2.30

2.15

2.00

' 1.90

1.80

1.75

1.70

1.70

1.80

1.90

Aug.

1.80

i in

1.60

1.55

1.50

1.50

1.45

1.40

1.15

1.07

1.10

1.30

1.10

1.08

1.50

1.50

1.50

&3.20

3.10

3.00

2.90

3.45

3.45

3.40

3.45

3.40

3.45

3.41

3.50

Sept.

3.50

3.45

3.50

3.49

3.61

3.40

3.30

3.31

3.20

3.30

3.31

3.28

4.21

3.98

3.70

3.78

3.65

3.6Qa

3.51

3.50

3.43

3.70

3.54

3.51

3.49

3.40

3.41

3.39

3.47

3.40

Oct.

3.39

3.20

3.29

3.36

3.30

3.51

3.56

3.61

3.45

3.41

3.46

3.42

3.23

3.21

3.19

3.12

3.22

3.29

3.31

3.33

3.42

3.51

3.05

3.61

3.60

3.65

3.60

3.51

3.43

3.42

3.35

 Nov.

3.41

3.49

3.65

3.60

3.69

3.54

3.59

3.60

3.59

3.60

3.58

3.58

3.60

3.50

3.55

3.52

3.69

3.70

3.67

3.61

3.58

3.55

3.51

3.47

3.28

3.40

3.50

3.49

3.43

3.45

Dec.

3.51

3.48

3.45

3.48

3.48

3.47

 3.45

3.45

3 41

3.38

3.40

3.41

3.42

3.43

3.41

2.50

2.42

2.10

3.41

3.65

4.85

3.71

3.68

3.67

3.50

3.51

3.80

3.30

2.90

3.50

3.72

a Above weir. b Gage reset with weir crest at 3 feet on gage. 

Discharge of Carson River at Brunswiclc, Nev., for 1S95.

Month.

Discharge in second-feet.

Maximum.

1,980 

1,565 

294 

407 

237 

259 

890

Minimum.

1,645 

244 

62 

107 

71 

124 

63

Mean.

1,804 

802 

149 

192 

154 

204 

211

Total for 

month in 

acre- feet.

49, 313 

9,162 

11, 425 

9,469 

12, 139 

12, 974

NORDYKE STATION, ON WALKER RIVER.

This station was established by Mr. L. H. Taylor on June 27, 1895, 

at a point half a mile below the junction of East and West Walker 

rivers, and 1 mile below Nordyke, in Mason Valley. The drainage area 

above this point has not been measured, a great portion of it lying in 

California. The station is equipped with a cable and tagged wire is 

stretched below this. The gage is vertical, and is fastened to posts 

driven well into the left bank of the river. The bench mark is on a 

willow stump 12 feet north of the gage and at an elevation of 10.77 

feet. The channel is straight, both above and below the station. The 

right bank is low and liable to overflow at very high water, but the left 

bank is high. The bed of the stream is sandy and shifts considerably.

The first measurement was made on June 27, 1895, when the water 

was at the highest stage reached that spring and was still slowly rising.
214 PEOGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

Several irrigation ditches were taking out water from each fork of the 

river above the station. The greater part of the water was coming 

from West Walker Eiver, which was at that time rising, while East 

Walker Eiver was falling.

Very little has been known concerning the actual volume delivered 

by this stream. In the valleys along this river are probably more than 

300,000 acres of land, among the best in the State. As yet, only a 

small portion of these lands are watered, and as the Walker Eiver is 

the only source of supply, it is especially desirable to obtain accurate 

data concerning the fluctuations of this stream. Prom the discharge 

measurements made during the year it has been possible to compute 

the average daily discharge, from which the monthly figures are given.

On December 31 it was decided to discontinue observations on Walker 

and Carson rivers and concentrate work on the Humboldt, in order to 

establish stations at Lovelocks, near the lower end of the river, and 

one on Eock Creek, the Fast important tributary, which enters the river 

near Battle Mountain.

List of discharge measurements made on Walker Eiver at Nordyke, Nev.

No.

1

?!

3

4

Date.

1895.

July 23

Aug. 21

Hyclrographer.

.....do....................

.....do....................

Meter 

number.

100

100

100

100

Gage 

height 

(feet).

3.95

2.30

0.95

0.60

Mean 

velocity 

(feet per 

second).

3..S4

2.74

1.59

1.55

Discharge 

(secondfeet).

2,228

817

177

120

Daily gage height of Walker Ewer at Nordyke, Nev,, for 1895, in feet.

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...................

June.

3.95

4.25

4.30

4.15

July.

3.70

3.50

3.40

3.20

3.15

3.10

3.10

3.05

3.05

3.00

3.00

2.95

2.95

2.90

2.85

2.80

2.80

2.70

2.60

2.70

2.60

2.55

2.45

2.30

2.10

2.00

1.90

1.85

1.80

1.75

Aug.

1.60

1.45

1.40

1.40

1.45

1.50

1.45

1.35

1.30

1.20

1.10

1.35

1.30

1.25

1.20

1.20

1.10

1.00

1.00

0.95

0.95

0.90

0.90

0.80

0.70

0.65

0.65

0.65

0.75

0.75

Sept.

0.75

0.70

0.65

0.60

0.60

0.60

0.50

0.50

0.45

0.45

0.45

0.70

al.80

1.60

1.50

1.40

1.20

0'.95

0.90

0.90

0.90

0.85

0.80

0.80

0.7?

0.60

0.60

0.60

0.60

Oct.

0.60

0.60

0.60

0,60

0.60

0. fiO

0.60

0.55

0.55

0.55

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

b 1. 50

1.50

1.50

1.50

1.50

1.50

1.00

1.10

1.15

1.15

1.15

1.15

Nov.

1.15

1.15

1.15

t.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

Dec.

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1 T>

1.15

1.15

1.15

1.15

1.20

1.20

1.20

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

1.15

a Heavy rain. b Water turned out of ditches.
NEWELL.] WALKER AND HUMBOLDT RIVERS.

Discharge of Walker Eiver at Nordyke, Nev., for 1895.

315

Month.

Discharge iii second-feet.

Maximum.

2,591 

1,983 

398 

500 

353 

227 

242

Minimum.

2,228 

474 

127 

101 

107 

227 

227

Mean.

2,448 

1,179 

235 

170 

180 

227 

228

Total for 

month in 

acre- feet.

72, 494 

14, 450 

10, 116 

11, 068 

13, 507 

14, 019

HUMBOLDT EIVER.

 The drainage basin of Humboldt Eiver occupies the northern end of 

the State of Nevada. The river rises in the northeastern corner of the 

State and flows at first in a general southwesterly course about half

way across the State, then turns northwesterly, and again southwesterly, the waters finally disappearing in the Humboldt Lake, or sink. 

Measurements of discharge have.been made at several points along 

this river, the principal of these being at Blko, near the head waters; 

at Golcouda, about 17 miles east of Winneinucca; and finally at Oreana, 

a short distance above Lovelocks. For some years previous to 1895 Mr. 

L. H. Taylor is able to give a few computations of discharge based upon 

measurements made by himself at a point near Lovelocks, about 18 

miles above Humboldt Lake, these being in June, 1890 and 1892; also 

on April 20, 1893, and June 7,1893, and one measurement on August 

25, 1892.

In 1890 all of the diversion dams in the river in the neighborhood of 

Lovelocks were washed out. At one of these, a timber and stone crib 

structure belonging to W. 0. Pitt and T. J. Hauskins, a mark was 

made at the Avater surface a few hours before^the dam gave way, and 

from this Mr. Taylor was able to ascertain the sectional area of the 

stream that poured through and over the dam. This was estimated to 

be 4,252 second-feet. The flow was probably considerably greater some 

time after the failure of the dam. No record has been kept of the 

exact date. In August, 1892, Mr. Taylor made measurements to the 

high-water line at this dam, which had been renewed, and calculated 

the discharge to have been 2,642 second-feet. This flood occurred in 

June, and was the maximum for the year.

On August 25,1892, he made a measurement, using rod floats, at a 

point a few miles further upstream, above all the canals diverting 

water for irrigation of lands in the vicinity of Lovelocks, and found 

the discharge to be 340 second-feet.

On April 20, 1893, at the same point and by the same method, he 

found the discharge to be 761 second-feet, and on June 7,1893, 3,054 

second-feet. From records kept at that time it appears that the river 

continued to rise for some time after this last measurement, but as the
216 'PROGRESS REPORT, HYDROGRAPHY, 1805. [BULL. 140.

channel widened considerably by the washing out of one of the banks 

no estimate of the maximum discharge of that year can be made.

As is the case of many of the western rivers, the Humboldt is much 

smaller near its mouth than it is farther up. Probably it is the largest 

about 150 miles by railroad and 600 miles by channel above the point 

where measurements were made.

In the vicinity of Battle Mountain, Nev., are about 40 flowing wells, 

mostly shallow, one of these, however, being 110 feet in depth.

ELKO STATION, ON HUMBOLDT RIVER.

This station was established June 17,1895, by Mr. L. H. Taylor, at a 

point 1 mile southwest of the town of Blko. The observer was Plato 

Brewer, the driver of the coach to the Hot Springs. Observations were 

made each morning. The gage was vertical, spiked to posts on the 

right bank of the river a short distance above the bridge. The bench 

mark is on the stone pier of the bridge, this being about 100 feet from 

the gage. The channel of the stream is straight, both above and below 

this point; the right bank is low, but the left bank is high and rocky. 

The bed of the stream is of gravel and sand, shifting slightly from time 

to time. Computations based upon discharge measurements have been 

made of the daily and monthly flow from June 17,1895.

There are in the Humboldt basin, above this station, a number of 

localities where record of precipitation is kept by the Weather Bureau. 

These furnish data from which the relation of run-off to rainfall can be 

computed, and therefore it is especially desirable to continue measurements for some time.

List of discharge measurements made on Humboldt River at Ellco, Nev.

No.

1

?,

3

4

Date.

1895. 

Juncf 17

July 13

Sept. 5

Dec. 14

H^drographer.

L. H. Taylor..............

.....do....................

.....do....................

ifreter 

number.

100

100

100

100

Gage 

height 

(feet).

1.50

0.80

0.30

0.55

Mean 

velocity 

(feet per 

second).

2,50

1.14

0.25

0.62

Discharge 

(secondfeet).

186

48

4

19
NEWEUL.] HUMBOLDT RIVER.

Daily gage height of Humboldt River at Elko, Nev., for 1895, in feet.

217

Day.

I ....................

2. ...................

3....................

5....................

6....................

7....................

8....................

10...................

11...................

12 ...................

1 Q

14...................

15...................

16...................

17...................

18...................

19...................

20..............'.....

21...................

o% >

23...................

24...................

25...................

26...................

27...................

28...... ............

29...................

 30...................

31...................

June.

1.50

1.50

1.45

1.40

1.36

1.30

1.30

1.30

1.20

1.15

1.15

1.15

1.20

1.20

July .

1.70

1.50

1.40

1.60

1.50

1.70

0.95

0.98

0.90

0.85

0.80

0.80

0.80

0.78

0.75

0.85

0.76

0.67

0.70

0.70

0.65

0.65

0.65

0.65

0.65

0.63

0.65

0.60

0.65

0.60

0.60

Aug.

0.60

0.60

0.55

0.55

0.55

0.55

0.55

0.55

0.56

0.56

0.57

0.58

0.50

0.50

0.44

0.45

0.50

0.40

0.35

0.40

0.47

0.30

0.34

0.30

0.47

0.35

0.35

0.40

0.35

0.35

0.36

Sept.

0.37

0.37

0.37

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.38

0.37

0.36

0.34

0.34

0.34

0.34

0.34

0.34

0.34

Oct.

0.34

0.34

0.34

0.33

0.33

0.46

0.45

0.58

0.58

0. 58

0.58

0.50

0.50

0.47

0.50

0.50

0.58

0.57

0.56

0.55

0.55

0.54

0.54

0.54

0.54

0.54

0.54

0.53

0.52

0.52

0.52

Nov.

A <i1

0.51

0.60

0.60

0.60

0.60

0.60

0.53

0.52

0.60

0.60

0.60

0.60

0.20

0.20

0.30

0.64

0.65

« 0.66

0.66

0.66

0.67

0.68

0.68

0.68

0.68

0.67

0.69

0.68

0.67

Dec.

0.67

0.67

0.66

0.65

0.64

0.65

0.65

0.64

0.67

0.68

0.70

0.75

0.80

0.74

0.60

0.67

0.67

0.64

0.64

0.60

0.64

0.64

0.65

0.65

0.65

0.64

0.64

0.64

0.65

0.67

0.67

Discharge of Humboldt River at Elko, Nev., for 1895, in feet. 

[Drainage area, 2,840 square miles.]

Month.

June (17 to 30) ...

Discharge in second-feet.

Maximum.

186 

241 

24 

8 

22 

34 

48

Minimam.

107 

24 

4 

4 

540 

150 

24

Mean.

139 

72 

13 

5 

15 

24 

31

Total for 

month in 

acre-feet.

4,427 

799 

298 

922 

1,428 

1,906

Run-off.

Depth in 

inches.

-

0.030 

0.006 

0.002 

0.006 

0.010 

0.013

Secondfeet per 

square 

mile.

0.025 

0.005 

0.002 

0.005 

0.009 

0.011

GOLCONDA STATION, ON HUMBOLDT RIVER.

This station, described in Bulletin No. 131, page 52, was established 

by Mr. L. H. Taylor on October 24,1894. At that time, ordinarily, 

the lowest water of the year occurs, but during 1894 it was lower 

than ever before except in 1889. At the highest stage the river was 

over 4 feet lower than the mean high-water mark. The station is 1£ 

miles northerly from the town of Golconda. The observer is Mr. L. 

Dutertre, a farmer and merchant. The observations are taken each 

day about 5 p. m. The gage is vertical and is spiked to posts driven 

into the bank on the left side. Measurements are made from a cable 

and suspended car. The channel is nearly straight, the right bank is
218 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

moderately high, but liable to overflow at extreme flood stages, perhaps once in four or five years. The bed of the stream is of gravel 

and sand, shifting somewhat.

In making the computations of discharge at Golconda, data were not 

available for. the highest stages, as the water fell earlier in the season 

than was expected, before the hydrographer could .make a measurement at the highest stage. The rating table based upon the measurements made is, however, believed to be fairly applicable for the highest 

stages. The exceedingly small run-off from the district above Golconda during 1895 is due to the fact that this was an excessively dry 

year, and also to the large area 10,780 square miles taken as being 

within the drainage basin. From a large part of this area, however, 

no water came to the stream. There has been included in this the 

Eeese Eiver Basin and two or three smaller ones to the south of Humboldt Eiver, none of which furnished water to the stream during 1895. 

This area also includes the Battle Mountain Valley, having an-area of 

1,000 square miles of level laud, from which no water ran off. Thus 

more than one-third of the total drainage was during this dry season 

practically unproductive.

The small run-off at Golconda can also be attributed in part to the 

effect of evaporation from the river and adjacent lowlands. The last 

tributary, Eock Creek, entering above Golcouda, is 50 miles away in 

a straight line. The course of the river between these points is, 

however, so crooked that the distance followed by the stream is nearly 

five times as great. Water from the river flows into a shallow lake 

near Battle Mountain, this having an area of about 2,000 acres, from 

which a considerable amount is lost by evaporation. It is estimated 

by Mr. Taylor that the loss from evaporation alone between Eock 

Creek and Golconda during the month of June was over 30 secondfeet, and during July and August about 50 second-feet.

List of discharge measurements made on Humboldt River at Golconda, Nev.

No.

1

o

3

4

5

6

7

Date.

1894. 

Oct. 24

Dec. 4

1895. 

Mar. 22

July 12

Aug. 12

Hydrographer.

L.H. Taylor. .............

.....do. ...................

.....do .....................

.....do....................

.....do....................

.....do ....................

Meter 

number.

100

100

100

100

100

100

100

Gage 

height 

(feet).

1.30

2.00

3.82

2.55

1.62

0.05

 0.30

Mean 

velocity 

(feet per 

second).

1.29

1 34

2. 12

1.35

1.15

0.91

1.20

Discharge 

(secondfeet).

57

114

463

204

96

11

1
NEWELL.] ' HUMBOLDT RIVER. 219 

Daily gage height of Humboldt River at Golconda, Nev., for 1894, in feet.

Day.

2............

3............

4............

5............

6............

7............

8............

9. ............

10...........

11...........

12...........

13...........

15...........

16...........

Oct. Nov.

1.45

1.47

1.50

1.52

1.55

1.57

1.58

1.60

].62

1.67

1.68

1.70

1.72

1 73

1.75

1.73

Dec.

2 OK

2.20

1 90

2.05

2.12

2.15

2.15

1.90

2 19

2.15

2.12

1 On

1.30

1.87

Day.

17............

18............

19

20............

99

23 ............

24............

25 ............

26............

97

28............

29............

30............

31

Oct.

1. 30

1.30

1.30

1.30

1.32

1.37

1 40

1.42

Nov.

1.71

1.79

1.80

1.80

1.85

1.85

1.90

1.95

1.97

1.95

1.97

1.97

2.00

2.00

2.25

Doc.

1.80

1.70

1.80

1.90

2.00

2.10

2.15

2.20

2.20

2.15

2.12

2.10

2.00

2.00

1.92

Daily gage heiyht of Humloldt River at Golconda, Nev., for 1895, in feet.

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.

20.

27.

28.

29.

30.

31.

Jan.

1.92

1.92

1.95

1.97

2.20

2.20

2.20

2.20

2.25

2.27

2.20

2.17

2.10

2.00

2.00

2.07

2.20

2.30

2.30

2.32

2.35

2.35

2.35

2.35

2.35

2.35

2.35

2.30

2.30

2.25

2.20

Feb.

2.10

2.10

2.15

2.20

2.25

2.30

2.35

2.40

2.45

2.47

2.45

2.40

2.42

2.42

2.42

2.40

2.40

2.40

2.42

2.45

2.47

2.47

2.50

2.55

2.50

2.52

2.95

3.50

......

......

......

Mar.

3.40

3.65

3.95

4.17

4.40

4.32

4.30

4.05

3.90

3.82

3.80

3.55

3.57

3.57

3.57

3.62

3.70

3.85

3.85

3.85

3.77

3.82

3.80

3.80

3.82

 3. 87

3.90

3.92

4.00

4.07

4.30

Apr.

4.37

4.60

4.90

5.00

5.50

5.30

5.35

5.40

5.45

5.50

5.35

5.20

5.22

5.25

5.25

5.30

5.30

5.25

5.20

5.25

5.22

5.20

5.20

5.25

5.50

5.50

5.00

5.00

5.00

5.00

May.

5.00

5.00

5.00

5.02

5.00

4.95

4.90

4.70

4.60

4. GO

4.50

4.55

4.60

4.65

4.65

4.55

4.50

4.40

4.30

4.20

4.20

4.25

4.25

4.27

4.27

4.25

4.25

4.22

4.20

4.22

4.22

June.

4.20

4.20

4.20

4.20

4.20

4.10

4.10

4.00

3.92

3.90

3.80

3.70

3. 62

3.50

3. 34

3.20

3.20

3.00

2.90

2.70

2.55

2.58

2.40

2.35

2.30

2.25

2.20

2.20

2.17

2.15

July2.12

2.10

2.15

Aug.

0.55

0.45

0.42

2. 15 0. 40

1. 95 : 0. 40

1.90

1.87

1.70

1.60

1.65

1.60

1.60

1.50

].45

1. 40

1.30

1.20

1.15

1.15

1.12

1.10

1.10

1.02

1.00

0.90

0.85

0.80

0.75

0.75

0.72

0.70

0.30

0.25

0.17

0.12

0.10

0.02

0.05

0.05

0.05

0.05

0.07

0.07

0.06

0.05

0.04

0.03

0.02

0.02

.0.02

 0.02

-0.22

 0.25

 0.25

 0.25

 0.25

 0.25

Sept.

 0.25

 0. 27

-0.22

 0.27

 0.30

 0.30

 0.30

-0.30

 0.30

 0.30

 0.30

 0.30

 0.30

 0.30

 0.30

 0.30

 0.30

 0.32

 0.32

 0.32

 0.32

 0.32

 0.32

 0.32

-0.32

-0.32

 0.32

 0.32

 0.32

 0.32

------

Oct.

 0. 3S

 0.32

 0.32

 0.32

 0.32

 0.32

 0.32

-0.32

 0.32

 0.32

 0.32

 0.32

 0.30

 0.30

 0.30

 0.30

-0.30

 0.30

 0.30

-0.30

-0.30

 0.30

 0.30

 0.30

 0.30

-0.30

 0.30

 0.30

 0.30

 0.30

 0.30

Nov.

 0.30

 0.30

 0. 30

 0.30

 0.30

 0.30

 0.30

 0.30

 0.30

-0.28

 0.28

-0.28

 0.28

-0. 25

-0.28

-0.25

 0. 25

-0. 25

 0.25

 0.25

 0.25

 0.25

 0.25

 0.25

-0.25

 0.23

 0.23

-0.20

-0.10

 0.02

Dec.

0.2

0.2

0.2

0.3

0.4

0.5

0.5

0.5

0.5

0.5

0.5

0.6

0.7

0.7

0.7

0.7

0.7

0.7

0.7

0.8

0.7

0.7

0.7

0.7

0.7

0.7

0.7

0.7

0.7

0.7

0.6
220 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

Discharge of Hwniboldt Eiver at Golconda, Nev., for 1894 and 1S95. 

[Drainage area, 10,780 square miles.]

Month.

1894. 

October (24 to 31)

1895.

Discharge in second-feet.

Maximum.

65 

115 

147

162 

385 

630 

1,035 

842 

568 

353 

28 

2.00 

0.96 

 9.00 

11.50

Minimum.

57 

67 

57

106 127 ' 

362 . 

622 

568 

153 

35 

1.60 

0.70 

0.70 

0.96 

9.80

Mean.

60 

90 

117

141 

180 

478 

913 

672 

353 

80 

12 

0.93 

0.82 

1.80 

10.96

Total for 

month in 

acre-feet.

3,689 

5,355 

7,194

8,669 

9,719 

29, 391 

54, 327 

41, 319 

21, 005 

4,919 

738

Run-off.

Depth in 

inches.

0.006 

0.009 

0.012

0.015 

0.017 

0.051 

0.094 

0.071 

0.037 

0.008 

0.001

Secondfeet per 

sq uare 

mile.

0:005

0.008 

0.011

0.013 

0.016 

0.044 

0.085 

0.062 

0.033 

0.008 

0.001

OREANA STATION, ON HUMBOLDT RIVER.

This station is located about 12 miles upstream from the town of 

Lovelocks, and is above all the irrigating ditches which divert water to 

supply that district. It is about 25 miles above Humboldt Lake. The 

river banks on both sides are of earth, rather high, and moderately 

stable. The station is a quarter of a mile southeast from Oreana at 

the county bridge. The gage consists of a timber 2 inches by 4 inches, 

spiked to a pile bent and divided into tenths of a foot. The bench 

mark is on the cap on the abutment of the pier at the north end of the 

bridge, 12 feet from the gage. Its elevation is 11.70 feet. The main 

current is near the right bank. The channel, both above and below 

the station, is nearly straight; the banks are liable to overflow at 

extreme high water, which occurs at intervals of a few years, although 

the water since 1890 has not passed over the wagon road crossing the 

valley, even at the lowest place.

INTERIOR BASIN, IN UTAH AND IDAHO.

The measurements of rivers forming portions of the eastern part of 

the Interior Basin drainage have been carried on by Prof. Samuel 

Fortier. Some of the old river stations originally established by the 

Irrigation Survey have been discontinued; others have been established 

at points not previously covered. As far as possible the work has been 

conducted with a view to obtaining results of general application to the 

conditions in Utah, but the location of the field work has been governed 

by considerations of economy. It has not been practicable to measure 

streams at a very great distance from headquarters in northern Utah 

on account of the cost of transportation, especially away from certain 

lines of railroad. Professor Fortier has made a general report upon
NEWELL.] EAINFALL IN UTAH. 221

the conditions of water supply in the Territory, the greater portion of 

which is given in the following paragraphs:

In Utah, as in adjoining States, agriculture is dependent upon irrigation, irrigation upon the water supply, and the water supply upon the annual rainfall. 

The value, therefore, of every inch of rainfall can hardly be overestimated. The 

fall of rain and snow is so unequally distributed that an average over a large area 

must as a rule be taken in general discussions. It frequently happens that one portion of a valley or county will receive double or even treble the rainfall that falls on 

another portion. There are, in addition to local differences, the so-called dry and wet 

counties. For example, the rainfall at St. George, Washington County, during the 

entire year of 1872 was reported to be less than three-fourths of an inch, whereas 

on Mount Carmel, in Kane County, in 1874, it was over 36.5 inches. A clearer idea 

of the main source of all the available water supply may be had by briefly reviewing the precipitation in the several counties in which records have been kept.

Cache County has perhaps the best water supply of all the counties in Utah, but 

the average rainfall over the irrigated area does not rise above the general average 

for the whole State. During the past four years of observation at the experiment 

station at Logan the precipitation has fluctuated between 11 and 15 inches. These 

figures, however, do not represent the precipitations over the entire area of Cache 

County. Much of it consists of mountain ranges and elevated table-lauds, upon 

which many feet of snow usually fall, and to which the observed records do not 

apply. It is the accumulation of suow on the Wasatch range that feeds with so 

many perennial springs such streams as Paradise, Blacksmith Fork, and Logan, so 

that the dry seasons in the past have not materially lessened the average summer 

flow of these streams.

In Boxelder County the rain-gages are located at five stations of the Southern 

Pacific Railway. At Corinne monthly records have been kept for twenty-five years; 

at Blue Creek and Kelton for over fifteen years, and at the other stations for shorter 

periods of time. The general average of all the records is as follows:

Inches. 

Corinne.....................-........:..-...........................-.....-.. 12.8

Blue Creek .................................................................. 8.3

Kelton....................................................................... 8.2

Promontory.................................................................. 10.1

Terrace...................................................................... 4.8

The average for the whole county is less than 9 inches.

In Weber County the only reliable data come from Ogden, at which monthly 

observations have been made, with a few exceptions, for twenty-five years. At the 

close of 1890 the general average for the twenty years preceding was about 13.5 

inches, but the excessive rainfall of 1891 (23 inches) and the moderately high rainfall of 1894 (16 inches) have increased the general average. It is impossible to state 

how nearly the precipitation at Ogden represents Weber County. In all likelihood 

the towns of Plain City, Harrisville, West Weber, and others in their vicinity have 

a less rainfall, while the Basin, Liberty, and the main range of the Wasatch have 

a much greater precipitation, chiefly in the form of snow.

Salt Lake County has always been favored in respect to precipitation. The average annual rainfall at Salt Lake City over the period from 1857 to 1890 is nearly 17 

inches. If one excepts particularly favored localities as regards precipitation and 

portions of the mountain ranges noted for the excess of snow which falls upon them, 

Salt Lake County includes within its confines the area of maximum rainfall in Utah. 

In the report on the climate of Utah by General Greely' (1891), he indicates as the 

region of maximum rainfall the elevated table-lauds from Mount Carmel in Kane

1 Fifty-first Congress, second session, Ex. Doc. No. 287. Irrigation and water storage in the arid 

regions.
222 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

County north to Richfield in Sevier County, basing his opinions on the excessive 

rainfall at Mount Carmel and at Lossee in Garfield County during the years preceding 1890. Since that date, however, the rainfalls at these stations have not been 

excessive, and the decrease has modified the general results.

Summit County has had three stations, Coalville, Park City, and Wanship, but only 

a few observations have been taken at Wanship. From 1874 to 1883 Coalvilleshows 

an average record of nearly 14 inches. The records at Park City have not been continuous, and it is difficult to give even an approximate average. This much may be 

said of that region, that it is noted for heavy precipitation during the winter months. 

In February, 1891, 7.2 inches fell, and in December of the same year 4.9 inches, making a total for the two months of over 12 inches.

Little rain or snow falls on Tooele County. The enormous evaporation from the 

surface of Great Salt Lake in summer, which takes place adjacent to this large 

county, is borne by the prevailing winds to more favored localities, and it is rare that 

a shower of rain moistens the parched sandy soil. The records obtained at Deep 

Creek from 1877 to 1880 show au average precipitation of less than 5 inches per 

annum, and those taken at Stockton an average of about 5.5 inches.

The three stations in Emery County show a wide variation: Price, 3.5 inches; 

Castle Gate, nearly 10 inches, and Schofield over 16 inches.

Judging from the meager statistics that have been collected in eastern Utah, the 

annual rainfall of that region seldom rises to 10 inches, and in some localities drops 

below 6 inches. Last year (1894), at Fort Duchesne, in Uinta County, it was not 

5 inches, and the general average at that station for the past six or seven years is 

only 6.5 inches.

At Moab, in Grand County, the average for the past five years is a trifle over 7 

inches. The driest as well as the hottest part of Utah is the extreme southwest 

corner, in the vicinity of St. George, Washington County, where the annual rainfall 

seldom rises much above 6 inches, and where the average July temperature is 86° 

F. in the shade, and the yearly average nearly 62° F.

From the foregoing general review of the precipitation it is evident that Utah has 

no water to waste and little to spare to adjacent States and Territories. If the rain 

fell only during the irrigating period, and it were possible to convey it all without 

loss to the portions cultivated, we might then irrigate 40 per cent of the total area. 

As a matter of fact, little falls during the time of maturing crops, and only a small 

portion of this, which is called the run-off, can be depended upon. From careful 

estimates and measurements made by the hydrographers of the Geological Survey, 

only 0.66 second-foot per square mile runs off from the Utah drainage basins. On 

the basis that 1 second-foot is required for every 80 acres, this average run-off, if 

entirely consumed, would irrigate only 1 in every 12 acres. - But the summer flow of 

the streams is very much less than the average throughout the year, and amounts to 

0.09 second-foot per square mile. Taking, as before, the basis of 1 second-foot for 

every 80 acres, the summer run-off of the Utah streams would only irrigate 1 in every 

89 acres. In other words, that portion of the annual rainfall upon 89 square miles 

of surface which flows off during the driest period would not irrigate more than 1 

square' mile.

There is in this State a land area of 52,601,600 acres, and it has been estimated 

by the Utah irrigation commission that there are 3,654,000 acres either irrigated or 

susceptible of irrigation. That is to say, 1 acre in every 14 is both arable and irrigable. The great question to consider is, Can we irrigate this area? Is the water 

supply sufficient?

The main source of our agricultural wealth is but imperfectly known. The irrigators of Utah have achieved brilliant successes in the intense cultivation of small 

farms and in many of the practical problems related to irrigation, but they have 

neglected the larger and more general problems such as the area of the land actually 

irrigated, the amount of water diverted, and the loss in its conveyance, as well as 

the area of the land that might be reclaimed and the total available water supply.
NEWELL.] IRRIGATION IN UTAH. 223

Many of these facts can not be determined either by individual irrigators or by corporations. If this work is ever done it must be through State or national aid. 

Meanwhile, the State is suffering in not possessing the requisite knowledge of 

her agricultural resources. Company after company is organized to divert water 

from a particular stream, or to build a large storage reservoir to reclaim extensive 

areas of land, with little knowledge of the flow of water in the stream to be tapped 

and the amount already appropriated. There is need of capital, above all things, 

and possibly of water corporations if the rich arable land can not be rendered productive without their aid, but great care must be exercised if the wild-cat irrigation schemes that have disgraced neighboring States are to be avoided. It is an 

easy thing for a few promoters to get together, incorporate, and float a million-dollar 

land scheme. If, however, the water supply, which is really the essential element in 

all such enterprises, is either lacking or insufficient, not only individuals but the 

whole State will suffer in consequence.

In this connection, Utah is indebted to the United States Geological Survey. The 

hydrographers have traveled extensively over the entire cultivated portion, closely 

studied the methods of irrigation, examined reservoir sites, and measured the principal streams. In nearly every Government publication on irrigation there is an 

article on Utah, and although all the statements made are conservative they have 

helped as no other publications have to make known to the world the wonderful 

resources of the State.

As one of the results of this work, knowledge is had of the volume of water that 

has flowed through Bear River Narrows into Boxelder County during every day of 

the year since June of 1889, and upon this continuous record of six and one-half years 

it is safe to assert that for all ordinary seasons a flow of 800 second-feet can be absolutely depended upon. The duty of water around Brigham City, in the same county, 

is about 150 acres for each second-foot of water. Upon this basis Bear River would 

irrigate 120,000 acres in the dryest part of August, and more than 500,000 acres 

throughout the month of June. Boxelder County will never need the entire flow of 

Bear River unless during an exceptionally dry summer, and Weber County will 

eventually learn that it will cost less to convey to the fertile areas of this latter county 

a portion of the summer fl ow of this river over the 50 miles of intervening space than 

to store water in the mountains behind heavy walls of cement and stone. Already 

$400,000 has been expended upon such an undertaking, and $300,000 more will complete the Great East Side Canal to Ogden City. There are many thousands of acres 

along the route of the unfinished Bear River Canal whose market value to-day does 

not exceed $10 per acre, but which, with a reliable water right would readily sell 

for $50, $75, and $100 per acre.

Seepage water. Twenty-four years ago a settlement was formed in Ogden Valley 

called Eden. Ditches were dug and water diverted from the only two available 

sources Wolf Creek and North Fork. In the dry season these ditches were capable 

of conveying the combined flow of both streams. A few years after the settlement 

of Eden the present district of Liberty, located a few miles above Eden on the 

North Fork, began to be settled. When the Liberty farmers commenced to construct a ditch from the North Fork, the lower irrigators objected and threatened to 

enjoin them from interfering in any way with the main source of their water supply. 

More generous counsel prevailed, however, and the Liberty irrigators were allowed 

to .complete their ditch. Somewhat curious to relate, the complete diversion above 

and the application of water to the porous soils of the upper farms has proved a benefit 

to those below. Although every drop that flows along the surface of North Fork is 

taken out through the Liberty ditches, an increased quantity, due to seepage and 

return waters, is to be found at the Eden head gates some 4 miles below.

Some of the richest land in Morgan County skirts East Canyon Creek. The valley is long and narrow and the ditches short. Here the same Avater is used by different farmers at least three times. In May and June the supply is abundant and 

the soil and subsoil are thoroughly watered. As the season advances, a portion of
224 PEOGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

this stored water is drained off and is increased by the direct return of a part of the 

last waterings; hence the threefold duty of the stream.

What is true regarding seepage water from a small tributary like North Fork or 

East Canyon Creek is often true, only to a less extent, of the large streams. In the 

dry summer of 1889, when Bear River was dry in Wyoming, there was sufficient 

water flowing past Corinne to water 60,000 acres. The seepage from Gentile Valley, 

in Idaho, and from the whole of Cache County increased the flow to that extent.

It is no exaggeration to say that the dry summer flow of Weber River is used two 

or three times in one summer. Much of the land irrigated in Summit County borders on the Weber, and the excess which is diverted and applied, if not evaporated, 

returns to the river. In Morgan County also it is the low valley lands adjacent to 

the Weber that are cultivated. On August 8, 1894, there were about 125 second-feet 

flowing into Morgan County, and about the same volume flowing out, while the 

farmers were using about 95 second-feet. That is to say, the Morgan farmers were 

using more than 75 per cent of the flow of the river without apparently lessening 

the volume to the Weber County irrigators.

Accurate measurements were begun ten years ago on the South Platte River in 

Colorado by E. S. Nettleton, then State engineer. These have been continued inmost 

of the years since by his successors in office. The general results up to date show an 

increase, due to seepage from the hillsides and from irrigated areas of from 250 to 

300 per cent in 175 miles of river channel extending from the Platte Canyon in the 

mountains to Iliff on the plains northeast of Denver. Prof. L. G. Carpenter, of the 

Colorado Experiment Station, found an increase from a similar cause in the Cache la 

Poudre River of 3.23 second-feet per mile of river bed, or a total gain of 172 secondfeet in 53 miles.

The method followed in determining the gain was to find out the difference in volume between the flow of the river at the starting point and at the end. To this was 

added the combined flow of all tributaries in the intervening space. When this sum 

was compared with the total flow of all the canals, the above named increases 

resulted. The matter is fully discussed in Bulletin No. 33 of the Colorado State 

Agricultural College Experiment Station, on seepage and return waters from irrigation.

Utah can greatly increase her available supply by means of tunnels intercepting 

the underground and seepage waters. Of the hundreds of creeks that flow through 

the side canyons of the main ranges to the valleys beneath, most, if not all, lose a 

large percentage of their surface water by sinking through the porous mass of debris 

over which each creek flows. This underflow could be readily brought to the surface at suitable places by building walls to bed rock of cement concrete and conveying the developed water through pipes to an open ditch.

There is little doubt but that large quantities of water flow beneath the beds of 

such rivers as the Sevier and the Weber. Where suitable locations could be found, 

with bed rock not too far from the surface, the cost of putting in a submerged dam 

would not be excessive, and would prove a paying investment.

BEAR RIVER.

Bear River, the largest stream flowing into Great Salt Lake, rises in 

the Uinta Mountains easterly from this lake and flows northerly from 

Utah into the southwestern corner of Idaho. Here it receives a number of tributaries, and after meandering backward and forward across 

the State line between Wyoming and Utah, turns abruptly from Wyoming into Idaho and flows into Bear Lake Valley. In times of floods the 

waters traverse the marsh at the north end and enter the lake. At 

other times the water passes through numerous channels, and finally
NEWELL.] BEAR RIVER, IDAHO. 225

escapes at the north end of the valley, where it takes a general northwesterly, Avesterly, and southerly course, passing through a corner of 

Idaho, and flows into Utah. Bear Lake may be considered as being at 

one side of the main channel and serving as a natural reservoir, receiving flood waters and delivering these again into the lower part of the 

stream, regulating the flow and diminishing the fluctuations in quantity. Entering the State of Utah, Bear River flows through Cache 

Valley and escapes from it through the northern end of the Wasatch 

Mountains. At this place it has cut a narrow canyon, through which 

the river descends with great.rapidity and enters upon the plain at the 

north end of Great Salt Lake. Flowing through this it loses its water 

in the lake. Its drainage basin has been described in the Eleventh 

Annual Eeport United States Geological Survey, Part II, Irrigation, 

page 66. Two river stations have been maintained, one at Battle Creek, 

Idaho, near where the river crosses the Slate line to enter Cache Valley, Utah, and the other in the canyon where the river leaves Cache 

Valley, this being a short distance below the head-works of the large 

canal taking out water to irrigate lands north of Corinne.

BATTLE CREEK STATION, ON BEAR RIVER.

This station has been described in Bulletin 131, on page 53. Measurements at this point have been continued by Prof. Samuel Fortier, 

a.nd by his assistant, Mr. J. L. Ehead. The station is located 5 miles 

northwest of Preston, Idaho, from which point it can be reached by 

wagon road. The observer is Mr. John Murdock, a farmer, living 

about 1,000 feet from the gage. The station is equipped with a cable, 

from which a car is suspended, and tag wire shows spaces acros-s the 

river. The gage consists of a vertical board nailed to a pile. The 

bench mark consists of a nail driven in. a house near by. The channel 

of the stream is straight, both above and below the point, and the water 

moves with moderate velocity, the conditions being highly favorable 

for accurate measurements. The table given below shows the principal 

measurements made at this point since 1890. On November 30,1894, 

two measurements were made. The results in the second are believed 

to be more accurate than in the first. In the latter the meter was 

moved vertically from top to bottom in thirty seconds. In the former 

case readings were taken by the meter at the top, middle, and bottom 

of the water. A slight difference may be due to change of meters, but 

the difference may be accounted for principally by the fact that the 

current does not decrease perceptibly until very near the bottom. 

Hence, an average of the three readings at top, middle, and bottom 

is not the true average of the section.

From these measurements a rating table has been computed, and as 

the gage has not been disturbed since 1890 it is believed this relation 

holds good.

Bull. 140 15
226 PROGRESS REPORT, HYDROGRAPHY, 1895. [BOLL. 140. 

List of discharge measurements made on Bear River at Battle Creek, Idaho.

No.

14

15

10

17

18

19?,o

91

Date.

1891.

Nov. 22

1894. 

Oct. 29

Nov. 30

1895.

Apr. 15

Apr. 29

Oct. 14

Hydrographer.

.....do....................

.....do ....................

.....do....................

.....do....................

Meter 

. number.

110

24

106

106

103

ios

Gage 

height 

(feet).

3.25

1.60

1.90

1.80

2.68

3.00

2.93

1.40

Mean 

velocity 

(feet per 

second).

2.12

2.30

3.57

3.50

1.87

Discharge 

(secondfeet)..

791

980

],030

2,268

689

^Rating table for Bear River at Battle Creek, Idaho, for 1895.

Gage 

height.

Feet.

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0.90

1.00

1.10

1.20

1.30

Discharge.

Second-feet.

118

134

158

181

206

235

269

306

344

389

437

492

551

612

Gage 

height.

Feel.

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

Discharge.

Second-feet.

680

750

826

908

993

1,086

1, 181.

1,262

1,375

1,486

1,600

1,718

1, 839

1,970

Gage 

height.

Feet.

2.80

2.90

3.00

. 3. 10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

Discharge.

Second-feet.

2,106

2,243

2,394

2,550

2,717

2,887

3,068

3,237

3,425

3, 637

3, 845

4,050

4,268

Daily gage height of Bear River at Battle Creelc, Idaho, for 1895, in feet.

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.

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.80

1.80

1.80

1.80

1.80

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

Feb.

1.70'

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.80

......

......

Mar.

1.80

1.80

1.80

1.80

1.80

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.60

1.60

1.70

1.70

1.70

1.70

1.80

1.80

1.80

1.80

1.80

1.80

1.90

2.35

2.60

2.60

2.60

Apr.

2.60

2.60

2.70

2.70

2.70

2.70

2.75

2.80

2.90

3.00

3.10

3.10

3.20

3.10

3.00

3.00

3.00

3.00

3.00

3.00

3.00

2.90

2.90

2.90

2.90

2.90

2.90

2.90

2.95

3.10

......

May.

3.20

3.30

3.55

3.70

3.70

3.60

3.50

3.50

3.40

3.40

3.30

3.30

3.40

3.45

3.50

3.40

3.30

3.30

3.30

3.30

3.40

3.40.

3.40

3.40

3.40

3.40

3.40

3.40

3.40

3.40

3.30

June.

3.30

3.30

3.20

3.20

3.10

3.05

3.00

2.90

2.90

2.80

2.70

2.70

2.60

2.60

2.60

2.60

2.50

2.50

2.50

2.40

2.40

2.40

2.40

2.30

2.30

2.25

2.20

2.20

2.20

2.20

July.

2.10

2.10

2.00

2.00

2.00

2.40

1.90

1.90

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.70

1.70

1.70

1.60

1.60

1.60

1.60

1.60

1.60

1.50

1.50

1.50

1.50

1.50

1.50

Aug.

1.50

1.50

1.50

1.50

1.50

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

Sept.

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.40

1.40

1.40

1.40

1.40

1.40

1.40

......

Oct.

1.40

1.30

1.30

1.30

1.30

1.30

1.30

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1..40

1.40

1.40

1.40

1.40

1.40

1.40

Nov.

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

......

Dec.

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40 i: 40

al.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

M.40

1.40

1.40

1.40

(i Slush ice in river. b River frozen over.
NEWELL.] BEAR RIVER, IDAHO-UTAH. 227

The amount of water flowing into Cache County from southern Idaho 

through Bear Elver is given below:

Estimated discharge of Sear River at Battle Creelc, Idaho. 

[Drainage area, 4,500 square miles.]

Month.

1895.

Per aniium . .

Discharge in second-feet.

Maximum.

993 

993 

2,977 

2,717 

3,637 

2,887 

1, 600 

750 

680 

680

3,637

Minimum.

908 

908 

826 

1,839 

2, 717 

1,375 

750 

612 

612 

612

612

Mean.

922 

911 

1,095 

2,268 

3,086 

1, 932 

967 

058 

028 

666 

680 

680

1,207

Total for 

month 

in acrefeet.

56, 692 

50, 594 

67, 329 

134, 955 

189, 751 

114, 962 

59, 459 

40, 459 

37, 369 

40, 951 

40, 463 

41, 812

874, 796

Hun off.

Depth in 

inches.

0.23 

0.21 

0.28 

0.56 

0.79 

0.48 

0.24 

0.17 

0.16 

0.17 

0.17 

0.17

3.63

Secondfeet per 

square 

mile.

0.20 

0.20 

0.24 

0.50 

0.69 

0.43 

0.21 

0.15 

0.14 

0.15 

0.15 

0.15

0.27

COLLINSTON STATION, ON BEAR RIVER.

This station is in the canyon below Cache Yalley, Utah. It is 

described in Bulletin 131, on page 55. Measurements have been continued at this point, as shown by the accompanying table. The point 

of measurement is at the engineer's camp of the Bear Eiver Canal 

Company, 4 miles from the railroad station of Collinston. The observer 

is James Jardine, ditch rider for the company. The station is equipped 

with a cable, boat, and tag wire. The gage consists of a vertical iron 

rod, graduated to tenths of a foot. Bench mark Fo. 1 is a nail in an 

oak post 20 feet west of the gage and 20 feet north of the cable. Its 

elevation is 7.35 feet above the zero of the gage. The initial point for 

soundings is on the left bank. The banks of the stream are high and 

the channel is gravelly, with bowlders, the water flowing with moderate 

velocity. At this point it has a slope of 0.55 foot in 600 feet. The measurements at this point have furnished material for the construction of a 

new rating curve and table, considered reliable for 1895. The rating 

curve constructed from earlier measurements is shown graphically in 

the Fourteenth Annual Beport of the United States Geological Survey, 

Part II, on page 120.
228 PROGRESS REPORT, HYDROGRAPHY, 1895. [uuLL.140. 

List of discharge measurements made on Bear River at Collinston, Utah.

No.

17

18

19

20

?,1

m

?3

24

25

26

27

?8

Date.

1801. 

Apr. 27

Nov. 24

1893. 

Sept. 2

1894. 

Oct. 6

Dec. 22

1895. 

Apr. 8

Apr. 15

Apr. 22

Apr. 29

Aug. 19

Sept. 23

Dec. 9

Hydrographer.

T.M.Bannon. ............

.....do....................

F.H. Newell...... ........

S. Fortier....... ..........

.....do....................

.....do ....................

W. \V. McLaughlin .......

S. Fortier.................

J. L. Khoad. ..............

.....do ....................

Meter 

number.

110

103

24

106

103

.106

106

106

106

106

106

106

Gage 

height 

(feet) .

4.90

2.25

1.70

2.01

2.10

a 3. 16

3.75

3.58

3.61

1.17

1.62

1.95

Mean 

velocity 

(feet per 

second).

3.84

9 14

1.40

2.61

2.57

3.01

3.44

3.27

3.27

2.15

2.14

2.21

Discharge 

(second - 

feet).

4,859

1,192

715

1,800

1,875

3,041

3,853

3,453

3,460

819

1,058

1,397

a New gage. 

Rating table for the Bear River at Collinston, Utah, for 1895.

Gage 

height..

Feet.

0.50

0.60

0.70

0.80

0.90

1.00

1.10

1.20

1.30

1.40

1.50

 1.60

1.70

' 1.80

1.90

2.00

2.10

Discharge.

Second-feet.

420

460

515

565

' - 625

690

750

820

900

980

1,065

1,155

1,250

1,350

1,455

1,570

1,680

Gage 

height.

Feet.

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

Discharge.

Second-feet.

1,800

1,920

2,055

2,170

2,290

2,415

2,540

2, 660

2,790

2,905

3,030

3,165

3,290

3,420

3,550

 3, 085

3,815

Gage 

height.

Feet.

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

Discharge.

Second-feet.

3,945

4,065

4,210

4,340

4,460

4,600

4,725

4,855

4,990

5,120

5,250

5,385

5,500

5,635

5,765

5,905

6,030
NEWELL.] BEAR RIVER, UTAH. 229

Daily gage height of Sear River al Collinston, Utah, for 1895, in feet.

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

2.10

2.10

2.10

2.00

2.10

2.10

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.10

2.10

2.10

2.10

2.00

2.10

2.10

2.10

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

Feb.

1.90,

1.90

2.10

2.10

2.10

2.00

2.00

2.10

2.10

2.05

2.05

2.05

2.00

2.00

1.95

2.00

2.00

2.00

2.10

2.10

2.10

2.00

2.00

2.20

2.20

2.20

2.10

2.10

Mar.

2.10

2.10

2.00

2.00

1.90

1.90

1.80

1.90

2.10

2.00

2.00

2.10

2.10

2.00

2.00

2.00

2.10

2.10

2.20

2.20

2.30

2.30

2.30

2.40

2.50

2.50

2.75

3.50

3.90

4.30

4.25

Apr.

4.35

3.60

3.20

2.65

2.40

2.30

2.50

2.50

2.70

2.95

3.15

3.30

3.30

3.50

3.55

«3.70

3.70

3.70

3.70

3.70

3.70

3.60

3.60

3.50

3.50

3.60

3.60

3.60

3. CO

3.90

May.

3.90

4.10

4.20

4.40

4.55

4.00

4.60

4.60

4.60

4.65

4.70

4.55

4.35

4.30

4.30

4.30

4.30

4.30

4.30

4.20

4.20

4.10

4.05

3.70

3.80

3.80

3.80

3.70

3.70

3.70

3.70

June.

3.70

3.70

3.70

3.70

3.60

3.55

3.50

3.50

3.30

3.20

3.10

3.10

3.00

3.00

2.90

2.75

2.70

2.65

2.60

2.55

2.50

2.40

2.40

2.35

2.25

2.25

2.05

1.95

1.95

2.00

......

July.

1.90

1.90

1.80

1.80

1.70

1.70

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.25

1.15

1.00

1.00

0.90

0.85

0.75

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.70

1.60

1.60

1.50

Aug.

1.40

1.40

1.30

1.30

1.30

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

Sept.

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.20

1.20

1.25

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.40

1.50

1.50

1.60

1.60

1.60

l.CO

1.60

......

Oct.

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

l.CO

1.60

1.60

1.60

1.60

l.CO

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

Nov.

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.80

1.80

.1.80

1.90

1.90

1.90

1.90

1.90

1.90

......

Dec.

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1:90

1.90

1.90

a New gage.

Estimated discharge of Bear River at Collinston, Utah, 1895. 

fDrainage area, 6,000 square miles.]

Month.

1895:

July.............

For annum . .

Discharge in second-foot.

Maximum.

1, 680 

1, 800 

4,460 

3,945 

4,990 

3,085 

1, 455 

980 

1,155 

1,250 

1,455 

1,455

4,990

Minimum.

1, 570 

1, 455 

1, 350 

1, 920 

3,685 

1,512 

540 

750 

750 

1,155 

1, 250 

1,455

540

Mean.

1, 610 

1, 630 

2, 030 

3,244 

4,329 

2,627 

9G1 

813 

873 

1, 192 

1,341 

1,455

1,842

Total for 

month 

iu acrefeet.

98, 995 

90, 526 

124, 820 

193, 031 

266, 180 

156, 317 

59, 090 

49, 989 

51, 947 

73, 293 

79, 795 

89, 464

1,333,447

Run off.

Depth in 

inches.

0.31 

0.28 

0.39 

0.60 

0.83 

0.49 

0.18 

0.16 

0.17 

0.23 

0.24 

0.28

4.16

Secondfeet per 

square 

mile.

0.27 

0.27 

0.34 

0.54 

0.72 

0.44 

0.16 

0.14 

0.15 

0.20 

0.22 

0.24

0.3.1

OGKDEN, WEBER, AND PROVO RIVERS.

These rivers, rising in the high Wasatch Mountains, flow in a general westerly course, and their waters are employed for irrigation in the 

valleys through which they pass. The Ogden and Weber unite near 

the city of Ogden and flow into the Great Salt Lake. The Provo Biver, 

farther south, flows into Utah Lake, a body of fresh water, which in
230 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

turn empties by way of Jordan Eiver into the Great Salt Lake. These 

rivers are fairly typical of the streams from'the mountains, and the 

results obtained by measurements of their flow may be applied, with 

necessary limitations, in the consideration of the water supply of the

State.

, OGDEN STATION, ON OGDEN RIVER.

This station was established by Prof. Samuel Fortier, and observations were begun on June 14,1895. It is located about 10 miles east 

of the city of Ogden, near the house of James Eirie, the observer, and 

is equipped with a cable and a car. The gage is inclined and divided 

into tenths of a foot. The bench mark is a nail on the top of a stake 

between the guy post and an upright on the north side of the river. 

Its elevation is 8.51 feet above the zero of the gage. A second bench 

mark is on a rock at the edge of the county road, 300 feet northwest of the gage. Its elevation is 18.5 feet above the zero. The 

channel at this point is gravel, the banks are of earth, and the bed of 

gravel and sand, the locality being fairly good for accurate results. 

From the measurements made during 1895 a table of discharge has 

been computed, although there are no records for the quantity flowing during the flood season.

List of discharge measurements made on Ogden Eiver above Ogden, Utah.

No.

1

91

3 

4

Date.

1895.

Sept. 13

Oct. 14 

Nov. 11

Hydrographer.

S. Fortier .................

.....do..............'...... 

.....do.....................

Meter 

number.

 mo

106

100 

106

Gage 

height 

(feet).

2.02

1.45

1.53 

1.55

Mean 

velocity 

(feet per 

second).

I

An

1.09

1.20

Discharge 

(secondfeet).

1 50

*i7

. 73

71

Eating table for Ogden Eiver above Ogden, Utah., for 1895.

Gage 

height.

Feet.

1.30

1.40

1.45

1.50

1.55

1.60

1.65

1.70

Discharge.

Second-feet.

40

52

57

63

70

78

85

94

Gage 

height.

Feet.

1.75

1.80

1.85

1.90

1.95

2.00

2.05

2.10

Discharge.

Second-feet.

102

. Ill

120

130

140

150

160

170
NOVELL.] OGDEN KiVEtt.

Daily gage height of the Ogden Hirer above Ogden, Utah, for 1895, in feet.

Day.

1 ....................

2....................

5....................

6....................

7....................

8....................

9....................

10...................

11 ....................

12...................

13 ...................

14...................

15...................

10...................

18...................

19...................

20...................

21...................

22 ...................

23 ...................

24...................

25...................

26...................

27...................

28...................

29...................

30...................

31...................

June.

1.90

1.85

1.85

1.85

1.85

1.80

1.80

1.75

1.75

1.75

1.70

1.70

1.70

1.70

1.70

1.70

1.70

July.

1.80

1.80

1

QA

1.80

1.80

1.80

1.75

1.75

1.70

1.65

1.70

1.75

1.G5

1.65

1.60

1.60

l.CO

1.60

1.55

1.55

1.50

1.50

1.50

1.45

1.45

1.45

1.45

1.45

Aug.

1.45

1.50

1.50

1.50

1.50

1.50

1.50

1.45

1.45

1.40

1.40

1.45

1.40

1.40

1.40

1.40

1.45

1.45

1.40

1.40

1.40

1.40

1.40

1.40

1.40

Sept.

1.40

1.40

1.40 

1.40

1.40

1.40

1.45

1.45

1.46

1.46

1.45

1.44

1.43

1.43

1.44

1.42

1.40

1.40

1.45

1.48

1.51

1.50

1.50

1.50

1.50

1.48

1.48

1.48

1.48

1.48

1.49

Oct.

1.49

1.49

1.50 

1 53

1.53

1.53

1.52

1.52

1.52

1.52

1.52

1.52

1.52

1.52

1.52

1.52

1.52

1.52

1.52

1.52

1.52

1.52

1.52

1.52

1.52

1.52

1.52

1.53

1.53

1.53

!Nov.

1 53

1.53

1.61

1.59

1.56

1.56

1.56

1.55

1.55

1.55

1.55

1.57

1.57

1.57

1.57

1.57

1.57

1.57

1.56

1.56

1.55

1.55

1.55

1.55

1.55

1. 55

1.56

1.56

1.56

Dec.

1.56

1.53

1 54

1 57

1 55

1.51

1.52

1.55

1.52

1.48

1.48

1.48

1.48

1.48

1.48

1.49

1.50

1.50

1.50

1.50

1.50

1.49

1.49

1.49

1.49

1.49

1.49

1.48

1.48

1.46

A gaging station was established on Ogden Eiver above the powdermill dam, in Ogden Canyon, during August of 1889, and daily observations were taken to the close of 1890.

The discharge in the canyon seldom drops much below 100 secondfeet. In 1890 the average for any month never got below 129 secondfeet, but the year 1895 was exceptionally dry, with little snow in the 

mountains, and the flow was much less than it has been since 1889. 

There were times in August and September when the total discharge 

from Ogden Valley was only 52 second-feet.

Estimated discharge of Ogden Eiver, above Ogden, Utah, in second-feet. 

[Drainage area, 360 square miles.]

Moiitli. Greatest 

flow.

154

111

63

64

67

73

73

Least flow.

94

57

52

52

62

67

58

Average.

108

84<\n

57

66

71

63

TJINTA STATION. ON WEBER RIVER.

. This station is near the watchman's house at the railroad bridge, 5 

miles east of Uinta and about 10 miles by wagon road from Ogden. 

The point is in the vicinity of the so-called Devil's Gate, on the Union 

Pacific Eailroad. The station has been described in Bulletin 131, page
232 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

57. Observations have been continued through 1895, and a number of 

discharge measurements made. The observer is Morgan Flaherty, 

a watchman, living about 100 feet from the gage. The equipment consists of a cable, car, and tag wire. The gage is vertical and supported 

from above by a projecting timber placed out of the reach of high 

water. At the time of the measurement, on September 14, 1895, it 

was reported that the river was lower than it has been since 1889. 

On November 5 the bench marks were checked, and it was found that 

the mark placed on April 22, 1891, on a staple in a telegraph pole, 

was at an elevation of 17.44 feet. The old'gage'at this place has been 

found to be unreliable, as the ice lifted the bottom. The high-water 

observations, however, are good, as the upper part of the gage was 

firmly attached. A new gage was put in place during 1895, and suitable corrections made as far as possible.

List of discharge measurements made on Weber Ewer .above Uinta, Utah.

No.

1

?,

3

5

fi

7

a

n

in

n

19,

13

H

15

1(i

Date.

1889. 

Ang. 12

Oct. 17

1890. 

May 3

Jul'y 21

A ug. 12

Sept. 4

1891.

Nov. 27

1894.

Aug. 15

1895.

June 17

July 23

Aug. 17

Sept. 14

Nov. 5

Hydrograpber.

.....do..................

.....do ..................

.....do..................

.....do ..................

.....do ..................

.....do........:.........

.....do..................

.....do..................

S.Fortier. ...... ........

.....do ..................

.....do..................

J. L.Rhead ....:........

J.L.Ehead..... ........

J. L.Rhead....... ......

Meter 

number.

....110

....110

5

106

106

110

103

106

106

106

106

55

106

106

106

Gngo 

height 

(i'eet) .

0.70

5.40

5.90

1.10

1.00

1.40

&1.10

0.50

2.20

1.20

0.85

0.85

1.41

Mean 

velocity 

( feet per 

second).

1.00

2.02

7.01

7.14

3.12

2.35

2.20

5.81

3.24

2.84

1.73

1.31

4.04

1.93

1.40

1.37

2.25

Discharge 

(secomffeet). 

a 33

130

4,330

4,804

590

254

220

2,184

402

396

141

166

955

222

100

94 274

a Measurement made at county bridge, near Uhita.

b New gage; reading of old gage, 1.20.

c Ico in river makes this of doubtful value.

Eating table for Weber River above Uinta, Utah, for 1895.

Gage 

beigbt.

Feet.

0.50

0. CO

0.70

0.80

0.90

1.00

I.JO

1.20

1.30

1.40

1.50

1.60

Discharge.

Second-feel.

58

75

90

112

135

165

196

232

280

337

390

455

Gage 

height.

Feet.

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

Diacbarge.

Second-feet.

525

600

680

770

860

955

1,055

1,150

1,250

1,350

1,450

1,555

Gago 

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

Discharge.

Second-feet.

1,660

1,765

1,880

1,985

2.090

2,195

2,300

2,400

2,500

2,605

2,710

2,815
NEWELL.] WEBER RIVER. 233

Daily gage height of Weber River above Uinta, Utah, for 1895, in feet.

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.

0.90

0.90

0.90

.1.00

1 00

1.00

1.00

1.00

1.00

0.90

0.90

1.00

1.10

LOO

1.00

1.00

1.00

0.90

1.00

1.10

1.10

1.00

0.80

0.70

0.80

0.80

0.80

0.80

0.80

0.80

0.80

Feb.

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.85

0.85

0.85

0.85

0.85

0.80

0.80

0.80

0.80

0.80

0.82

0.85

0.90

0.90

0.80

0.80

1.10

1.15

1.20

1.30

1.30

......

......

......

Mar.

1.00

1.05

1.25

1.20

1.10

1.10

1.00

1.25

1.25

1.10

1.00

1.00

0.90

0.90

1.20

1.15

1.00

1.10

1.10

1.20

1.20

0.90

1.00

1.15

1.30

1.40

1.50

1.80

1.20

1.10

3.20

Apr.

3.20

2.80

2.80

2.80

2.10

1.90

2.20

2.00

2.40

2.65

2.60

2.60

2.50

2.70

2.80

2.70

2.55

2.55

2.60

2.60

3.00

a3.00

3.00

2.90

3.00

3.00

3.00

3.50

3.50

3.60

......

May.

3.50

3.40

3.50

3.60

3.50

3.35

3.30

3.30

3.35

3.50

3.50

3.40

3.35

3.30

3.40

3.45

3.45

3.35

3.25

3.30

3.45

3.15

3.15

3.00

2.90

2.80

2.65

3.10

3.00

2.20

2.45

June.

2.45

2.55

2.50

2.50

2.40

2.50

2.45

2.50

2.45

2.30

2.35

2.35

2.35

2.30

2.25

2.15

2.05

2.05

1.95

1.85

1.85

1.75

1.75

1.65

1.60

1.45

1.35

1.25

1.25

1.25

July.

1.20

1.10

1.10

1.10

1.10

1.10

0.95

0.95

0.85

0.85

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

0.80

1.50

1.50

1.45

1.35

1.25

1.10

1.10

1.10

1.10

1.10

1.10

1.10

Aug.

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

0.95

0.90

0.80

0.90

0.85

0.90

0.90

0.90

0.90

0.90

0.90

0.90

0.90

0.90

0.90

0.90

0.90

0.90

0.90

0.90

0.90

Sept.

0.90

0.90

0.90

0.90

0.90

0.90

0.90

0.90

0.90

0.00

1.00

1.00

1.00

1.00

1.10

1.10

1.10

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

......

Oct.

1.20

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

].30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

Ttfov.

1.30

1.30

1.40

1.40

1.40

1.40'

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

Dec.

1.40

1.40

1.40

1.40

1 40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.50

aNewgago.

Weber Eiver was measured during the years 1889, 1890, 1891, and 

1892, but the station was abandoned during 1893 and 1894. During 

1895 the water was much lower than it has been since 1889, and perhaps 

long before that date. In 1890 the average summer flow was at least 

265 second-feet; in 1891, 338 second-feet, and in 1892,187 second-feet, 

but the average flow last August was only 155 second-feet, and for a day 

or two it dropped, to 100 second-feet.

Estimated discharge of Weber Eiver above Uinta, Utah. 

[Drainage area, 1,600 square miles.]

Month.

1895.

March ........... 

April............

Per annum...

Discharge in second-feet.

Maximum.

190 

280 

1,980 

2,400 

2,400 

1,300 

390 

196 

232 

280 

337 

890

2,400

Minimum.

90 

112 

165 

770 

955 

199 

112 

112 

135 

232 

337 

337

90

Mean.

146 

138 

279 

1,512 

2,007 

849 

188 

154 

187 

278 

333 

339

534

Total for 

mouth 

in acrefeet.

8,977 

7,664 

17, 155 

89, 970 

123, 406 

50, 519 

11,560 

9,469 

11,127 

17, 094 

19, 815 

20, 844

387, COO

Run oft1.

Depth in 

inches.

0.10 

0.08 

0.20 

1.33 

1.44 

0.59 

0.14 

0.12 

0.13 

0.20 

0.23 

0.21

4.77

Secondfeet per 

square 

mile.

0.09 

0.08 

0.17 

0.95 

1.25 

0.53 

0.12 

0.10 

0.12 

0.17 

0.21 

0.21

0.33
234 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

PROVO STATION, ON PROVO RIVER.

This locality is in the canyon, about 6 miles from the city of Provo, as 

described in Bulletin 131, page 59. The observer is Henry V. Smith, 

a farmer, living about 1£ miles from the gage. Observations are made 

each morning. The gage is inclined and fastened to stakes set in the 

ground. The station is equipped with a cable, a boat, and also a suspended car, so that either boat or car can be used. From the measurements made during 1895, and those of previous years, Professor Fortier 

has constructed a rating table which is fairly applicable to-the observations.

List of discharge measurements made on Provo Mver in Provo Canyon, Utah.

No.

14

15

Hi

Date.

1894. 

Dec. 24

1895. 

June 15

July 20

Hydrographer.

S. Fortier ...............

A.P.Davis .............

Meter 

number.

103

106

55

Gage 

height 

(feet).

4.40

4.80

4.10

Mean velocity 

(feet per 

second).

2.53

3.69

2.19

Discharge 

(secondfeet).

390

680

270

Rating table of Provo River in Provo Canyon, Utah, for 1S95.

Gage 

height.

Feet.

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

Discharge.

Second-feet.

146

168

192

220

254

292

338

389

444

Gage 

height.

feet.

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

Discharge.

Second-feet.

508

580

651

728

800

880

968

1,050

1,130

Gage 

height.

Feet.

5.50

5.60

5.70

5.80

5.90

6.00

6.10

6.20

Discharge.

Second-feet.

1, 204

1,282

1,361

1,440

1,520

1,600

1,680

1,760

Daily gage height of Provo River in Provo Canyon, Utah, for 1895, in feet.

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.

4.30

4.30

4.30

4.40

4.40

4.60

4.30

4.30

4.30

4.30

4.30

4.30

4.30

4.30

4.30

4.30

4.30

4.30

4.30

4.30

4.30

4.30

4.30-

4.30

4.20

4.20

4.20

4.20

4.30

4.30

4.30

Feb.

4.30

4.30

4.30

4.30

4.20

4.20

4.20

4.30

4.30

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.30

4.30

4.30

4.30

4.40

4.40

4.40

4.40

4.40

......

Mar.

4.40

4.40

4.40

4.40

4.30

4.30

4.30

4.30

4.30

4.30

4.30

4.30

4.30

4.30

4.20

4.20

4.20

4.30

4.30

4.30

4.40

4.40

 4.40

4.50

4.50

4.60

4.60

4.90

5.20

5.20

4.60

Apr.

4.60

4.60

4.60

4.50

4.50

4.50

4.50

4.50

4.00

4.60

4.70

4.70

4.70

4.80

4.90

4.90

4.90

4.90

4.90

4.90

4.90

5.10

5.10

5.10

5.10

5.10

5.10

5.20

5.20

5.30

May.

5.30

5.30

5.20

5.20

5.20

5.20

5.30

5.30

5.40

5.40

5.50

5.50

5.60

5.90

6.00

6.20

5.90

5.90

5.90

5.90

5.80

5.70

5.60

5.60

5.50

5.40

5.30

5.30

5.20

5.20

5.20

June.

5.20

5.10

4.90

4.80

4.80

4.80

5.00

4.90

4.80

4.80

4.70

4.70

4.80

4.80

4.80

4.70

4.60

4.60

4.50

4.50

4.40

4.40

4.30

4.30

4.30

4.30

4.20

4.20

4.20

2.20

July.

4.20

4.20

4.20

4.20

4.10

4. 10

4.00

4.00

4.10

4.10

4.10

4.20

4.20

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.00

Aug.

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

3.90

3.90

3.90

3.90

3.90

3.90

Sept.

3.90

3.90

3.90

3.90

3.90

3.90

3.90

3.90

3.90

3.90

3.90

3.90

3.90

3.90

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.10

4.10

......

Got,

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.' 10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

"4.10

4.10

4.10

Nov.

4.10

4.10

4.20

4.20

4.20

4.2.0

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.30

4.30

4.30

4.30

4.30

4.30

4.30

Dec.

4.30

4.30

4.30

4.30

4.30

4.30

4.30

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.30

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20
NEWELL.] SNAKE RIVER. 235

A continuous record has been kept of Provo Eiver since July of 

1889. The average flow for the driest months of past years are as 

follows:

Second-feet. 

September, 1889............................................................... 145

September, 1890...."........................................................... 244

September, 1891.................................................. .............. 314

August, 1892........................................................... ....... 201

The following- is the record for 1895:

Estimated discharge of Provo River in Provo Canyon, Utah.

[Drainage area, 640 square miles.]

Mon tli.

1895.

May.............

July.............

Per annum . .

Discharge in second-feet.

Maximum.

508 

389 

968 

1,050 

1,760 

908 

292 

220 

254 

254 

338 

338

1,760

Minimum.

292 

292 

292 

444 

968 

292 

220 

192 

192 

254 

292 

292

192

Mean.

341 

320 

421 

683 

1,216 

542 

261 

215 

209 

254 

300 

303

423

Total for 

montli 

in acrefeet.

20, 907 

18, 105 

25,880 

40,641 

74, 769 

32, 251 

16, 048 

13, 220 

12, 436 

15, 618 

17, 851 

18, 631

306, 423

Run off.

Deptli in 

inches.

0.61 

0.62 

0.76 

1.19 

2.19 

0.94 

0.47 

0.39 

0.37 

0.46 

0.53 

0.54

9.07

Secondfeet per 

square 

mile.

0.53 

0.51 

0.60 

1.07 

1.90 

0.85 

0.41 

0.34 

0.33 

.0.40 

0.47 

0.47

0.00

COLUMBIA BASIN. 

SNAKE RIVER.

Snake Eiver rises in the mountains of western Wyoming, south of 

Yellowstone Park, its headwaters flowing in a general westerly and 

southwesterly course, uniting in eastern Idaho. The main river pursues a southwesterly and westerly direction across the lava plains 

of southern Idaho, into which it has cut a deep, narrow gorge. In 

western Idaho it is joined by numerous tributaries flowing from the 

mountains in the central pa.rt of the State, and also by streams coming 

from eastern Oregon. The waters of the main river are used to a small 

extent for irrigation in eastern Idaho at points above that portion of its 

course where it has cut deeply into the lava. Farther down, however, 

it is impossible to divert the water to any considerable extent, as the 

valley along the stream is too narrow and the fertile uplands are several hundred feet above the bed of the stream. The tributary streams 

are largely employed, and it is possible in many cases to take out all of 

the waters, and it may be desirable to hold some of the floods in storage 

reservoirs. Measurements of the Snake Eiver and its tributaries have 

been made at points in eastern Idaho, as described in annual reports of 

this Survey. The principal operations of 1895 have been, however, in 

the western part of the State, .where work has been under the charge 

of Mr. Gerald F. Sheruiau, of Boise, Idaho.
236 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

BOISE STATION, ON BOISE KIVER.

Measurements of Boise River are made at a point about 8 miles 

above Boise, the station being at the mouth of Boise Canyon. The 

gage consists of a vertical rod fastened to stakes set in the ground. 

The bench mark is a bridge spike driven into a cottonwood tree 20 

feet from the gage, 3.40 feet above the 8-foot mark of the gage. The 

measurements made at this point are shown in the following table.

In the latter part of July, 1895, it was decided to locate a secondary 

gage on Boise River to obtain the slope of water surface. This was 

placed 425 feet below the old gage and carefully connected by means 

of a wye level. Both were referred to the same datum. At that time 

the lower' end of the. old gage was found to be warped and was 

corrected. A gage was also placed on the lower Boise in order to 

determine the water going by at the lowest stage during the irrigating 

season. The meter can generally be used by wading, but in high water 

measurements can be made from a wagon bridge.

List of discharge measurements made on Boise Eiver, above Boise, Idaho.

Date.

1895. 

-Ar>r 20

May 11

July 18

July 26

Sept. 7

Hydrographer.

.....do..................

G. F. Sherman ..........

Meter 

number.

20

26

23

23

55

23

Gage 

height 

(feet).

5.00

5.30

4.60

2.80

2.40

1.75

Area of 

section 

(square 

feet).

864

705

567

Mean 

velocity 

(feet per 

second).

3 40

3.76

2.71

1.98

2.20

1.75

Discharge 

(secondfeet).

4,770

5,562

4,115

1,708

1,552

938

Daily gage height of Boise Eiver above Boise, Idaho, for 1895, in feet.

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.

28.

27.

28.

29.

30.

31.

Jan.

2.55

2.47

2.30

2.35

2.37

2.25

2.15

1.85

2.05

2.25

2.30

2.37

2.60

2.77

2.57

2.52

2.50

2.42

2.37

2.30

2.25

2.22

2.25

2.20,

2.10

1.95

2.00

1.80

2.05

2.10

2.30

Feb.

2.25

2.25

2.27

2.15

2.10

2.17

2.17

2.15

2.15

2.20

2.05

1.90

2.05

2.15

2,00

2.05

2.15

2.20

2.15

2.22

2.20

2.20

2.32

2.40

2.45

2.50

2.53

2.52

......

......

Mar.

2.55

2.62

2.57

2.48

2.42

2.35

2.37

2.40

2.47

2.60

2.75

2.72

2.65

2.57

2.47

2.42

2.40

2.42

2.45

2.45

2.45

2.45

2.45

2.50

2.65

2.87

3.18

3.92

4.20

3.82

3.62

Apr.

3.53

3.43

3.52

3.60

3.42

3.32

3.24

3.35

3.57

3.80

3.93

4.08

4.25

"5~66'

4.80

5.00

5.20

5.40

5.70

5.60

5.71

5.51

5.60

......

May.

5.70

5.50

5.80

5.90

5.60

6.00

5.90

5.80

5.70

5.50

5.30

5.30

5.30

5.60

5.70

5.70

5.60

5.50

5.50

5.60

5.70

5.50

5.30

5.20

5.10

5.60

6.00

5.70

5.30

5.00

4.90

June.

4.80

4.60

4.50

4.50

4.60

4.50

4.60

4.50

4.40

4.30

4.20

4.20

4.40

4.30

4.40

4.30

4.20

4.00

3.90

4.00

4.10

4.30

4.60

4.60

4.60

4.60

4.50

4.50

4.50

4.40

......

July.

4.30

4.20

4.20

4.20

4.00

4.00

4.20

4.20

4.10

4.10

4.00

4.00

4.00

4.00

4.00

4.00

3.80

3.00.

3.00

2.90

2.80

2.80

2.60

2.50

2.40

2.40

2.40

2.30

2.40

2.. 40

2.30

Aug.

2.30

2.20

2.20

2.20

2.20

2.10

2.10

2.10

2.00

2.00-

2.00

2.00

2.00

2.00

2.00

1.90

1-.90

1.80

1.80

1.80

1.80

1.70

1.70

1.70

1.70

1.70

1.70

1.80

1.70

1.70

1.70

Sept.

1.60

1.60

1.60

1.70

1.70

1.70

L70

1.70

1.70

1.80

2.00

2.00

2.00

2.00'

2.10

2.10

2.00

1.90

1.80

1.90

1.80

1.80

1.80

1.80

1.90

1.90

1.80

1.80

1.80

1.80

......

Oct.

1.80

1.80

1.80

1.80

1.70

1.70

1.70

1.70

1.80

1.80

1.80

1.80

1.80

1.80

1.70

1.70

1.70

1.70

1.80

1.80

1.70

1.70

1.70

1.80

1.80

1.80

1.70

1.70

1.70

1.70

1.70

Nov.

1.80

1.80

1.80

1.80

1.70

1.70

1.40

.1.70

1.80

1.80

1.80

1.80

1.80

1.80

1.90

1.90

1.90

1.80

1.80

1.80

1.80

1.70

1.50

1.50

1.60

1.70

1.80

1.50

1.80

1.90

Dec.

1.80

1.80

1.50

1.40

1.40

1.80

1.80

1.80

1.80

1.70

1.90

1.90

1.90

1.50

1.60

1.30

1.20

1.20

1.20

1.20

1.20

1.30

1.30

1.50

1.60

1.80

1.80

1.50

.......

.......

.......
NEWELL.] BOISE AND PAYETTE RIVERS. 237

CALDWELL STATION, ON BOISE RIVER.

This station was established by Mr. Arthur P. Davis on July 27, 

1895, at the highway bridge 1 mile north of Caldwell. The purpose of 

measurements at this point below most of the irrigation ditches is to 

obtain the amount of water flowing in the river at the lower end of the 

valley, this being mainly derived from seepage. Observations were 

begun on August 18 and maintained until November 20. The gage 

consists of an inclined rod divided into vertical tenths of a foot, the 

distance along the rod between the marks being 0.22 foot. The gage 

is spiked and bolted to two piles and to a stake driven into the river. 

One bench mark consists of a nail in the top of the pile at the upper 

end of the gage. Its elevation is 13 feet. The channel above the station is curved, but is nearly straight below. The bed of the stream is 

of rocks and gravel and does not change perceptibly during low water.

List of discharge measurements made on Boise River at Caldwell, Idaho.

No.

1

2 

3

Date.

1895. 

July 28

Aug. 17 

Oct. 16

Hydrograpker.

G. F.Sherman..... 

.....do.............

Meter 

number.

55

23 

15

Gage 

height 

(feet).

3.80

3.15 

3.35

Area of 

section 

(square 

(feet).

189

81 

103

Mean

velocity 

(feet per 

second).

4.00

2.78 

3.05

Discharge 

(secondfeet).

756

220 

315

Daily gage height of Boise Ewer at Caldwell, Idaho, for 1895, in feet.

Day.

1....

2....

4....

5....

6....

7....

8....

9....

10...

11...

12...

13...

14...

15...

16...

 Aug. Sept.

2.90

2.90

2.90

2.90

2.90

3.00

3.05

3.20

3.35

3.70

3.80

3.80

3.90

3.80

Oct.

3.40

3.35

3.40

3.40

3.35

3.30

3.30

3.25

3 OK

3.30

3.35

3.35

3.40

Nov.

3.75

3 T\

3 7K

3.75

3.70

3.70

3.75

3.80

3.80

3 80

3 Qft

3.90

3.90

3.90

3 on

Day.

17....

1 Q

19

20.

21.

22.

23.

24.

25.

26.

27.

28;

29.

30.

qi

Aug.

3 1 n

3 1 n

3.00

3.00-

3.00

2.90

2.90

2.90

2.90

3.10

3.10

3.00

2.90

Sept.

3.70

3.60

3.00

3.60

3.65

3.65

3. 05 ft fif;

3.60

3.60

3.50

3.40

3.40

3.40

Oct.

3.60

3.60

3

CA

3.60

3.60

3.60

Q K<^

«j CF;

3. 65

3 7fl

3.70

3.70

3

7^

3

QA

!N"ov.

3.90

3. 85

3

OC

3. 85

(a)

a Discontinued for the winter. 

PAYETTE STATION, ON PAYETTE RIVER!

This station has been described in Bulletin No. 131, on page 66. 

Observations have been continued through the greater part of 1895, 

and measurements made. On June 28, when the water stood at 3.50 

feet, the discharge was found to be 3,723 second-feet. On July 22 the 

water stood at 1.53 feet .and the discharge was 1,882 second-feet. On 

December 11 the water was at 0.36 foot and the discharge 1,003 second-
238 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

feet. All of these measurements are made from the wagon bridge. 

The observer at this point is J. A. Ballinger. the town marshal at 

Payette.

List of discharge measurements made on Payette River at Payette, Idaho.

No.

1

?, 3

Date.

1895. 

June 28

July 22

Dec. 11

Hydrographer.

.....do...............

Meter 

number.

23

2323'

Gage 

height 

(feet).

3.50

1.53

0.36

Area of 

section 

(square 

feet).

819

454

Mean 

velocity 

(feet per 

second).

2.35

2.29

2.21

Discharge 

(secondfeet).

3,723

1 fiQO

1,003

Daily gage height of Payette Elver at Payette. Idaho, for 1895, in feet.

Day.

1..

2..

3..

4..

5..

G..

7..

8..

9..

10.

11.

12.

13.

14.

15.

16.

17.

1 Q lo.

19.

on£\J .

21.

9966 .

23.

24.

25.

26.

27.

28.

29.

30.

31.

Jan.

1.30

1.20

J. 20

1.20

1.30

1.30

1.40

1.40

1.50

1.50

1.60

1.60

2.70

2.80

2.00

1.60

1.60

1.60

1.50

1.50

1.50

1.40

1.40

1.40

1.40

1.30

1.30

1.40

1.30

1.30

1.30

Feb.

1.30

1.30

1.30

1.30

1.40

1.40

1.30

1.30

1.30

1.30

1.40

1.40

1.30

1.30

.1.30

1.40

1.40

1.40

1.40

1.50

1.50

1.55

2.10

2.20

2.10

2.10

2.00

1.90

Mar.

1.80

1.60

1.60

1.60

1.50

1.50

1.60

1.70

1.70

1.70

1.70

1.70

1.60

1.50

1.40

1.30

1.30

1.30

1.30

1.30

1.40

1.40

1.40

1.40

1.40

1.50

l.CO

1.80

2.00

2.20

2.40

Apr.

2.30

2.20

2.10

2.10

2.00

2.00

3.05

2.85

2.85

3.00

3.25

3.30

3.25

......

....'..

......

May.

.....

.....

.....

.....

.....

.....

.....

.....

5.10

5.60

6.20

6.10

5.90

5.70

5.30

June.

5.00

4.80

4.40

4.20

4.00

3. 90

3.80

3.80

4.00

3.90

3.70

3.60

3.80

3.90

4.00

3.90

3.80

3.70

3.40

3.30

3.30

3.30

3.30

3.60

3.70

3.60

3.60

3.50

3.40

3.40

July.

3.40

3.30

3.30

3.00

3.00

3.20

3.00

2.80

2.60

2.40

2.30

2.30

2.20

2.10

2.10

2.00

1 90

1.90

1.80

1.80

1.40

i f^n j.. j\j

1.40

1.30

1.30

1.30

1.30

1.20

1.20

1.20

1.20

Aug.

1.20

1.20

1.10

0.90

0.90

0.90

0.90

0.80

0.80

0.80

0.70

0.60

0.60

0.50

0.50

0.50

0.50

0.50

0.40

0.40

0.40

0.40

0.30

0.30

0.30

0.30

0.20

0.30

0.30

0.30

0.30

Sept.

0.30

0.30

0.20

0.20

0.30

0.30

0.30

0.30

0.30

0.30

0.40

0.70

0.80

0.90

0.90

0.80

0.80

0.60

0.60

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.40

Oct.

0.40

0.40

0.40

0.40

0.40

0.40

0.40

0.40

0.40

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30 0.30-

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

Nov.

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.30

0.40

0.40

6.40

0.40

0.40

0.40

0.30

0.30

0.30

0.30

0.30

0.40

0.40

0.40

......

Dec.

0.40

0.40

0.40

0.40

0.40

0.40

0.40

0.40

0.40

0.40

0.40

0.40

0.40

0.40

0.40

0.40

0.40

0.40

C.40

0.40

0.40

0.50

0.50

0.60

0.60

0.60

0.60

0.60

0.60

0.60

0.60

WEISER STATION, ON WEISER RIVER.

The observations of river height are made at a point about 10 miles 

from Weiser, Idaho, a short distance above the ford. The station is 

described in Bulletin No. 131, page 66. The gage originally established 

by Mr. Davis was disturbed by either ice or driftwood, and found to be 

out of position when examined in July. The reports of the observer 

do not indicate when the movement took place, and therefore corrections 

can not be made with certainty. A new gage was firmly fastened in 

place on July 28. The 6-foot mark on this gage is 13.46 feet below a 

bench mark on a large bowlder 30 feet south of the gage. This new 

gage is at an elevation of 0.90 foot above the old. In the following 

table of heights 0.90 has been added to the original observations for 

January, February, and March, and corrections applied to those from
NEWELL.] WEISER RIVER. 239

April 30 to July 28 to bring them into accord with the gage located on 

the latter date. Observations were begun on December 5,1894. The 

height of water during the first half of the month was about 1.80 

feet. On December 17,1894, the water rose to 2.60 feet, and gradually 

fell to 2.20 feet at the end of the month.

List of discharge measurements made on Weiser River above Weiser, Idaho.

No.

1

3 

4 

5

Date.

1894.

1895. 

Apr. 24

Mav 28

June 20 

July 23 

July 29

Dec 10

Hydrographer.

A.P.Davis.-.l......

V. C. Tompkins.....

.....do............... 

G.F. Sherraan......

Meter 

number.

24

20

26

"""23" 

55

91

Gage 

height 

(feet).

1 80

4.00

4.95

2.30 

1.70 

1.58

1.65

Area of 

section 

(square 

feet).

""222" 

197

241

Mean 

velocity 

(feet per 

second).

1.10

2.90

2.55

1.28 

0.54 

0.74

0.80

Discharge 

(secondfeet).

977

2, 110

2,U9

400 

121 

141

171

Daily gage height of Weiser Eiver above Weiser, Idaho, for 1895, in feet.

Day.

1..

2..

3..

4..

5..

6..

7..

8..

9..

10.

11.

13."2

Vlo.

16.

17.

18.

19.

20.

21.

22.

23.

24.

25.

26.

27.

28.

29.

30.

31.

Jan.-

2.30

2.30

2.30

2.40

2.40

2.80

2.70

2.50

2.50

2.50

2. CO

2.80

3.65

3.80

3.20

2.90

2.80

2.00

2.40

2.30

2.20

2.10

2.00

2.00

1.00

1.90

1.80

1.80

1.80

1.70

1.70

Feb.

1.70

1.70

1.70

1.70

1.60

1.60

1.60

1.60

1.60

1.60

l.CO

1.60

1.70

1.70

1.70

1.70

1.60

1.60

1.60

1.50

1.50

1.60

1.80

3.00

3.05

3.20

3.60

3.40

Mar.

3.30

3.20

3.00

3.00

2.90

3.80

2.70

2.80

3.20

3.30

3.40

3.20

2.90

2.60

2.10

2.10

2.10

2.20

2.70

3.10

4.10

3.60

3.70

4.20

5.70

5.50

5.60

6.30

6.30

5.70

5.40

Apr.

4.60

4.50

4.40

4.20

3.30

3.70

3.60

3.60

2.70

3.80

4.00

3.90

3.90

4.30

4.60

4.50

4.60

4.60

4.50

4.50

4.50

4.50

4.50

4.60

4.80

4.85

5.00

5.30

5.10

5.00

......

May.

4.90

4.85

4.80

4.70

5.00

5.20

5.30

5.00

4.85

4.40

4.20

4.90

4.70

4.40

4.50

4.50

4.40

4.40

4.30

4.30

4.40

4.20

4.90

4.80

4.90

4.80

5.50

5.00

4.70

4.30

4.10

June.

3.80

3.70

3.50

3.45

3.50

3.45

3.50

3.40

3.30

3.30

3.20

3.10

3.10

3.00

2.90

2.90

2.80

2.80

2.70

2.70

2.70

2.60

2.60

2.50

2.30

2.40

2.30

2.20

2.20

2.20

July.

2.10

2.10

2.05

2.05

2.05

2.05

2.05

2.05

2.05

2.05

2.05

2,05

2.05

2.05

2.05

2.05

2,00

2.00

2.00

1.90

1.90

1.90

1.90

1.90

1.90

1.90

1.80

1.80

1.60

1.60

1.60

Aug.

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

Sept.

1.35

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.50

1.50

1.60

.1.60

1.70

1.90

1.80

1.70

1.70

1.70

1.60

1.60

1.00

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

......

Oct.

1.60

1.60

1.60

1.60

l.CO

1.60

1.60

1.60

1.60

1.60

1.60

1.60

l.CO

1.60

1.60

.1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

Nov.

1.60

1,60

1.60

1.60

1.60

1.60

 1.60

1.60

1.60

l.CO

1.60

1.60

1.60

1.60

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.80

1.80

1.80

1.80

1.80

1.70

1.70

Dec.

1.60

1.60

1.60

1.60

1.60

1. 60

1.60

3.60

1.60

1.60

l.CO

1.60

1.60

l.CO

1.70

1.70

1.90

2.00

2.00

2.10

2.10

2.40

2.60

2.70

2.60

2.60

2.50

2.40

2.30

2.30

2.30

GRAND VIEW STATION, ON BRUNEAU RIVER.

Observations and measurements of river height have been carried 

on at this point by Mr. Andrew J. Wiley, chief engineer of the Owyhee 

Land Irrigation Company. The point of observation is 10 miles east of 

Grandview, below the head of Bruneau ditch. The observer is Perry 

Shull, watchman at the canal. Observations are taken each morning. 

There are two gages, one on the north and one on the south'side of the 

river, each at the same elevation. The channel is straight, both above
240 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

and below the station, the banks high and rocky, and the bed changing 

little, if any, the section being a good one with the exception that the 

velocity is very slight at low water. A measurement on August 3, 

1895, at a height of 1.33 feet, gave a discharge of 50 second-feet, and a 

second measurement on December 21 gave a discharge of 127 secondfeet.

Daily gage height of the Bruneau Eiver near Grand View, Idaho, for 1895, in feet.

Day.

1..

2..

3..

4..

5..

0..

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.

1.52

1.53

1.63

1.50

1.40

1.28

1.16

1.60

1.40

1.50

1.60

1.60

1.65

1.65

1.65

1.70

1.72

1.72

1.62

1.60

1.65

1.70

1.70

1.60

1.70

1.60

1.60

1.55

1.55

1.60

1.55

Eeb.

1.55

1.55

1.60

1.84

1.55

1.50

1.60

1.70

1.60

1.60

1.40

1.40

1.50

1.55

1.53

1.50

1.55

1.50

1.50

1.55

1.60

1.40

1.30

1.30

1.30

1.40

1.60

1.70

......

Mar.

1.70

1.70

1.72

1.72

1.71

1.73

1.73

1.80

1.82

1.82

1.82

1.81

1.84

1.84

1.85

1.88

1.88

1.87

1.88

1.90

1.90

1.92

1.93

1.93

1.98

2.10

2.08

2.10

2.10

2.20

2.20

Apr.

2.20

2.20

2.20

2.20

2.20

2.18

2.18,

2.18

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.30

2.32

2.20

2.30

2.40

2.45

2.45

2.45

2.60

2.70

2.75

2.80

2.85

......

May.

2.83

2.72

2.80

2.93

'3.00

3.25

3.25

3.25

3.25

3.25

3.15

3.00

3.00

3.05

3.15

3.15

3.15

3.07

3.07

3.07

3.07

3.06

2.95

2.90

2.95

2.80

2.80

2.75

2.75

2.75

2.75

June.

2.65

2.50

2.45

2.40

2.40

2.40

2.45

2.45

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.30

2.30

2.25

2.15

2.15

2.10

2.10

2.10

2.10

2.10

2.10

2.00

2.00

2.00

2.00

2.00

July.

2.00

2.00

1.95

1.90

1.90

1.85

1.80

1.70

1.75

1.70

1.70

1.70

1.65

1.65

1.60

1.55

1.45

1.45

1.50

1.50

1.50

1.50

1.40

1.40

1.40

1.40

1.40

1.40

1.35

1.30

1.30

Aug.

1.35

1.35

1.30

1.30

1.30

1.25

1.25

1.25

1.25

1.25

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.15

1.15

1.20

1.25

1.25

1.25

1.20

1.20

1.30

Sept.

1.30

1.35

1.30

1.30

1.35

1.40

1.40

3.40

1.35

1.40

1.40

1.40

1.40

1.35

1.35

1.35

1.35

1.40

1.40

1.40

1.40

1.35

1.35

1.35

1.35

1.35

1.40

1.40

1.40

1.35

Oct.

1.40

1.40

1.40

1.35

1.35

1.35

1.35

1.35

1.35

1.35

1.35

1.35

1.35

1.35

1.35

1.35

1.40

1.40

1.40

1.40

1.40

1.40

1.45

1.45

1.45

1.45

1.45

1.45

1.45

1.45

1.45

Nov.

1.50

1.50

1.50

1.55

1.55

1.55

1.55

1.55

1.55

1.60

1.60

1.60

1.65

1.65

1.65

1.65

1.65

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.75

1.75

1.75

Doc.

1.75

1.70

1.70

1.70

1.70

1.70

1 70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.75

1.75

1.70

1.70

1.70

1.70

1.65

1.65

1.65

1.60

1.60

1.60

1.60

Estimated discharge of Bruneau Eiver near Grand View, Idaho.

Month.

1895. .

Discharge in seconcl-feot.

Maximum.

150 

167 

310 

785 

1,101 

625 

225 

55 

67 

75 

150 

150

1,101

Minimum.

106 

110 

147 

308 

680 

225 

45 

25 

45 

55 

87 

111

25

Mean.

134 

129 

163 

401 

906 

364 

115 

31 

60 

64 

119 

130

218

Total for 

month in 

acre-feet.

8,239 

7,164 

10, 022 

23, 861 

55, 708 

21, 660 

70, 711 

1,906 

3,570 

3,935 

7,081 

7,993

221, 850

An examination was made on August 2,1895, of the Bruueau Eiver 

and irrigation works in process of construction. These works consist 

of a diversion dam and canal designed to convey the waters of Bruneau 

Eiver to the valley lands on the south side of Snake Eiver at and near 

Grand View, The dam is of loose rock, surmounted by a timber crest,
NEWELL.] SNAKE KIVER. 241

upon which can be placed flashboards to raise the water to the desired 

height in the canal. The dam is 176 feet long and 170 feet wide at 

base, and was constructed by blasting rock into the stream bed from 

the abutting ledges and rilling in the crevices with earth and gravel. 

Water spills over the entire width of the dam, its lower slope being protected by timber.

The canal was nearly finished when seen. The abundance of rock 

and the great cost of lumber have caused the constructors to use 

masonry wherever possible, construction being of the best character. 

The result is that the work appears to be one of the most thorough of 

its class. Most of the side drainage is taken through culverts under 

the canal. Waste gates are provided wherever repairs are anticipated.

MONTGOMERY STATION, ON SNAKE RIVER.

An examination was made by Mr. Arthur P. Davis of localities along 

Snake Eiver, in the vicinity of Minnedoka, for the purpose of ascertaining whether it would be possible to make a series of measurements of 

the discharge of this stream. This examination was in accordance with 

desires expressed by citizens of Idaho, as it is proposed to construct a 

canal system to reclaim lauds under the provision of the so-called Carey 

law. At Shoshoue the water was found to be too sluggish for accurate 

measurement, there being no perceptible motion excepting near the 

center of the stream. It is reported to be over 200 feet in depth. At 

the ferry, 12 miles from Minnedoka, the most favorable section was 

found, the stream being about 800 feet wide, and from 3 to G feet deep, 

and with a hard, gravel bottom. Measurements were made from the 

ferryboat, but considerable difficulty was found in holding this at the 

desired spot in the section. The gage at this point is inclined and is 

fastened to posts set in the ground. The observer is George Montgomery, the ferryman. The first measurement, that on August 9,1895, 

gave for a height of 2.80 feet a discharge of 5,413 second-feet. The 

second measurement, on October 3, when the water stood 2.28, gave a 

discharge of 4,592 second-feet.

Daily gage height of the Snake Eiver at Montgomery ferry, Idaho, for 1S95, in feet.

Day.

1 ....

2.

3

4. ..

5. .

6. .

7 . .

8. .

9. .

10 .

11 .

12 .

13 .

14 .

15 .

10 .

Aug.

3.00

2.90

2.85

2.90

2.80

2.80

2.80

2.70

2.65

2.60

2.50

2.50

Sept.

2.20

2

OA 

. u\J

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.10

2.10

2.10

2.10

2.10

2.30

Oct.

2.30

2 90 

. t.\J

2 of) 

. ou

9 3f) ti. OU

2.20

2.20

2.30

2.30

2.20

2.30

2.25

2.20

2.30

2.30

2.30

2.30

Nov.

2.40

2.40

2.40

2.40

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.60

2.60

2.60

2.60

Dec.

2.60

2.60

2.60

2.70

2.65

2.55

2.45

2.30

2.30

2.30

2.30

2.30

2.40

2.50

2.50

2.40

Day.

17.

18.

19.

20.

21.

22.

23.

24.

25.

26.

27.

28.

29.

30.

31 ....

Aug.

2.40

2.40

2.40

2.40

2.35

2.30

2.30

2.30

2.20

2.20

2.20

2.20

2.20

2.20

2.20

Sept.

2.30

2.30

2.10

2.10

2.20

2.20

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

......

Oct.

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.40

2.40

Nov.

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.50

2.40

2.45

2.50

2.60

......

Dec.

2.45

3.10

3.50

2.95

2.60

(a)

(a)

(a)

(a)

(a)

' («)

(a)

(a)

(a)

(a)

a lliver frozen from December 22 to 31, inclusive.

Bull. 140 16
242 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

NYSSA STATION, ON OWYHEE RIVER.

This station, is described in Bulletin No. 131, page 66. Observations 

of height have been continued throughout the year, and a number of 

discharge measurements were made. The first, on May 25,1895, gave 

for a height of 2.40 feet a discharge of 773 second-feet; the second, on 

June 30, when the water stood at 1.30 feet, gave a discharge of 213 

second-feet; the third, on July 20, when the water was at a height of 

1 foot, gave a discharge of 64 second-feet. The observations at this 

point during 1895 are not considered wholly reliable. A large ditch is 

taking water out above the station, so that the river measurements do 

not give the total discharge of the river during the irrigating season.

Daily gage height of Oivyhee River at Nyssa, Oreg.,for 1S95, in feet.

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.

80.

31.

Jan.

1.60

1.60

1.60

1.70

1.70

1.80

1.80

1.90

1.90

1.90

1.90

2.00

2.45

2.70

2.95

3. 00

3.15

3.00

2.25

"2."i6"

2.05

2.00

1.95

1.90

1.90

1.90

2.00

2.00

2.10

2.10

Feb.

2.20

2.20

2.30

2.20

2.10

2.10

1.90

1.90

1.90

1.90

1.85

1.80

1.85

1.90

1.90

1.90

2.00

2.05

2. ]5

2.20

2.30

2.30

2.' 30

2.65

2.85

3.15

3.65

3.80

Mar.

3.90

2.90

2.55

2.40

2.30

2.20

2.20

2.10

2.10

2.00

2.00

2.00

1.80

1.80

1.80

2.05

2.25

2.40

2.60

2.65

2.70

2.65

2.55

2.40

2.40

2.30

2.25

2.15

2.05

1.90

2.20

Apr.

2.70

3.30

4.30

 4.40

4.10

3.35

3.80

3.90

3.90

4.00

4.00

4.10

4.20

4.30

4.45

4.65

4.80

4.90

5.05

5.20

5.15

5.05

5.00

4.95

4.70

4.60

4.45

4.65

4.70

4.80

May.

4.90

4.90

5.05

5.25

5.25

5.20

5.20

5.15

5.05

4.95

4.80

4.70

4.40

4.00

3.85

3.80

3.75

3.65

3.35

3.15

3.00

2.75

2.65

2.50

2.40

2.40

2.30

2.30

2.20

2.15

2.05

June.

2.00

1.80

1.80

1.70

1.70

1.70

1.70

1.60

].60

1.60

1.60

1.00

1.50

1.50

1.50

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.20

July.

1.20

1.20

1.20

1.20

1.20

1.20

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.20

1.20

1.20

1.10

1.10

1.10

1.10

1.00

:.oo

1.00

1.00

1.00

1.00

1.00

0.90

0.90

0.90

0.90

Aug.

0.90

0.90

0.90

1.00

1.00

1.00

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1. 00

1.00

1.00

0.90

0.90

0.90

0.90

0.90

0.90

0.90

Sept.

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.20

1.20

Oct.

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.10

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

Nov.

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.20

1.30

1.30

1.30

1.30

......

Dec.

1.30

1.30

1.30

1.30

1.30

-1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.40

1.40

1.40

1.40

1.40

1.40'

1.40

1.30

1.30

1.30

VALE STATION, ON MALHEUR RIVER.

This station has been described in Bulletin No. 131, on page 68. It is 

located at a bridge about one-fourth of a mile from Vale. Measurements made at this point are shown in the following table:

List of discharge measurements made on Malheur lUver at Vale, Oreg.

No.

1

*:

3

4

Date.

1895.

July 21

Hytlrographer.

.....do ......................

Meter 

number.

9fi

26

23

23

Gage 

height 

(feet).

3.00

2.10

0.80

0.58

Mean 

velocity 

(feet per 

second).

0.74

0.70

0.63

0.97

Discharge 

(secondfeet).

521

261

28
NEWELL.] MALHEUR RIVER. 243 

Daily gage height of Nalheur River at Vale, Or eg., for 1895, in feet.

Day.

1..

2..

3..

4..

5..

6..

7..

8..

9..

10.

11.

12.

13.

14.

15.

10.

17.

18.

19.

20.

21.

22.

23.

24.

25.

20.

27.

28.

29.

30.

31.

Jan.

1.95

2.00

2.05

2 11)

2.15

2.30

2.30

2.30

2.20

9 11

2.15

2.20

2.20

2.15

2.25

2 ?f>

2.25

2.15

2.15

2.10

2.15

2.15

2. 10

2.10

2.25

2.10

1.90

1.95

1.95

1.95

1.95

Feb.

1.50

1.95

2.05

2.05

2.15

2.15

2.10

2.15

2.15

2.15

2.15

2.00

2.10

2 15

2.15

2.15

2.10

2.15

2.20

2.15

2.20

2.60

3.15

3.20

3.25

3.00

2.60

2.00

......

Mar.

2.40

2.35

2.30

2.25

2,25

2.25

2.25

2.30

2.15

2.40

2.00

2.90

2.95

2.70

2.40

2.05

2.35

2.25

2.35

2.25

2.35

2.35

2.35

2.35

2.55

3.15

3.00

4.10

4.25

4.40

;!. 15

Apr.

3.05

3.25

3.00

3.45

3.25

3.25

3.00

2.85

2.85

3.05

3.25

3.30

'3.35

3.25

3.30

3.25

3.25

3.25

3. 40

3.30

3.20

3. 25

3. 25

3.30

3.05

3. 00

3.00

3.00

2.95

2.90

May.

2.85

2.80

2.75

2.70

2.70

2.75

2.85

2.90

2.75

2.70

2.05

2.55

2.40

2.35

2.40

2.25

2.20

2.20

2.20'

2.10

2.10

2.15

2.10

2.10

2.00

2.00

1.95

1.90

2.10

2.15

2.00

Jnno.

2.00

2.00

2.05

2.00

1.90

1.80

1.80

1.75

1.70

1.05

1.00

1.60

1.00

1.00

1.60

1.00

1.50

1.45

1.35

1.25

1.15

1.10

1.05

1.00

1.00

1.00

1.00

0.95

0.90

C.80

July.

0.80

0.85

0.70

0.70

0.05

0.00

0.70

0.70

0.70

0.70

0.70

0.70

0.70

0.60

0.60

0.00

O.CO

0.00

0.50

0.50

0.50

0.58

0.58

0.58

0.58

0.58

0.58

0.59

0.60

0.58

0.58

Aug.

0.58

0.59

0.00

0.00

0.00

0.59

0.58

0.58

0.00

0.60

0.60

0.00

0.60

0.59

0.58

0.60

0.60

0.60

0.59

0. 58

O.GO

0.60

0.60

0.60

0.00

0.60

0.60

0.60

0.61

0.61

0.61

Sept.

0.61

0.61

0.61

0.61

0.01

0.02

0.02

0.02

0.02

1.00

1.10

1.10

1.20

1.35

1.40

1.55

1.55

1.50

1.50

1.45

1.40

1.40

1.40

1.50

1.50

1.40

1.50

1.50

1.50

1.45

Oct.

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.50

1.45

1.40

1.40

1.40

1.40

1.40

1.40

.1.50

1.45

1.40

1.40

1.45

1.50

1.50

1.50

1. 50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

Nov.

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.00

1.00

1.00

1.00

1.60

1.60

1.60

1.00

1.00

1.00

1. GO

1.75

1.90

1.85

1.85

1.70

1.00

1.65

1.70

1.70

1.70

Dec.

1.70

1.70

1.60

1 60

1.65

1.70

1.70

.1.00

1.00

1 70

1.70

1.70

1.70

1.70

1.70

1 60

1.60

1.00

1.70

1.80

1.70

1.70

1.65

1.70

1.70

1.70

1.75

l.Ou

1.90

1.80

1.70

Below this point on Snake River the Weather Bureau has two points 

of observation in Idaho, the first being at Weiser, below Montgomery 

.ferry, and the second at Lewiston, farther downstream, this town being 

near the boundary between Idaho and Washington. These gages were 

established for the purpose of giving warnings for flood, and daily 

readings are not taken. When the rivers are at or near the danger line 

observations are made and the results are telegraphed to the Portland, 

Oreg., office.

The gage on the Snake Eiver at Weiser was erected in December,

1894. It consists of an incline 45 feet long, graduated to give a vertical 

record of 28 feet. It is located on the bank of the Weiser Eiver where 

it empties into the Snake. The bench mark is the railroad track in 

front of the depot, the elevation above sea level being 2.123 feet. The 

elevation of the zero of the gage is 2,095 feet. The danger line is at 

a reading of 10 feet. 

The gage on the Snake Eiver at Lewiston was erected in January,

1895. and consists of a vertical scale attached to a pile of a wheat warehouse and having a total length above zero of 28 feet. The bench mark, 

elevation 750 feet above sea level, is the base stone of the Masonic 

Building. The elevation of the zero of the gage is 722 feet. The danger line is at a reading of 24 feet on this gage.

YAKIM'A RIVEK.

This stream is of first importance in the irrigation of the arid portions of the State of Washington. As described in the Fourteenth 

Annual Eeport United States Geological Survey, Part II, page 132, it
244 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

rises in the Cascade Eange, receiving waters from numerous small 

lakes scattered among high peaks. The numerous tributary streams 

flow in a general southeasterly course, uniting to form the main stream, 

which passes in a southerly direction through numerous valleys. About 

a mile above the town of North Yakima the Caches Eiver, one of the 

largest tributaries, comes in from the west. A river station has been 

established, as noted below, near the mouth of this stream, giving thus 

the total outflow from its catchment basin. The total area drained, as 

measured from the land-office map of Washington, is 1,000 square miles, 

of which 300 square miles are within the catchment area of Tiaton 

Eiver, its principal tributary.

After passing along the west side of Moxee Yalley, Yakima Eiver 

flows out through Union Gap, this point being 7 miles below the mouth 

of Naches Eiver, and 6 miles below the town of North Yakima. Before 

passing through the gap the river receives Atanuin Creek. A measurement of this stream was made near its moutli on August 18,1895, 

showing that the discharge at that time was 19 second-feet. The total 

drainage area above this point, as measured from the land-office map, 

is 3,300 square miles. A river station, described below, has been 

established on the Yakima Eiver at Union Gap.

Passing through Union Gap, the river enters the broad Yakima Valley, in which it receives a number of tributaries from the west. The 

principal of these are Topinish and States creeks, the drainage areas 

of both of these streams being included within the Yakima Indian 

Eeservation. These streams have been measured at the railroad crossings near their mouths.

There are a large number of irrigating ditches taking water from the 

Yakima Eiver and its tributaries, both above and below the river stations mentioned. Most of the smaller ditches are in the Kittitas Valley, or in the vicinity of the town of North Yakima. The largest irrigating enterprises are below this point, taking water out upon the broad 

valley to the east of the Indian reservation, or farther down the river 

near Prosser and Kiona. The largest canal in operation is known as 

the Sunnyside, which has its head a few miles below the river station 

at Union Gap. The company owning this canal has maintained readings of the height of the river at the head works since April 5, 1894. 

On July 25, 1894, a wing dam was constructed just below the river rod, 

so that it no longer gave the true height of the stream. The total 

outflow of the river is measured at the river station near Kiona, this 

being below the heads of all large irrigating canals.

NORTH YAKIMA STATION, ON NACHES RIVER.

This station, as mentioned on page 73 of Bulletin No. 131, was established August 14,1893, the gage being located at a point a few yards 

above the mouth of the river and near the bridge of the Northern Pacific 

Eailroad. Owing to the difficulty of securing accurate measurements 

the readings were discontinued on September 20,1894, and not resumed
NEWELL.] NACHES AND YAKIMA RIVERS. 245

until August 19,1895. The observer during 1895 has been the section 

foreman on the railroad. Discharge measurements were made from the 

railroad bridge at times of flood, and by wading the stream at low 

water. The bed of the stream is rocky, fairly permanent, and straight 

for about 50 feet above and below the bridge.

List of discharge measurements made on Naches River above North TaTcima, Wash.

No.

1

9

i! 

4

Date.

1893.

1894. 

Nov. 21

1895. 

Aug. 1C 

Dec. 2

Hydrographer.

F.H. Newell......

.....do.............

Meter 

number.

94

24

55 

55

Gage 

height 

(feet).

1.00

2.50

1.02

Area of 

section 

(square 

feet).

322

490

289 

243

Mean 

velocity 

(feet per 

second) .

3.70

2.44

1.01 

1.44

Discharge 

(secondfeet).

1, 193

a 1,190

400 

349

a Measurement made at Nelson's bridge, 4 miles above mouth of river.

Daily yaye height of Naches River above North Yakima, Wash., for 1895, in feet.

Day.

1.... 

2....

3 .... 

4 ....

(>....

7 ....

8.... 

9....

10 ... 

11...

12 . . .

13 ...

14...

15 ... 

16 ...

Aug.

......

------

......

Sept.

Too"

1.00 

1.00

1. 00

1.00 "i.'iio"

1.00 

1.00

1. 00

1. (iO

"i.'iio"

Oct.

l.CO 

1.60

1.00 

1.00

1.00

1.00

1.00 

1.00

l.CO 

1.00

1.00

l.CO

1.60 

1.40

Nov.

1.20 

1.20 Oo"

1.20

1.20

1.20

1.20 

1.20 "i.'io"

1.40

l.CO

1.70

1.70 

1.80

Dec.

"i.'io"

1.10 

1.10

1.10

1.10

1.10 "i.lo"

1.80 

2.00

2.30

2. CO

2.40 "2." to"

Day.

17.... 

18 ....

19.... 

20 ....

21....

22 ....

23 ....

24.... 

25 ....

20 . .

97

28....

29 ....

30 ....

31 ....

Aug.

......

1.00 

1.00

l.CO

l.CO

l.GO

i.co

l.CO

1.00

1.60

1.60

Sept.

l.CO 

1 60

1.60 

1.60

1.60

1.60

 1.60 

1.60

1.60 

1.60

1.60

l.CO

Oct.

1.4.0 

1.40

1.30

1.20

1.20

1.20

1.20 

1.20

1.20

].20

1.20

1.20

Nov.

TTO'

1.70 

LOO

1.20 "i.'ijo"

1.20

I

Ofi

1.20

1 9ft

Dec.

1.90 

1.70

1.70 

1.70

1.70

1.70 

1.70

1.80 

1.80

1.80

i an

1.70

UNION GAP STATION, ON YAKIMA. KIVER.

Union Gap is the name applied to the deep gorge which the Yakima 

has cut in the ridge south of the valley in which the town, of North 

Yakima is located. This section of country has been described by Mr. 

I. 0. Russell in Bulletin No. 108 of this Survey, to which reference should 

be made for the geologic details. The first measurement of the river 

was made at this point on August 14, 1893. At that time there was 

an old vertical river rod attached to the central pier of the bridge. As 

the foot of this at low water was covered by rock and could not be read, 

a new inclined gage was put in position at the west end of the county 

bridge. This consisted of two pieces of timber having a total length 

of 24 feet. These were firmly secured to timbers, bedded, and loaded 

with rock. The gage rod was painted white and lettered in vertical 

feet and tenths of a foot. After thjs new gage was located, it was 

ascertained that the readings on the old gage would be 1.13 feet higher 

than on the new. The zero of this new gage was 19.02 feet below the
246 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

top of the rail of the Northern Pacific Eailroad immediately west of 

the west end of the bridge, which was about 40 feet from the gage. 

The high-water mark at that time showed that a flood had risen to 8.80 

feet on the old gage. Readings at this point were begun on October 2, 

1893, and continued during the following winter and spring until May 

19,1894. Owing to the destruction of the gage by floods the station 

was for a time abandoned.

On September 26, 1893, Mr. Samuel Storrow, assisted by Mr. J. B. 

Rogers, acting chief engineer of the Northern Pacific, Yakima and 

Kittitas Irrigating Company, measured the stream at a point about 200 

yards above the bridge. The height of water was 0.25 foot below zero 

of the gage. On November 25, 1894, Mr. Arthur P. Davis visited the 

locality and made a measurement, the water at that time being 21.9 feet 

below the hand rail of the bridge. The width of the stream was 258 

feet, the mean depth 3.14 feet, the maximum depth 8.10 feet, the mean 

velocity 5.74 feet per second, and the maximum velocity 6.91 feet per 

second. At this point the cross section is broken by two bridge piers, 

causing cross currents, but the results are considered to be fairly 

accurate.

During August, 1895, Mr. Arthur P. Davis revisited the locality and 

found that the bridge at the spot had been restored, but that the section was not favorable for making discharge measurements. He accordingly selected a place about 1,000 yards farther down the stream and 

stretched a cable. Measurements are to be made from a car suspended 

on this cable. He also established an inclined gage, following the slope 

of the bank, the distance between the vertical footmarks being 1.95 feet. 

This is attached to a willow stump and to posts set into the ground, and 

is loaded with rock. The gage is referenced to a mark, this being a 

stone marked B. M., 39 feet west of the gage and 8.5 feet east of the 

railroad track. It is 18.85 feet above the 11-foot mark. The initial 

point for soundings is at the tree which serves as a support for the cable 

on the left bank. The channel is straight for about 600 feet above the 

station and for about 300 feet below, the water having moderate velocity. 

During floods a part of the water passes through a depression on the 

left bank, and this must be measured from the bridge. The right bank 

is high and not liable to overflow.

List of discharge measurements made on Yakima River at Union Gap, Washington.

No.

1 

2

4

Date.

1893. 

Aug. J4 

Sept. 26 

1894. . Nov. 25

1895. 

Aug. 19

Nov. 18

Hyilrograplier.

F. H. Newell ...... 

Samuel Storrow...

.....do.............

Meter 

number.

24 

27

24

55

Gage 

height 

(feet).

6.90 

 0.25

4.10

4.66

Area of 

sectioii 

(square 

feet).

960 

453

875

949

Mean 

velocity 

(feet per 

second).

3.09 

2.62

5.74

1.13

1.63

Discharge 

(secondfeet).

2,963 

1,186

1,070

1,889
NEWELL.] YAKTMA RIVER. 247

Daily gage height of Yalcima River at Union Gap, below North Yakima, Wash., for 1893

and 1S94, in feet.

Day.

1. ...........

2............

3............

4............

5............ 

C... .........

7............

8............

9............

10...........

11...........

12...........

13...........

14...........

15...........

16...........

17...........

18...........

19...........

9ft

21...........

22...........

23...........

24...........

25...........

20...........

27..1........

28...........

29...........

30...........

31...........

Oct.

0.30

0.30

0.30

0.80

0.80 i 30

i en

J.40

1.40

1.20

1.10

1.10

1.10

0.80

0.80

0.80

0.60

O.GO

0.50

0.50

0.50

0.50

O.CO

0.60

1893.

Nov.

O.CO

0.60

0.60

0.70

5.80

6.30

4.60

3.20

2.80

2

CU\

2.30

2.20

2.10

1.60

1.20

1.10

1.10

1. 10

1.10

i if)

1.10

1.00

 i.oo

Dec.

1.00

1.00

i.io

1.60

1.60

1.60

6.00

5.50

5.00

4. CO

4.30

4.00

4.00

3.80

4.60

4.80

4. CO

2.20

1.90

1.80

1.60

1.60

1.60

Jan.

1.40

1 SO

1.20

1.20

1.20 

1.20

1.20

1.20

1.20

1.20

2.20

5.60

5 90

4.80

4.20

3.80

3.20

2.20

2. 20

2.20

2.00

2.00

2.00

2.40

2.10

Feb.

1.20

1 20

1.20

1.20 

1.10

1.00

1.00

1.00

1.20

1.10

1.10

1.00

1.00

1.00

0.80

0.80-

0.80

0.80

0.80

0.80

0.80

0.80

1.20

1894.

Mar.

1.40

1.00

0.80 

0.80

0.70

0.70

0.70

0.50

0.60

0.70

0.70

0.70

0.70

0.70

0.70

0.70

0.70

1.70

9 9n

3.70

4.20

3.80

2.70

Apr.

4.20

4.20

4.10 

3.80

3.30

3

QA

 4.50

5.00

4.50

4.40

3 on

3 fin

3.40

3.50

3.90

A OH

4.00

4.20

4.30

0.80

5.60

6.30

6.50

May.

6.00

p. r,A

4.50

4.50

4.50

5.00

4.40

4.20

4.30

4.40

4.40

5.00

Daily gage height of Yakima River beloio North Yakima, Wash., for 1S95, in feet.

Day.

1 .....

9

3 .....

4..... 

5.....

6 .....

7.....

8..... 

9 .....

10 .... 

11....

12 ....

13 .... 

14 ....

15.... 

16....

Aug.

......

......

Sept.

4.00 

4.00 

4.00

4,00 

4.00

T 66"

4.00 

4.00

4.30 

4.30 Tso'

Oct.

4. ]0

4.10 

4.10 

4.10

......

Nov.

3.90 

3.90

'3.90 

3.90

3.90

3.90 

3.90

'4.16"

4.20

4.30

4.40 

4.45

Dec.

" "4."40"

4.40 

4.35 

4.35

4.30 

4.30

4.90 

5.20

5.30

5.40

"5." 20~

Day.

17..... 

18 .....

19..... 

20 ..... 

21 .....

22 ..... 

23 .....

24..... 

25 .....

26 ..... 

27 .....

28 .....

29 ..... 

30 .....

31.....

Aug:

......

4.00 

4.00 

4.00

4.00 

4.00

4.00

4.00 

4.00

4.00

4.00

4.00

Sept.

4.20 

4.20

4.20 

4.10 

4.10

4.10

4.20 

4.20

Oct.

"4 "66"

4.00

4.00 

4.00

4.00

3.90

3.90

3.90

Nov.

4.50 

4.40 

4.35

4. 30 

4.30

~4." 45"

4.45 

4.40

4.40

4.40 

4.40

Dec.

5.10 

5.00

5.00 

4.90 

4.80

"4". 80

4.80 

4.85

4.85 

4.90

4.90

Daily gage height of Yakima River at head of Sunny side Canal, 1S94, in feet.

Day.

2........

3........

5........

6........

7........

8........

9........

10.......

11.......

12.......

10

14.......

15.......

16.......

April.

4.3

4.3

4.4

4.5

4.7

5.2

5.5

5.25

5.1

4.8

May.

0.1

5.5

5.35

5.35

5.35

5 6

5.8

5.5

5.3 '

5.1

5.1

5.05

5.15

5.15

5.10

June.

8.4

8.7

8.8

9.7

9.8

8.7

7.8

7.4

6.9

6.5

5.9

5.3 

f. (\

4.8

4.6

4.6

July.

4.5

4.5

4.6

4.8

4.9

5.1

5.2

5.1

4.8

4.2

4.0

P 7

3.3

3.7

3.8

Day.

17.......

ia

19.......

20.......

21.......

22.......

23.......

24.......

9>i

26.......

27.......

28.......

9Q

30.......

April.

4 fi

4.7

4.7

4.7

5.1.

5.5

5.8

5.8

6.0

6.2

8.1

. 7.8

7 9

5.7

May.

5.00

5. 00

6.05

6.8

7.1

7.3

8.1

9,1

9.8

10. 35

10. 10

9

K

8.7

8.3

Juno.

5.0

5.7

6.2

6.3

6.0

5.7

5.4

5.2

5.2

5.0

4.9

4.75 

4.6

4.5

July.

3.8

3.8

3.7

3.6

3. 5

3.3

3.2

3.1

(a)

.......

a Wing dam erected.
248 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL,. 140.

TOPINISH STATION, ON TOPINISH CREEK.

The work at this point has been described on page 74" of Bulletin No. 

131. Occasional observations of river height have been maintained, 

but owing to failure to make discharge measurements material has not 

been obtained for interpreting these into discharges.

Daily gage height of Topinish River at Topiniah, Wash., for 1895, in feet.

Day.

1........

2........

3........

4........

5........

6........

7........

8........

9........ 

10.......

n.......

12.......

13.......

14.......

15....... 

16.......

Sept.

.......

2.80

"2."80~ 

2.90

3.00

3.00

3.00 

3.00

Oct.

2.90

2.90

2.90

2.90

2.90

"~2."90~ 

2.90

2.90

"2." 90

Nov.

3.10

3 on

3.20

3.20 

3.20

3.20 

3.20

3.20

"3." 26"

3.20

3.20

3.20

3.20 

3.20

Dec.

3.20

1 9rt

2.20

3.20 

3.20

3.20

3.30 

3.30 

3.30 

3.30

3.30

3.30

"3." 30

Day.

17........

18........

10

20........

21........ 

22........

23........ 

24........

25........ 

26........

27........ 

28........

29........

3ft

31........

Sept.

3.00

3.00

2.90

2.90

2.90

2.90 "i'go"

2 on

2.90

Oct.

2.90

2

QA

3.00 

3.00

3.00 

3.00

3.00 

3.00 "Too"

3.00

3.00

Nov.

3.20

3 Oft

3.20

3.20 

3.20

3.20

3.20 

3.20 

3.20

3 9fl

3.20

3.20

Dec.

3.30

3.20

3.10

3.10

.......

3 4ft

3.40

SATAS STATION, ON SATAS RIVER.

Observations at this point have been maintained as described on 

page 75 of Bulletin No. 131. No measurements, however, have been 

made by Mr. Storrow, and as yet it has not been found practicable to 

attempt computation of probable discharge through the various bridge 

openings.

KIONA STATION, ON YAKIMA RIVER.

This, the lowest point at which measurements have been made on 

Yakima Eiver, is located at the wagon bridge, about a quarter of a mile 

north of the railroad station at Kiona. The river rod was established 

on August 20, 1895, the observer being W. A. Kelso, postmaster at 

Kiona. Measurements are made from the bridge. The gage consists 

of two parts, one being vertical, the other inclined at an angle of 30°. 

It is spiked to the east end of the south pier, and anchored by means 

of rocks. The initial point for soundings is on the right-hand side at 

the end of the bridge. The channel for about 200 feet both above and 

below the station is nearly straight and the water is quite swift. The 

right bank is low, and may overflow at time of great floods. The left 

bank, on the contrary, is high and rocky. The bed of the stream is of 

gravel, and affords an excellent locality for the river measurements. 

On August 20, 1895, measurement by means of a Price meter No. 55 

gave an average velocity Of 1.27 feet per second, a maximum velocity 

of 2.10 feet per second, a total area of 753 square feet, and a total discharge 954 second-feet.
NEWELL.] SACRAMENTO RIVER. 249 

Daily gage height of Yakiina River at Kiona, Wash., for 1895, in feet.

Day.

1 ....

2....

3....

4....

5....

6.... 

7.... 

8.... 

9.... 

10... 

11...

. 12...

IQ

14...

15...

16...

Aug.

-----

......

Sept.

2.90

2.90

2.85

2.80

2.80'

2.90 

3.05 

3.10 

3.00 

3.00 

3.05

3.25

3.40

3.60

3.70

3.70

Oct.

3.80

3.80

3.70

3.60 

3.60 

3.60

'3.' 40

3.35

3.30

3.30

3.30

3.25

Nov.

3.20

3.20

3.20

3.20

3.20 

3.20 

3.20 

3.25 

3.23 

3.20

3.20

3.20

3.20

Dec.

4.60

4.60

4.50

4.50

4.50

4.40

"4." 16"

4.15

4.90

5.75

6.50

7.20

7.45

Day.

17 ....

18....

19....

20....

21....

22.... 

23.... 

24.... 

25 .... 

26 .... 

27....

28 ....

29 ....

30 ....

31 ....

Aug.

3.30

3.30

3.25 

3.15 

3.12 

3.10 

3.05 

3.05

2.95

2.90

2.85

2.90

Sept.

3.65

3.60

3.75

3.30

3.40

3.50 

3.50

Oct.

3.20

3.20

3.20

3.20

3.10

3.10 

3.10 

3.10 

3.10 

3.00 

3.00

3.00

Noy.

3.80

4.70

5.30

5.20 

5.00 

5.00 

4.65 

4.50 

4.50

4.30

4.40

4.50

Dec.

"7.20

6.80

6.00

(a)

5."50" 

6.20 

6.20 

5.70 

6.10

5.50

6.00

6.20

6.05

a Water frozen on gage.

SACRAMENTO BASIN. 

SACRAMENTO RIVER.

A brief description of the work along this river has been given in Bulletin No. 131, on page 75. As there stated, observations of river height 

have been made at two points not far apart, the first at Redbluff and 

the second at Tehaina, about 12 miles by rail below. The observations 

of river height at Redbluff have been made by the Weather Bureau, 

and those at Tehama by the Central Pacific Railroad Company, at its 

bridge. The record of river height at Tehama was begun in May, 1877, 

and is continuous from that time. It thus affords one of the longest 

series of observations concerning the fluctuations of river height that 

have been made in the West. On the 1st of August,. 1886, there is an 

abrupt change in the reading, apparently 9 feet having been arbitrarily 

added to the rod, so that the reading of July 31,1886, of 12.50 feet is 

succeeded on August 1 by 21.60. Another arbitrary change apparently 

takes place on June 30,1870, as the reading of that date, 22.83 feet, is 

followed on July 1 by a reading of 16 feet. This change in reading is 

explained by the statement that a new bridge watchman, finding the 

depth different from that which his predecessor had reported, and 

believing that the depth of water was wanted, changed the reading. 

This change having been made, instructions were issued to continue, 

and to avoid confusion, not to go back to the old datum.

A statement is made that in August, 1886, the river was sounded 14 

feet east of the draw pier, and a depth of 21.17 feet was found, this 

depth being caused by the obstruction offef ed by the pier. The following river soundings were taken 500 feet above the bridge, commencing 

at the western bank, the river being 493 feet in width.
250 PROGRESS REPORT, HYDROGRAPHY, 1895. 

Soundings of Sacramento River.

[BULL. 140.

Distance 

from bank.

Feet.

100

150

200

250

300

350

400

450

490

Depth of 

river.

Feet.

9.50

8.83

8.17

7.67

6.50

5.33

4.17

3.00

0.50

At that time the river was reported to be 2 feet above low-.water 

mark. The velocity at a point 150 feet from the western bank was 1 

mile in 1,900 seconds, or 3.51 feet per second; at 150 feet from the 

eastern bank the velocity was 1 mile in 2,100 seconds, or 3.98 feet 

per second.

On August 6, 1890, it is reported that the river was sounded by 

J. K. Birdsall and E. Gard, bridge keepers, who state that at that 

time the deepest hole was 14.75 feet. At the other places the depth 

was from 8 to 11 feet.

A general description of the Sacramento Eiver and Valley has been 

given in the report of the examining commission on rivers and harbors to the governor of California, prepared by C. F. Eeed, C. E. 

Grunsky, and J. J. Crawford, commissioners, 1890; also in the report 

of the commissioner of public works to the governor of California, 

by A. H. Eose, commissioner, Marsden Manson and C. E. Grunsky, 

consulting engineers, Sacramento, 1895.

REDBLUFF STATION, ON SACRAMENTO RIVER.

As stated in Bulletin No. 131, page 76, the conditions at the station 

at Eedbluff are not favorable for accurate discharge measurements, 

the bridge being oblique to the current and its piers disturbing the 

uniform flow. A better locality has been found at Jelly's ferry, about 

12 miles above Eedbluff. There are a few short drainage channels 

coming into the river between these two points, the principal one of 

these being Paines Creek. The summer discharge of these streams is 

so small that it does not perceptibly increase the flow of the river. 

The discharge measurements made at Jelly's ferry can, therefore, be 

applied with reasonable accuracy to the rod readings at Eedbluff. A 

river gage was established at Jelly's ferry by Mr. J. B. Lippincott, and 

readings were begun on April 29,1895. The observer is Fred. Lemstrorn, 

the ferryman at this place.

The gage consists of a vertical rod marked to tenths of a foot. It is 

made in three sections and nailed firmly to trees. The first section 

reads from 4 to 8 feet, and is located on the north bank, 30 feet above 

the cable; the second section reads from 8 to 20 feet, and is placed 20
NEWELL.] SACRAMENTO RIVER. 251

feet below the cable; tlie third section reads from 20 to 40 feet, and 

is attached to a large sycamore tree at the north end of the cable. 

Beside the gage rod at this point, another rod is located 1,206 feet 

upstream from the gage and another 350 feet downstream, in order to 

determine the slope of the water surface. There are two bench marks. 

Bench mark No. 1 is on an oak tree on the left bank, 1,206 feet upstream 

from the ferry and 65 feet north of the upper rod; bench mark No. 2 is 

on an oak root on the left bank of the river 300 feet below the cable. 

Assuming the zero of the river gage at the ferry cable as the datum, 

plane, bench mark No. 1 is at an elevation of. 22.724 feet, and bench 

mark No. 2 is at an elevation of 22.429 feet. The zero of the upstream 

gage, 1,206 feet above the cable, is at a height of 5.106 feet, and the 

zero of the lowest rod, 350 feet below the cable, is at a height of 3.846 

feet. 

The channel for a thousand feet above and below the station is nearly

straight, and the water during summer has a mean velocity of about 2.5 

feet per second. The right bank is high, but the left bank is liable to 

be overflowed when the water rises above the 25-foot mark. The bed 

of the stream consists of gravel, and changes slightly.

The following list shows the measurements made at Eedbluff and at 

Jelly's ferry. Those numbered from 1 to 3 are at the former place. 

The-first measurement, that on December 20,1894, Avas an approximation, as the water in a part of the channel was too swift to permit the 

use of the meter, necessitating an estimation of the higher velocities. 

The fourth measurement, that on April 30, was at Jelly's ferry, for the 

results previously obtained at 'Redbluff were not considered to have 

the desirable degree of accuracy. At that time, April 30, the equipment was not in position, and it was necessary to make measurements with such material as was at hand. A rowboat was swung 

from the cable of the ferry, and from this soundings and velocity were 

measured, the position of the boat being determined by stadia readings 

from a transit set on the south bank of the river. The greatest depth 

found was 19 feet and the maximum velocity was 6.80 feet per second. 

The depth and high velocity, together with the motion of the boat, 

interfered considerably with accurate measurements. The velocity of 

the river, on account of the uniform section and straight channel above 

and below the ferry, is quite regular.

On June 30, 1895, a second measurement was made at Jelly's ferry, 

the river having fallen from 12 feet to 6.75. The water at that time 

was clear, and was considered to be at its normal stage for this period 

of the year. More satisfactory soundings were obtained at this time 

than formerly, owing to the fact that a relatively light lead weight of 

about 5 pounds was used, this being held by a fine braided silk trout 

line.

The slope of the stream, as determined by the gage rods, was on 

August 25, 1895, 0.28 foot in 1,556 feet, or 0.00018. Assuming that
252 PROGRESS REPORT, HYDROGRAPHY, 1895. [DULL. 140.

n = 0.025, the discharge, according to Kutter's formula, would be 6,288 

second-feet, with n = 0.0275, the discharge would be 5,497 secondfeet. The measured discharge was 5,452 second-feet. On October 5 

the slope was 0.24 foot in 1,556 feet, or 0.00015 instead of 0.28 foot, as 

found on August 25. But little difference was found in the areas of 

cross section of these two measurements. There was a decided increase 

in the velocities throughout the stream. The measurements were made 

by the same meter.

A short distance below Jelly's ferry the river enters a narrow box 

canyon. In times of high water this canyon causes the river to pond, 

so that the rise and fall at Jelly's ferry is very great, a 40-foot rod 

being required at this point. This blocking of the river prevents the 

excessive velocities which occur at other places examined along the 

stream, and which are too great for accurate measurement with present 

instruments. The daily fluctuation of the river appears to be small, on 

account of the balancing influence of the numerous tributaries entering 

both from the Coast Eange and from the Sierra Nevadas. The State 

engineers of California have made measurements of the Sacramento at 

Iron Canyon, as the section is uniform and the river is confined at all 

stages.

During 1895 the Army engineers made, a survey of the stream from 

Eedding to Eedbluff, the present head of the river navigation, to 

determine the feasibility of making this portion of the stream navigable. It is reported that they have established a gage at Eedding, and 

are also keeping readings at a point lower down on the river, but have 

made no measurements of discharge.

List of discharge measurements made on Sacramento River at Redbluff and Jelly'8 ferry,

California.

No.

M

l>?:

t>3

4

5 

0

7

8

Date.

1894. 

Dec. 20

1895.

Apr. 27

Juno 30

Aug. 26

Oct. 5

Hydrographor.

.....do...........

.'....do........... 

.....do...........

.....do...........

.....do...........

Meter 

number.

24

24

24

24

24 

24

24

Gaffe

height. 

Bedbluff.

10.70

4.80

8.40

2.70 

0.00

0.80

0.70

Gage

height, 

Jelly's 

ferry.

12.00

6.75 

5.55

, 5. 55

Mean

velocity 

(feet per 

second).

8.60

7.72

5.96

3.31 

2.41

2.57

Discharge 

(secondloot).

a 45, 000

15, 461

a 36, 181.

33, 457

8,456 

5,452

c5, 500

6,165

a Approximate.

b Measurements made at Redbluff, others at Jelly's ferry.

c River rising.
SACRAMENTO RIVEE. 253

Hating table of Sacramento River at Redbluff, Cal.,for 1895.

Gage 

heiglit.

Feet.

0.50

0.60

0.70

0.80

0.90

1.00

1.10

3.20

1.30

1.40

1. 50

1.60

1.70

1.80

1.90

2.00

2.20

Discharge.

Sec. feet.

5, 750

5,830

5,910

5, 990

6,070

6,150

6,285

6,420

6,555

6,690

6,825

6,960

7,195

7,230

7,365

7,500

7,940

Gage 

height.

Feet.

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5. CO

Discharge.

Sec. feet.

8,380

8,820

9,200

9,700

10, 260

10, 820

11, 380

11, 940

12, 500

13, 180

13, SCO

14, 540

15, 220

15, 900

16,840

17, 780

18, 720

Gage 

height.

Feet.

5.80

6.00

6.20

6.40

6. CO

6.80

7.00

7.50

8.00

8.50

9.00

9.50

10.00

10.50

11.00

11.50

12. 00

Discharge.

Sec. feet.

19, 660

20, 600

21, 700

22, 800

23, 900

25, 000

26, 100

28, 950

31, 800

34, 400

37, 000

39, 900

42, 800

45, 700

48, 600

51,500

54, 400

Gage 

height.

Feet.

12.50

13.00

13.50

14.00

14.50

15.00

15.50

16.00

16.50

17.00

17.50

18. 00

19.00

20,00

21. 00

22.00

23.00

Discharge.

Sec. feet.

57, 200

60, 000

62, 800

65, 600

68, 400

71, 200

74, 050

70, 900

79, 850

82, 800

86, 000

89, 200

95, 600

102. 200

110, 000

119,000

129, 000

Daily gage height of Sacramento River at Reclbluff, Cal., for 1895, in feet.

Day.

i...

2...

3...

4 ...

5 ...

G...

7...

8...

9...

10..

11..

12..

13..

14..

15..

16 ..

17..

18..

19..

20..

21 ..

22..

23..

24..

25 ..

20 ..

27 ..

28..

29..

!iO . .

31 ..

Jan.

6.8

6.0

5.8

21.4

15.0

10.5

7.7

9.3

10.0

7.9

7.1

7.8

18.6

14.6

10.3

10.8

11.6

13. 5

10.9

9.5

14.0

22.0

20.0

12.6

9.8

7.7

6.4

5.7

5.5

5.1

4.8

Eob.

4.8

5.2

5.2

4.5

4.4

4.4

4.4

4.6

4.6

4.6

6.0

9.2

8.7

8.2

6.2

5.7

5.2

5.4

7.4

6.8

6.6

8.2

13.4

14.0

11.6

9.6

8.4

8.6

......

Mar.

9.8

9.0

9.0

8.7

8.6

8.8

8.9

7.4

7.1

7.1

7.0

6.8

6.8

6.8

6.8

6.0

5.8

5.8

5.6

6.4

6.8

9.7

8.4

6.8

6.8

7.6

8.2

17.4

14.0

11.6

8.4

Apr.

8.2

8.2

8.0

7.6

7.1

7.5

7.6

7.6

7.4

7.4

7.1

7.1

7.1

7.6

7.6

7.4

7.1

7.1

7.1

7.1

7.4

7.6

7.6

7.8

8.3

8.4

8.4

8.2

8.1

7.7

May.

7.3

7.3

8.1

8.2.

8.4

10.5

11.0

10.5

10.4

10.0

9.5

8.2

8.0

8.0

8.5

7.5

7.6

7.3

7.2

6.8

6.2

5.9

5.6

5.4

5.2

6.6

8.4

7.3

6.8

5.9

5.8

June.

5.6

5.6

5.5

5.4

5.4

5.2

5.1

4.8

4.4

4.0

4.0

4.0

4.0

3.9

3.8

3.8

3.6

3.5

3.5

3.5

3.5

3.4

3.4

3.1

3.0

3.0

2.9

2.8

2.8

2.7

July.

2.7

2.C

2.5

2.5

2.4

2.3

2.2

2.2

1.9

1.8

1.8

1.8

1.8

1.8

1.8

1.7

1.6

1.5

1.4

1.4

1.4

1.4

1.4

1.3

1.3

1.3

1.3

1.3

1.2

1.1

1.0

Aug.

1.0

1.0

1.0

1.0

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.8

0.8

0.8

0.8

0.8

0.9

1.0

0.9

0.9

0.8

0.8

0.8

0.8

0.8

0.9

Sept.

0.7

0.7

0.6

0.6

.06

O.G

0.6

0.6

0.6

0.8

1.7

2.4

3.4

2.0

1.5

1.2

0.8

0.8

0.8

0.8

0.8

0.8

0.8

0.8

0.8

0.8

0.8

0.8

0.8

0.8

Oct,

0.7

0.7

0.7

0.7

0.7

0.7

0.7

0.7

0.7

0.8

1.1

0.8

0.9

0.8

0.8

0.8

0.7

0.7

0.7

0.7

0.7

0.7

0.7

0.7

0.7

1.0

0.8

0.9

0.8

0.8

0.8

Nov.

0.8

0.8

1.0

1.4

1.0

1.0

0.8

0.7

0.7

0.7

0.7

0.7

0.7

0.7

0.9

0.8

1.0

1.3

1.0

1.0

0.8

0.8

0.7

0.7

0.7

0.7

0.7

0.7

0.8

1.2

.....

Dec.

1.0

1.0

1.6

3.2

1.4

1.2

1.0

2.5

3.2

3.9

8.0

5.4

2.0

1.0

1,0

1.0

1.4

1.3

3.0

2.0

1.4

1.0

1.0

3.8

3.4

9.2

6.2

2.6

1.4

1.0

1.0

Discharge of Sacramento River at Redbluff Bridge. 

[Drainage area, 9,356 square miles; 1 ]

Month.

1895. 

January ..... 

February.-...

July.........

August ...... 

September . . . 

October...... 

November . . . 

December.. ..

Per annum.

Discharge.

Maximum.

Sec. feet. 

32U,000 

05, 600 

85, 360 

33, 880 

48, 600 

18, 600 

9,040 

6,150 

10, 820 

6,285 

6,690 

36, 880

123, 000

Minimum.

Sec. feet. 

15, 220 

13,860 

15, 220 

26, 670 

16, 840 

9,040 

6, .150 

5, 990 

5, 830 

5, 910 

5,910 

6,150

5,830

Mean.

Sec. feet. 

47, 267 

26, 792 

32, 517 

29, 566 

30, 238 

12, 764 

7,235 

6,057 

6, 321 

5,989 

6,046 

10, 095

18, 390

Total for 

mouth.

A cre-feet. 

2, 906, 320 

1, 487, 940 

1, 999, 418 

1, 759, 300 

1, 859, 250 

759, 510 

444, 863 

372, 436 

376, 106 

368, 261 

359, 792 

620, 760

13, 313, 956

Eun-oif.

Depth.

Inches. 

5.824 

2.982 

4.007 

3.520 

3.726 

1.522 

.892 

.746 

.754 

.738 

.711 

1.244

26. 672

Per 

square 

inilo.

Sec. feet. 

5.052 

2. 864 

3.475 

3.160 

3. 232 

1.737 

1. 364 

.647 

.676 

.640 

.646 

1.079

1.9656

1 Drainage areas wore measured from maps of United States Geological Survey.
254 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140. 

Daily gaye heiykt of Sacramento River at Jelly's ferry, California, for 1895, in feet.

Day.

1 ...

2...

4...

0 ...

7...

g

10..

11..

19

13..

15..

16..

17..

ift

20..

21..

22..

23..

24..

25..

20..

27..

28..

29.. 

30.. 

31..

Apr.

........

12.00 

11.75

May.

11.65

12.25

12.10

13. 00 

14. 20

15. 30

15.20

14.20

32.60

12.05

12.25

12.50

12.45

12.35

11.95

11.45

10.95

10.40

9.95

9.60

9.40

9.40

11.90

13.45

11.25

10.35 

9.85 

9.50

June.

9.30

9.00

S on

8.90 

9.00

8.80

8.60

8.30

8.20

8

1 K

8.10

7.95

7.75

7.55

7.40

7.30

7.25

7.25

7.25

7.25

7.25

7.20

7.10

7.00

6. 9,5

6.90

6.80 

6.70

July.

6.70

6.70

6.70

6.70 

7.05

6.40

6.65

6.60

6.50

6.40

6.40

6.40

6.35

6.30

6.30

6.20

6.15

6.10

6.05

6.00

6.00

6.00

6.00

5.95

5.90

5.90

5.90 

5.90 

5.'85

Aug.

5.80

5

QA

S en

5.80

5

QA

R SO

5.70

f; 70

5 70

5.70

5 70

5 7O

5.70

5.70

5.60

5.60

5.60

5.60

5.60

5.60

5.60

5.60

5.55

5.50

5.50

5.50

5.50 

5.50 

5.50

Sept.

5 en

5 50

t* t*(\

5.50

5

CA

5.50

5.50

P; ^o

5

KA

5 fin

6.05

7 7^

7 30,

6.30

6.05

5.90

5 QO

S on

5 QO

5.80

5.80

5 70

5.70

5.70

5.70

f; 70

5.70

5.70

5.65 

5.60

Oct.

5.60

5.60

5.50 

5.50

5.50

5.60

5.60

5 50

K FlO

5.50

5

KA

S KA

PI ^o

S

en

5.50

5.50

5

F»0

5.50

5.50

5.60

5.60

5.60

5.60

.5.60

5.60

5.60

5.60 

5.60 

5.20

Nov.

5.60

5.60

5.60

5.60 

5.60

5.60

5,60

5.60

5.60

5.60

5.60

5.60

5.60

5

fiK

5 70

5.70

5 70

5.70

5.70

5.70

5.70

5.70

5.70

5.70

5.70

5.70

5.70

6.10 

5.80

Dec.

5 OK

f\ QO

5

QO

5.80 

5.90

7 Pfi

6.50

fi 1<5

6.00

5.90

5.80

t* fin

5

QA

5

QA

6.15

R QO

5

QE

5 90

19 7^

7.50

6

CA

6.20

6.00

5.90

5.80

5.80

5.80 

5.70 

5.70

Daily gage height of Sacramento River at Tehama Bridge, California, for 1891, in feet.

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.

3D.

31.

Jan.

12. 83

13.00

13.50

13. 67

15.67

33.00

13. 00

13. 50

13.50

13.17

12.00

12.00

12.00

12.00

12. 00

12.00

12,67

12.67

12.67

12.67

12.67

12.67

12.50

12.50

12.50

12.50

12.50

12. 50

12.50

12.50

12.50

Feb.

12.50

12.50

12.50

12.50

12.50

12. 50

12.50

12. 50

12.33

12.33

12.33

12.33

12.33

16.00

25.00

18.00

18.00

14/00

13.50

13.50

14.00

19.00

24.00

18. 00

16.00

15.00

16.00

22. 00

Mar.

20.50

19. 00

19. 00

18.00

17.00

16. 00

15.00

15.00

14.50

14.50

15.00

15.00

15.50

15.00

15.60

15.00

15.50

15.50

15.50

15.50

15.50

15.00

15.00

15.00

14.50

14.50

17.50

15.50

15.50

15.00

15. 00

Apr.

14.50

14.50

14.50

14.75

14.00

14.00

15. 00

15.00

14.50

14.50

18.00

16.00

15.50

15.50

15. 50

15.00

16.00

16.00

15.00

15.00

15.00

35.00

15.00

35.00

15.00

14. 50

14.50

14.50

14. 17

14.33

May.

14. 00

14.00

14.00

14.00

14.00

14.50

16.00

15.00

14.50

14.33

14.00

13.83

13.83

13.50

13.50

13.33

13.00

13.00

13.00

13.00

12.00

12.00

12.00

12.00

12.00

12.00

12.00

12.83

12.00

12.00

13. OU

June.

13.67

13.67

13.67

13.67

13.33

13.33

13.33

13.33

13.33

13.00

13.00

14.00

14.00

14.00

13.00

13.00

13.00

13.67

33.67

13.00

13.00

13.67

13.67

13. 33

13. 33

13.33

13.33

13.33

32,00

12.00

July.

12.00

12.83

12.83

12.83

12. 83

12.83

12.50

12.50

12.50

12.50

12.50

12.67

12.50

12.50

12.50

1.2. 50

12.50

12.50

12.50

12.50

12.50

12.50

12. 50

12.50

12.33

12.33

12.33

12.33

12.33

12.33

12, 17

Aug.

32.17

12.17

12.17

11.83

11. 83

11.83

11.83

11.83

11.83

11.83

11.83

11.83

11. 83

11.83

11.83

11.83

11.67

11.67

11. 67

11.67

11.67

11.67

11.67

11.67

11. 67

11.67

11. 67

11.67

11.67

11.67

11.67

Sept.

11.67

11.67

11.67

11.67

11.67

11.67

11.67

-11.67

11.67

11.67

11.67

11.67

11.67

11.67

11.83

11.83

11.83

11.83

11.83

11.83

11.83

11.83

11.83

11.83

11.83

11.83

11.83

11.83

11.67

11.67

Oct.

11.67

11.67

11.67

11.67

11. 67

11.67

11.67

11.67

11.67

11. 67

11.67

11.67

11.67

11.67

11. 67

11.67

11.67

11.67

11.67

11.67

11.67

11.67

11.67

11.00

11.00

11.83

11.83

11.83

11, 83

11.83

11.83

Nov.

10.83

11.83

11.00

12. 00

12. 83

13.50

13.33

12. 17

12.17

12.00

12.00

12. 00

12.83

12.83

12.83

12.83

12.83

12.83

12.83

12.83

12.83

12.83

12.83

12.83

12. 83

12.83

12.83

12.83

12.83

12. 83

Dec.

13.00

13.00

13.00

13.00

13.00

33.00

13.00

13.00

13.00

13.00

13.00

13.00

13.00

13.00

13.00

13.00

13.00

13.00

13.00

13.00

13.00

13.00

13.00

32.67

12.67

12.67

13.50

13.50

14.83

14.00

13.00
NEWELL.] SACRAMENTO RIVER. 255

Daily gage height of Sacramento Eiver at Tehama Bridge, California, for 1S92, 1 in feet.

Day.

1-.

2..

3..

4..

5..

G..

7..

8..

9..

10.

11-

12.

13.

.14.

15.

10.

17.

18-

19.

20.

21.

22.

23.

24.

25.

26.

27.

28.

29.

30.

31.

Jan.

13 00

13.00

14.00

14. 00

13.00

13.00

14.00

14.00

15.00

13.50

ly. 00

13.00

12.50

12.50

12.00

12.00

12.00

12.00

12.00

12 00

12.00

12.00

12.00

12.00

12.00

13.00

13. 00

13.00

13.00

13.00

13.00

Feb.

13.00

13.00

13.00

13.00

13.00

19.00

19.00

13. 50

13.50

13.50

13.00

13. 00

13.00

13.00

13. 00

13.00

13.00

13. 50

15.50

18.00

18.50

19. 00

16.00

15.00

14.50

14.50

14.00

14.00

14.00

Mar.

14.00

14.00

13. 50

13. 50

13.50

13. 50

13.50

13.50

13.50

13. 50

13. 00

13. 00

13. 00

13.00

13.00

13.00

13.00

14.00

14.00

15.00

14.00

13. 50

13.50

13.00

13.00

13.00

13.00

13.00

13.00

17.00

15.00

Apr.

15.00

17.00

16.00

16.00

14.00

13.50

13. 50

13.50

13.50

13.50

13.50

13.50

13.50

14.00

20/00

17.00

17.00

16.00

15.00

15.00

15.00

15.00

15. 00

14.67

14.67

14. 50

14. 50

14.50

14.50

15.00

May.

15.00

16.00

16.00

16.00

16.50

17.00

17.00

16.50

16.00

16.00

16.50

16.50

16.50

15.00

17.00

17.50

17.00

10.00

15.00

14.00

15.00

15.00

14.50

15.50

15.00

15.00

15.00

14.67

14.50

14.33

14.33

June.

13.83

13.67

13.67

13.50

13. 50

13.50

13.50

13.50

13.17

13.17

13.17.

13.17

13.17

13.17

12.83

12.83

12.83

12.83

12.83

12.67

12.50

12.50

12.50

12.50

12.50

12.33

12.33

12. 33

12.33

12.00

July.

12.00

12.83

11.83

11.83

11.83

11.83

11.83

11.83

11.83

11.83

11.67

11.67

11.67

11.67

11.67

11.67

11.67

11.67

11.67

11.67

11.67

11.67

11.67

11.67

11.67

11.67

11.50

11.50

11. 50

11. 50

11.50

Aug.

11.50

11.50

11.50

11.50

11.50

11.50

11.50

11.50

11.50

11. 50

11. 50

11.50

11.50

11.50

11.50

11.50

11.50

11.50

11.50

11.50

11.50

11.50

11.50

11.50

11.50

11.50

11.50

11.50

11.50

11.50

11.50

Sept.

11.50

11.50

11. 50

11.50

11.50

11.50

11.50

11.50

11.50

11.50

11. 50

11. 50

11. 50

11. 50

11.50

11.50

1.1. 50

11. 50

11.50

11.50

11.83

11.83

11. 83

11. 83

11.83

11.83

11.83

11.83

"11.83

11.83

Oct.

11.83

11.83

11.83

11.83

11.83

11.83

11. 83

12.00

12.00

13.00

12.50

12. 50

12.67

12.67

12.67

12.67

12.67

12.00

12.00

12.00

12.00

12.00

12.00

12.00

12.00

12.00

12.00

12.00

12. 00 '

12.00

12.00

Nov.

12.00

12.00

12.00

12.00

12.00

12.00

12.00

12.00

12.00

12.00

12.00

12.00

12.00

12.00

12.00

12.00

12. 00

12.00

12.00

12.00

12.00

12.00

12.00

12. 25

12.33

12.50

13.75

18.50

21.75

24.50

Dec.

19.00

18. 50

24.25

20.00

17.50

16.25

15. 25

14.50

14.50

14.25

14.00

13.75

13.75

13.50

13.25

13.25

13. 00

13.00

13.00

13.00

13.00

14.50

24.25

27.00

31.50

31.50

31.00

 28. 00

25.00

23.00

21.50

' Tho daily gage heights of Sacramento Eiver at Tehama Bridge for 1893 and 1894 are given in Bulletin 131, pages 77-78.

Daily gage height of Sacramento Eiver at Tehama Bridge, California, for 1895, in feet.

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.

qn ou.

31.

Jan.

4.75

4.08

3.75

(115.08

11.58

7.50

5.75

7.50

7.25

5.83

4.17

4.92

13.17

10.08

7.50

8.58

7.07

7.83

8.50

6.25

9.92

11.83

15.50

9.08

7.50

6.50

5.25

4.07

4.33

4.08

3.83

Feb.

3.75

3.58

3.58

3.50

3.58

3.50

3.42

3.42

3.50

3.50

3.07

6.75

6.42

5.75

5.25

4.83

4.58

4.58

4.58

4.83

5.08

5.58

8.17

10.00

8.08

7.00

6.42

6.17

Mar.

6.17

6.25

6.17

6.00

5.67

4.92

5.33

5.08

5.08

5.08

5.08

4.92

4.92

5.08

4.67

4.33

4.00

3.83

3.67

4.42

5.42

7.08

5.00

5.08

5.33

5. 33

5.58

11.83

9.83

8 no 

. Uo

7.25

Apr.

6.67

6.50

6.17

6.17

5.75

5.33

5.08

5.08

5.17

5.33

5.33

5.17

5.17

5.25

5.17

5.00

5.50

5.50

5.50

5.50

5.58

5.50

5.58

5.50

5.92

6.00

6.08

6.50

5.83

5

KQ 

. OO

May.

6.00

5.00

5.83

6.08

7.25

7.75

7.83

7.75

6.75

6.17

5.83

5.75

6.00

6.00

6.08

6.17

6.00

5.83

5.50

5.42

4.92

4.50

4.25

4.00

4.00

4.00

7.58

5.50

5.00

4.42

4.17

June.

3.83

3.67

3.50

3.50

3.67

3.67

3.50

3.42

3.25

3.17

3.08

3.00

2.00

2.00

2.75

2.58

2.42

2. 33

2.17

2.17

2.08

2.25

2.17

2.17

2.25

2.17

2.08

2.00

2.00

2. fift uu

July.

1.83

1.75

1.67

1.67

1.92

1.83

1.75

1.75

1.58

1.50

1.42

1.42

1.33

1.33

1.25

1.25

1.25

1.17

1.17

1.17

1.17

1.1.7

1.17

1.08

1.08

1.00

1.00

0.92

0.92

O QO 

. \9£i

0.83

Aug.

0.75

0.92

C.83

0.75

0.75

0.75

0.75

0.75

0.75

0.75

0.75

0.75

0.75

0.75

0.75

0.67

0.67

0.67

0.67

0.07

0.07

0.07

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

Sept.

0.67

0.67

0.67

0.67

0.07

0.67

0.67

0.67

0.67

0.67

1.00

2.58

2.75

1.50

1.08

1.00

1.00

1.00

1.00

1.00

0.75

0.75

0.75

0.75

0.75

0.75

0.75

0.75

0.75

0.67

Oct.

0.67

0.67

0.67

0.67

0.07

0.75

0.07

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0,07

0.07

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.07

0.07

0.07

0.58

Nov.

0.67

0.67

0.67

0.67

0.07

0.07

0.67

0.67

0.67

0.67

0.07

0.07

0.67

0.07

0.07

0.67

0.67

0.67

0.67

0.67

0.58

0.58

0.58

0.67

0.07

0.07

0.67

0.67

0.83

O QO

. ati

Doc.

0.83

0.83

0.83

0.83

0.92

2.50

1.67

1.25

1.00

1.00

0.92

0.83

0.83

0.83

1.17

1.08

1.00

0.92

0.92

a7.58

2.92

1.92

1.33

1.17

1.08

0.92

0.83

0.83

0.83

0

00 

. oo

0.75

aEain.
256- PROGRESS KEPOKT, HYDROGRAPHY, 1895. [BOLL.UO. 

SAN JOAQUIN BASIN.

By J. B. LIPPINCOTT.

A reconnoissance of the streams of the Sail Joaquin Valley was 

made during the latter part of 1895. This examination began at old 

Fort Tejou, on the Canyada de Los Uvas, or Fort Tejon Creek, in the 

extreme western limits of the valley, and included all of the streams 

on the south and east side as far north as the Stanislaus at Oakdale. 

The description in general is given in geographic order down the valley 

from south to north.

FORT TEJON CREEK.

This is one of the many singular streams of the State. It rises in 

the Yentura highlands at a maximum elevation of 8,000 feet, the upper 

part being known as Cuddy Creek and the lower as Fort Tejon Creek. 

The old stage line between northern and southern California, through 

Fort Tejon Pass, follows this stream down from Castac Lake, which 

has an elevation of 3,500 feet, to Eose Station, where the elevation 

is 1,300 feet. The total drainage area, including Cuddy Creek and 

Castac Lake, is 93 square miles. The-formation of the upper portion 

of the basin on the south and west is largely granitic. It is soft, however, and has become to a large extent disintegrated on the surface, 

being washed down as a coarse sand into the valleys or canyons. On 

the northern side of the upper basin, however, the formation is largely 

limestone, much of it being in the nature of very beautiful white and 

gray marbles. The area of this upper basin is 56 square miles. A 

stream of 1 or 2 second-feet, known as Cuddy Creek, flows from this 

basin during the summer season. During the winter this is largely 

augmented by rains and melting snows. The minimum measured discharge of this stream is 0.4 second-foot, and sections have been measured while still wet that indicate a flood discharge of 30 second-feet. 

This is at a point on the drainage line of the stream 5 miles southwest 

of Castac Lake, near Menzies's house. Below this point the stream 

rapidly sinks and is soon lost in the sands. A well-marked drainage 

line in a broad canyon extends to Castac Lake, but the stream has 

seldom, even in flood, been seen to flow into the lake. The waters of 

the stream are fresh and sweet, while those of the lake are salty. Wells 

sunk along this dry sandy wash find no water. While this lake lies in 

the direct drainage line of this stream, it is not subject to violent rise 

or fall, for it seldom runs over the divide, which is only 12 feet above 

its ordinary level. The stream approaches the lake from the west, 

while a well-defined drainage line and a large canyon lead from the 

lake toward the northwest. The angle between the approaching and
NEWBLL.J SAN JOAQUIN" BASIN. 257

departing lines is less than 45°, the latter being much lower in elevation. The stream sinks into the sands at an elevation of over 4,000 

feet. The elevation of the lake is 3,500 feet, and 9 miles below the 

lake the elevation of the plain is 1,300 feet. A. mile below the lake 

strong springs, or cienegas, occur in large numbers, there being one 

alone that constantly flows over 1 second-foot. These springs, which, 

are of sweet and soft water, are the source of Fort Tejon Creek. 

The ridge which lies between the cienegas and the point where Cuddy 

Creek disappears is of limestone or marble. The difference in elevation (1,000 feet) is such that, all things being considered, it is fair to 

assume that some of the waters of Cuddy Creek pass under the mountain, reappearing in the springs to swell Fort Tejon Creek.

The character of the soil of the Fort Tejon Creek basin proper is of 

clay, favorable to rail-off. The rocks are usually near the surface, and 

are either of hard granite or marble. Both basins are covered with 

scattered trees of oak and pine, with much brush on the northern slopes.

Mr. Cuddy, who lives in the upper basin at an elevation of 5,278 feet, 

says that he has kept a rainfall record for a period of ten years at his 

house, which shows an average precipitation of 30 inches. Unfortunately this record, after having been preserved for many years, was 

destroyed. At Fort Tejon (elevation 3,245 feet) a very fragmentary 

record was kept from 1855 to 1864 by the United States Army. The 

Weather Bureau averages the record at 15.35 inches, while the California State engineer, with probably greater attention to details, gives 

23.45 as the mean. The practice of the Weather Bureau of dividing 

the year at the 1st of January does not give correct ideas of the maximum and minimum seasonal rain on the Pacific Coast, and is often misleading in other ways in the determination of averages. The rainfall 

on the plains at Rose Station is probably between 10 and 12 inches. 

The average rainfall of the basin can be taken as 20 inches.

The seasonal rainfall at Fort Tejon, as reported by the United States 

War Department, is 

Inches.

1855-56 ..................................................................... 32.97

1856-57 ...............................:..................................... 11.97

1857-58 ..................................................................... 25.40

Mean................................................................. 23.45

The seasonal rainfall at the Tejon ranch house, as kept by Mr. E. K 

Pogson, is 

Inches.

1879-80 ...................................................................... 19.22

1880-81 ..................................................................... 9.58

1881-82 ............................................................. ........ 9.98

1882-83 ..................................................................... 9.10

1883-84 ..................................................................... 18.27

1884-85 ..................................................................... 7.95

............................................................... 13.50

HO 17. . '
258 PROGRESS REPORT, HYDROGRAPHY, 1895. [BOLL. 140.

Inches.

1886-87 ..................................................................... 11.67

1887-88 ..................................................................... 11.09

1888-89 ..................................................................... 9.40

1889-90 ..................................................................... 14.14

1890-91 ..................................................................... 11.20

1891-92 ..................................................................... 16.22

1892-93 ..................................................................... 10.30

1893-94 ..................................................................... 12.28

1894-95 ..................................................................... 12.97

Mean................................................................. 11.52

The following is a list of the measurements of Fort Tejon Creek, 

taken at a point two miles south of Eose Station, at the foot of the 

road grade near a lone tree, and above where the creek debouches onto 

the plain. All measurements were made with floats, and the mean 

velocity taken as from 70 to 80 per cent of the surface velocity according as little or much water was in the stream.

Measurements .of Fort Tejon Creek.

Date.

1894.

July 1...... ..........

Second-feet.

40.0

60.0

40.0

8.0

3.2

2.4

0.7

61.5

Date.

May 23.... ............

Second-feet.

5.6

4.0

5.0

4.8

1.7

1.5

2.6

A feature of this stream is that it holds its own through the summer 

better than most of its neighbors, presumably because it is reservoired 

through the hills, as above stated. None of its waters are used for 

irrigation.

SALT AND SAN EMIDIO CEEEKS.

Salt Creek lies next west'of the Fort Tejon Creek. The drainage 

basin is similar to that of the others of this group. In area it covers 

35 square miles, as indicated by the Wheeler map. The discharge has 

not been measured, but it is small and spasmodic. To the west of this 

stream, and also in the extreme southern limits of this valley, is the 

San Einidio Creek, which flows from the same group of mountains. 

Its usual summer discharge is reported on good authority to be about 

3 second-feet. A flume has been placed in the bed of the creek and 

rated by the Kern County Laud Company. A few orange groves are 

irrigated from this source. The area drained is estimated to be 54 

square miles.

PASTOKIA CREEK.

Next east of the Fort Tejon Creek is Pastoria Creek. The drainage 

basin of this stream is mostly of a granite formation with an overlying
NEWELL.] PASTORIA CREEK. 259

soil of clay. The country has been extensively pastured to sheep, and 

the effect is seen in the facts that .the hard ground quickly sheds the 

water that falls thereon and the stream is very spasmodic. In connection with this it is interesting to note that intelligent observers state 

that pasturing sheep for three years on a drainage basin produces visible effect on the stream. The area of this basin as determined from 

the Wheeler map is 43 square miles, and its elevation ranges from 1,200 

feet up to 5,500 feet. The country is sparsely timbered with a growth 

of oaks, and the northern slopes are usually covered with a dense 

growth of brush.

The basin lies between Fort Tejon, elevation, 3,245 feet, whose rainfall may be fairly taken as 23 inches, and Tejon ranch house, elevation 

1,300 feet, but whose mean rainfall is 11.52 inches, with a probable average elevation of 2,600 feet and a rainfall of 20 inches. An interesting 

feature of the rainfall of this basin, as well as of that of the Fort Tejon 

Greek, Tunis Creek, and House Creek, is that it enjoys the benefit of 

two distinct types of rain storms. These basins lie at the junction of 

the Coast Eange with the Tehachapi Mountains, which latter are the 

southern limit of the Sierra Kevadas and form a connection with the 

Coast Eange. Many northern storms which are driven into the San 

Joaquin Valley from the west and southwest are deflected by the Sierras 

and forced south through this valley. Having reached the southern 

limit of the San Joaquin they are forced to ascend the Tehachapi 

slopes to an elevation of 5,000 feet, and often much of their moisture 

is condensed at this point. The rain storms of southern California 

usually approach from the south or southwest, having absorbed their 

humidity in their journey over the Pacific, and being chilled in their 

ascent over the Coast Eange they give off their moisture. This is 

true of the storms which visit this basin from the south. Thus these 

districts get their storms from both north and south, while either to 

the north or south of them, storms as a rule only approach from one 

way.

The following are the gagings made of Pastoria Creek at the mouth 

of the canyon, at a red, rocky point:

Discharge measurements made on Pastoria Creek.

Date.

1894.

Jnlyl. ..............

1895.

Secoud-feet.

14.3

3.7

2.5

0.0

0.0

26.0

0.8

2.8

0.4

0.0

]
260 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

TUNIS GREEK.

Next east of the Pastoria is Tunis Creek. The basin of this stream 

is very broken and with little soil on the sides of the mountains, the 

rocks being mainly granite. The area is about 20 square miles, as 

shown by the Wheeler map, but small, detailed areas of this sort can 

not be taken with accuracy from a map of so small a scale (4 miles to 

the inch). The rainfall is probably about that of the Pastoria drainage 

basin. The stream has seldom been measured, but apparently it discharges as much water as the Pastoria, except in flood, and holds its 

own rather better in midsummer. As in the case of the Fort Tejou 

and Pastoria creeks, the waters of this stream are not as yet used for 

irrigation. Large herds of cattle graze these plains and are watered 

from, these streams.

TE.JON HOUSE CREEK.

Tejon House Creek lies next north and east of Tunis Creek, and 

its basin, like that of the latter, is greatly broken with granite rocks, 

covered as a rule with clay, and with steep hillsides. The northern 

slopes are covered with a dense growth of high brush, and the valleys 

and hillsides generally are sparsely covered with oak of a quality too 

poor for any use except for firewood. The area, as shown by the. 

Wheeler map, is 17 square miles, but the basin appears on inspection to 

be larger. This stream rises from the highest peaks of this vicinity, 

namely, Tehachapi, 8,056 feet, and Double Peak, 8,263 feet. This is the 

largest and most important stream from this range. The winter floods 

are large, and the summer flow is well sustained.

The rainfall in the basin of this stream is similar to that of others 

before mentioned. It has been measured for a period of sixteen consecutive years (1879-1805) at the Tejon ranch house and has a seasonal 

maximum of 19.23 inches, minimum 7.45 inches, and mean 11.52 inches. 

It may be safely taken at 25 inches for the average of the basin.

During 1894 the stream was occasionally measured. My measurements were all made at the Tejon ranch house, which is 2 miles below 

the foothills of the mountains. The bed of the stream between the 

foothills and the ranch house is in rocks and red clay. The channel of 

the creek at the point of measurement is covered with gravel of sizes 

ranging from 1 to 6 inches in diameter. The grade of the creek is 

steep. The average velocity of various floats in different parts of the 

stream was observed, and from 70 to 80 per cent used as the mean 

velocity, depending somewhat on the depth of water in-the bed, a 

higher average velocity being taken when the water was deeper.
NEWELL.} SOUSE CREEK.

Discharge measurements of Tejon House CreeTc.

261

Date.

1879.

1894.

Second-feet.

7.5

60.0

66.1

. 80.0

60.0

6.5

0.9

1.0

3.0

a Made by J. D. Schuyler. 

TEJON HOUSE STATION, ON TEJON HOUSE CREEK.

On January 1,1895, a gaging station was established on the Tejon 

House Creek at a small footbridge near and just north of the ranch 

house. At this point a section of the creek bed was measured at intervals of time as frequent as was convenient. It was found that a heavy 

flood in January had filled up the channel of the creek 2 feet, as is 

shown by the sections of January 1 and February 1, and that simple 

rod readings of height of water thereon would not convey any true 

idea of discharge. It was therefore determined to measure the depth 

of water in the center of the creek with a hand rod at the 5-foot mark 

on the bridge. The observer standing at the 5-foot mark on the bridge 

measured the distance from bridge to bed and from bridge to water.

The channel of the creek was cleared of all brush and debris for a 

distance of 20 feet above and below the bridge. In this portion of the 

channel the creek is nearly straight and the flow fairly uniform. Velocities were measured by floats, which were dropped into the water in 

different parts of the channel and timed through a distance of at least 

20 feet. In this case, as before, the mean velocity was taken as 70 or 

80 per cent of the surface velocity, depending on the depth of water. 

On November 13 the velocities were taken with a Haskell meter, and 

the mean velocity was then found to be 88 per cent of the surface velocity. Mr. K. 1ST. Pogson, a voluntary observer, measured the depth of 

the stream about once a week, and also whenever there was a decided 

change in the volume of discharge. After the bed of the creek is again 

filled, following the erosion by floods, it remains quite constant in section. It was found that with depths of water as ordinates and the 

amount discharged as abscissa, a uniform curve could be drawn, and 

the values thus obtained were accepted in the computation of the discharge on dates when the rods only were read.
262 PROGRESS REPORT, HYDROGRAPEY, 1895. [BULL. MO.

Estimated discharge of Tejon House Creek at Tejon ranch house, California. 1 

[Drainage area, 17 square miles.]

Month.

1895.

January ..... 

February ....

May .........

September . . . 

October. .....

Discharge.

Maximum.

Sec. feet. 

93.0 

44.0 

33.0 

49.0 

34.0 

8.0 

. 3.0 

1.5 1.6- 

4.0

Minimum.

Sec. feet. 

5.0 

7.0 

11.0 

16.3 

9.0 

3.1 

1.2 

1.2 

1.6 

2.0

Mean.

Sec. feet. 

13.6 

26.1 

19.0 

'24.7 

18.3 

5.2 

2.0 

1.3 

1.6 

2.7

Total for 

month.

Acre-feet. 

835 

1,453 

1,169 

1.473 

1,127 

312 

126 

77 

95 

163

Run-off.

Depth.

Inches. 

0.77 

1.33 

1.07 

1.35 

1.04 

0.29 

0.11 

0.07 

0.09 

0.15

Per square 

mile.

Sec. feet. 

0.80 

1.53 

1.11 

1.45 

1.08 

0.30 

0.12 

0.08 

0.09 

0.16 .

'Rod observations by R. N. Pogson. Observations were made about once a week, or when a largo 

change occurred in volume of water. The discharge for intermediate dates is estimated. Change of 

channel in November prevents application of old rating curve to November and December.

All the water of this stream is how used during the summer for the 

irrigation of about 200 acres of orchards around the Tejon ranch house 

and for domestic purposes. The orchards are largely citrus fruits. 

Tweuty years of growth has demonstrated that this class of fruit is 

well adapted to this soil and climate. On account of the greater 

summer heat, the fruit ripens from thirty to sixty days in advance of 

that of the southern coast counties.

RANCHERIA CREEK.

North and east of the Tejon House Creek is the Eancheria or Tejon 

Creek. This stream flows from the north side of the high mountains 

from the south side of which the Tejon House Creek flows. At its 

head is the original Tejon Pass, through which the early emigrants 

passed by trail into central California. This basin may be divided into 

two parts; the one, the Rancheria proper, has an extent of 51 square 

miles, and the other, the Coinanche, including Cummins Valley, has 

an area of 48 square miles; in all 99 square miles. The former flows 

from mountains of the same class as the Tejon House Creek steep, 

rocky, and high while the latter flows from hills that, although high, 

are not so broken, and have slopes that are less steep and a soil that 

has more sand. Cummins Valley, near the head of this stream, is a 

large agricultural plain with several thousand acres under cultivation 

to wheat.

The rainfall in this basin is not so great as that in the ones before 

mentioned. The southern storms are largely robbed of their moisture 

in passing over the Coast Eange before reaching so far inland as this, 

and the basin is 'Supplied mainly from the northern storms. At the 

Tejon ranch house, 5 miles to the south of the mouth of this canyon, 

the rainfall, as stated, is 11.52 inches, and to the east of the basin the 

mean annual precipitation, as measured by the Southern Pacific Rail-
NBWELU] RA.NCHERIA CREEK. 263

road, from 1876 to 1884, at Caliente (elevation 1,290 feet), is 11.27, and 

at Tehacliapi for the same period (elevation 4,025 feet), tlie annual 

rainfall is only 12.44 inches. While the rain in the southern half of 

the basin may not be nearly so great as that in the Tejon House Creek 

basin, the precipitation in the north half is probably less by nearly onehalf. This is unfortunate, as an excellent reservoir site exists in Cummins Valley, but without the water to fill it.

There is no available record of the discharge of this stream, but in a 

general way it might be stated that in flood it is much more than that 

of the Tejon House Creek, that the winter discharge is probably on the 

average larger, but that during summer the flow it is greatly reduced, 

and if any difference exists it is in favor of Tejon House Creek. A 

small amount of desultory irrigation is practiced on this stream, principally by the Indians.

The streams above described form a class by themselves. They are 

all situated in Kern County, and drain toward Buena Vista Lake. The 

next creek to the north and east, Caliente, presently to be described, 

differs from these, although the northern half of the Eancheria Creek 

basin resembles that of Caliente Creek, the soil being largely sandy, the 

mountains less steep, and the run-off consequently far less than in the 

case of the streams previously mentioned. For comparison, the areas 

of these drainage basins are herewith given in geographic order from 

west to east.

Drainage area of crcelcs.

Sq. miles. 

San Emiclio................................................................... 54

Salt Creek .................................................................... 35

Fort Tejon (total)............................................................. 93

Pastoria ...................................................................... 43

Tunis......................................................................... 20

House Creek.................................................................. 17

Rancheria ..............................................'.-.................... 99

The topography of the country is unfavorable for irrigation development in that these streams flow in narrow canyons with steep grades, 

rendering it apparently impossible to find sites suitable for reservoirs. 

Castac Lake is the principal exception, being a most excellent reservoir 

site, but the elevation of 3,500 feet is such that a comparatively small 

drainage area lies above it. The great value of water storage on this 

group of streams can be readily appreciated when it is known that 

fully 85 per cent of the water passes off during the rainy nonirrigating and nongrowing season, while during the period when water is 

needed for plant life the creeks discharge only about 15 per cent of the 

average for the year. The winter waters are lost, while the summer 

flow is in most cases already fully used. Thus the only substantial 

extension of irrigation will be by means of storage. The annual rainfall, however, furnishing water for possible reservoirs, varies greatly, 

the minimum falling as low as 33 per cent of the mean, and the maxi-
264 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.!

rauin rising as high as 200 per cent. The ratio of run-off increases 

rapidly with greater rainfall, resulting in a still greater variation in 

amount of water available. Thus the seasonal run-off may fall below'20 

per cent of the annual average in years of drought or of well distributed 

gentle rains. These estimates, being based upon comparatively few 

measurements, can not be said to be final j but they emphasize the 

great importance of storage, not only of the winter storm waters but 

also of the excess supply of years of rainfall above.the mean.

OALIENTE CREEK.

This stream, flowing from the southern end of the Sierras, comes from 

a watershed of type different from that of the creeks before described. 

It can best be considered as made up of three sections: First, of Tehachapi Creek, with a drainage area of 108 square miles; second, of Caliente Creek proper, with a drainage area of 219 square miles; and third, 

of Basin Creek, with a drainage area of 96 square miles; or in all, 423 

square miles. All the branches of this stream are in Kern County. Its 

catchment area joins on its southern border the Rancheria and the 

Tejon House Creek basins, and, like the streams coming from these, the 

drainage is toward the Buena Vista Lake.

Tehachapi Creek is the southern fork of the Calieute Creek and is 

the drainage line along which the Southern Pacific Railroad follows 

down from the Tehachapi Pass into the San Joaquin Valley. The character of the mountains is that of detached hills rather than continuous 

ranges. The formation, though granitic, disintegrates and forms sandy 

soil, little disposed to yield a large per cent of run-off. The canyons 

are narrow, but the slopes are not very steep. The hills are covered 

with a scant growth of oak and with some brush.. The area of this 

creek, as stated, is about 108 square miles.

The rainfall of this basin has been measured at frequent intervals by 

the Southern Pacific Railroad. Mr. William Hood, the chief engineer 

of this road, has done much in assisting the State and the General Government in the compilation of physical data along its lines. He has. 

gone to much trouble and expense in this matter in many cases. The 

following is the average monthly and annual precipitation in inches at 

these stations in the basin of the Tehachapi for the years 1876 to 1884:

Rainfall In basin of Caliente Creek, California, in inches.

Station.

Sumner...... 

Caliente .....

Tebacbapi . . .

Sept.

0.00 

0.03 

0.08

0.04

Oct.

0.11 

0.58 

0.48

0.45

Nov.

0.43 

0.48 

0.51

0.36

Dec.

0.47 

1.29 

1.75

1.60

Jan.

0.97 

1.59 

1.91

1.53

Feb.

0.98 

2.30 

3.67

3.39

Mar.

0.68 

1.70 

2.20

1.74

Apr.

0.88 

2.12 

2.22

1.52

May.

0.40 

0.96 

0.69

0.45

June.

0.10 

0.23 

0.27

0.18

July.

0.00 

0.00 

0.00

0.00

Aug.

0.00 

0.00 

0.00

0.00

This creek has not been gaged, but the normal summer flow is known 

to be very small, usually not more than a mere thread. The discharge 

will be discussed with that of the entire creek.
NEWELL.] CALIENTE CREEK. T 265

The drainage basin of Oaliente Creek proper is decidedly sandy, the 

slopes are less steep, and the canyons, though frequently narrow, are 

as a rule broad and flat, ottering large areas of absorbent material to 

take up any water that may start down their courses. The rainfall is 

probably about that of the Tehachapi basin. The town of Oaliente is 

at the junction of this stream with the Tehachapi, and, as previously 

stated, the average seasonal precipitation at this point between the years 

1876-77 and 1883-84, was 11.27 inches. The average rainfall for this 

basin is probably not far from 12 inches. The flow of this basin will 

be taken up with that of the other two tributaries.

Basin Creek, if it can be honored with such a name, flows from the 

Pah-Ute Mountain and Mount Breckenridge, its catchment area joining 

the basin of the Kern on its northern border. The peculiar feature of 

this basin is a high mountain valley known as Walkers basin. Below 

this point the canyon narrows and falls rapidly to the plain. The 

rainfall at Walkers basin, elevation 3,200 feet, is said to be 15 inches. 

This would indicate that the average rainfall of the basin is about 12 

inches. The drainage line of this stream joins that of the Caliente 

Creek at a point called Pampa.

The discharge of Caliente Creek, like that of others of this district, 

varies AAadely at different points. These streams begin to sink as soon 

as they leave the box canyons in the mountains, where bed rock is near 

the surface. The coarse sand and bowlders^ in which the voids amount 

to 33 per cent, are washed down from the hills and are deposited as soon 

as the lessened grades cause slower velocities. In consequence of this 

action of erosion and deposition delta formations with shifting channels usually occur at the months of the canyons, and bed rock is found 

only near the surface several miles above. These sands drain off during the summer and fall, and the .water is also drawn to the surface by 

capillarity and lost by evaporation. The surface water of the stream 

during the late summer does not reach far into the plains to renew this 

loss. When the period of high water comes the first duty the new 

supply has to perform is to fill these voids. The progress of water as 

it follows down the old dry bed is slow. Mr. Dixon, an engineer for 

the Kern County Land Company, makes the following statement, which 

bears on the subject:

After the waters of the Kern River have been diverted into canals at the "first 

point of measurement" for some time, and are then turned back again into their old 

bed, it takes them about six days to get down to the second point of measurement, 

which is 16 miles below the first. With ordinary uninterrupted velocities, they 

ought to travel this distance in about twelve hours. The estimated loss in the flow 

of the Kern River during the summer between the junction of the two main forks 

of the river, and the first point of measurement, only about 6 miles of which is 

through open country, is estimated to be 200 second-feet, and it should be remembered that the flow at the lower point is in low stages about 200 second-feet.

From the above it may be seen that the point of measurement has 

much to do with the results obtained for each river, and that the far-
266 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. HO.

ther down in the valley the measurement is made the smaller the quantity will be. For this reason great care should be taken in the selection 

of gaging stations on all these streams. Such station should be taken 

as would get the maximum discharge of the stream without encroaching so far on the drainage basin as to cut off any large portion of the 

storm waters. This upper point should be chosen rather than a point 

at the head of present diversion, as ultimately all water will be saved 

that is possible. Unfortunately those places are so remote as to make 

access to them expensive.

Mr. Hall, in his report on Caliente Creek, designates as the point of 

measurement the place where the drainage line passes the western line 

of the Tejon Eanch, at the foothills near Pampa. He gives an area 

above this point 6f 423 square miles, which is closely checked by the 

area shown by the Wheeler map. He says: !

This is a stream of which no actual measurement of discharge was had as a basis 

of calculation. Furthermore, the exposure of its basin is different, and other causes 

combine to make the application of the data of drainage per square mile of area, 

obtained on similar streams farther north, not strictly applicable. Hence, the results 

shown in the table are among the least reliable.

My observations give results which fall below the statements of discharge of this basin, as shown on page 474 of his report. During the past 

two years, 1893-94,1894-95, this stream has been visited at intervals of 

two or three months. The year 1893-94 was generally considered one 

of the driest of which there is a record in this State. During this year 

the rainfall in the Tehachapi Eange was of a higher per cent than in 

other localities. The rainfall station Keen is the most nearly representative in the basin. The average precipitation at this point during the 

period covered by the discharge table, from November 1,1878, to October 31, 1884, as given by the Weather Bureau, was 13.79 inches. The 

record of rain for the year 1893-94 was 8.33 inches and for the year 

1894-95 it was 19.63 inches. It will be seen that the first year mentioned was below the average and the second year above it. The rain 

fell during the latter year in heavy storms, favorable to a high per cent 

of run-off.

During a period of the two years' observation the stream has not been 

seen to flow over 2 or 3 second-feet at any point, but it was not visited 

during the periods of flood in the season 1894-95. Eesidents of this 

locality who have known it for many years agree that it is normally 

very small. It is apparently a stream of a very flashy nature, and during the winter storms the floods are so large as to do considerable damage. Persons have on several occasions been drowned in this creek. 

The stream was visited in order to establish a gaging station, but because 

of the shifting nature of the bed, and the small discharge, rendering 

estimates inexact, a station was not established.

 Physical data and statistics of California. Tables and memoranda of data collected and compiled 

by the State Engineering Department of California. Wm. Ham. Hall, State Engineer, Sacramento, 

1886, pages 410, 474 and 475.
NEWEU,] CALIENTE CREEK AND KERN RIVER. 267

No reservoir sites of value have been seen on the Tehachapi branch 

of the stream, and only ones of doubtful value on the main stream. In 

Walker basin, on Basin Creek, there is a most excellent reservoir site, 

but it has only a few square miles of drainage tributary to it. The 

waters of Caliente Creek are not used except for the watering of stock. 

The foothill lands, it' irrigated, would be of value for the growing of 

citrus fruits. The lands below are suited for grains, grasses, and 

deciduous fruits. All these waters drain toward the Kern and Buena 

Yista lakes, but they are lost in the sands long before they reach them. 

The old Kern Lake bed is now dry and is being farmed.

The bottom lands of the San Joaquin Valley are almost flat, being 

only 415 feet above sea level and 240 miles from their drainage outlet. 

They are largely of adobe and alkali soil, which, when pierced, furnishes artesian water. The artesian supply of this valley, as well as

of many other districts of the States, lias been investigated with much

thoroughness by the State, and the results are jjublished in the Physicial Data and Statistics of California, pages 481-587. Generally speaking, artesian water can be found in large quantities in the lower levels 

of this great valley, west of the main line of the Southern Pacific Railroad, from Bakerstield to Sacramento and east of the thalweg of the 

valley. The depths of these wells are from 200 to 1,000 feet, but the 

majority of them are less than 500 feet deep.

KERN RIVER. '

The next large stream to the north is the Kern River. 'This has the 

largest drainage basin of all the streams that flow into the San Joaquin 

Valley from the Sierras, but according to the State engineer's report 

it is only the eighth in average discharge. The North Fork of this 

stream rises among lofty mountains and flows south between high 

ranges for a distance of 75 miles before discharging on the plains. 

The drainage basin of the South Fork in its lower valleys is not so 

favorable to a high per cent of run-off as that of the North Fork, but 

farther up the mountains the catchment areas are of the same class as 

those of the North Fork. This basin is reported to be steep and 

exceedingly rough in the higher portions. The formation is largely 

granite. Its southern exposure offers an opportunity for a high rate 

of evaporation and accounts in a measure for the low per cent of water 

discharged.

The mountains at the head of these two branches of the river are 

above the timber line, are covered with little if any soil, and are exceedingly rough. The basin near the junction is rocky, largely favorable 

to run off, but the immediate valley of the South Fork above the junction is quite broad and sandy. The main canyon through which the 

river discharges into the San Joaqnin Valley is narrow, deep, and has 

a very heavy grade. Above an elevation of 4,000 feet, and below the 

timber line, the basin is said to be covered with a dense growth of pine 

and redwood.
PROGRESS REfORt, BVDROGRAPHYj 1895. [ButL,uo.

There are no observations of rainfall in the drainage basin of the 

Kern River, and the precipitation is difficult to estimate, as the basin 

is in several ways different from any others of the State. It has been 

found in California, as a rule, that the rainfall increases with the elevation. When the precipitation is known at the base of the mountains 

and on the side from which the storms approach, and when the rise 

in elevation is given, the precipitation for points above may be computed by assuming an increase of 0.6 inch with each rise in elevation 

of 100 feet if the higher mountains do not intervene. An exception is 

found in the series of gages along the Southern Pacific Railroad from 

Bakersfield or Sumner to Tehachapi. In this case it might be held 

that the moisture, from the southern storms is all condensed in passing 

over the Coast Eange, which intervenes between them and the sea, and 

that the basin is not freely exposed to the northern storms at anything 

like right angles to the direction of their approach. The Kern basin 

is also deprived of much moisture in the same way. In the rainfall 

map of California 1 Mr. Hall has included the Kern Basin between the 

10 and 20 inch rain curves. Mr. Henry Gannett includes this basin 

between the 10 and 70 inch curves. The rainfall at Bakersfield, at the 

mouth of the canyon, is 5.14 inches, and at Tehachapi, at an elevation of 

4,025 feet, it is 11.73 inches. To the north the Southern Pacific, on the 

line passing over the Sierras, has a series of gages in elevation ranging 

from 35 feet to 7,017 feet above sea level, and they show an increase up 

to a limit of about 6,000 feet in elevation, when the amount of precipitation, as in other known cases, begins to decrease. It would seem 

that the average rainfall would be between that given by Mr. Hall and 

that estimated by Mr. Gannett, and that considerable weight should be 

given to the records of the basin adjoining the Kern to the south. The 

United States Geological Survey established a rain gage in 1895 at the 

Mountain Home sawmill, at an elevation of 6,000 feet above sea level, 

on the range that divides the drainage of the Kern and the Tule and 

back of Porterville.

Data concerning the discharge of Kern River have been given in 

the report of the State engineering department of California 2 and in 

the reports of the United States Geological Survey. 3 The observations 

of river height made by the State engineering department were at. 

the mouth of the canyon of Kern River at Rio Bravo Ranch, in sec. 6, 

T. 29 S., R. 30 B. In the report concerning this work the following 

statement is made, on page 410:

This stream has been gaged chiefly at the Rio Bravo Ranch station, a point just 

below the debouchment from the mountain canyon, and above all canals of diversion

'Kainfall distribution map to accompany report on irrigation and water supply in California. William Ham. Hall, State engineer, 1888.

^Physical data and statistics of California, tables and memoranda of data, collected and compiled 

by the State engineering department of California, William Ham. Hall, State engineer, Sacramento, 

1886, pages 410,470-472.

8Twelfth Annual Eeport of the United States Geological Survey, Part II, Irrigation, page 319, 

Plate LXXX. Daily discharge of Kern at Kio Bravo Kanch, California, 1879-1882. Also Bulletin 

No. 131, United States Geological Survey, page 79.
NEWELL.] KERN RIVER. 269

in the valley. A continuous gage-rod record was kept at this station from 1878 to 

1883. These data formed the basis for making, by the method of scale of discharge 

for the channel, a calculation for the three years named, and then by method of 

drainage per square mile as compared to rainfall. The results given were estimated 

for the remainder of the period covered by the table.

The Kern County Land Company, as a result of the litigation over 

the waters of the Kern Eiver, began on September 29, 1893, an accurate and systematic series of measurements on this stream, which has 

been extended to the present time. Mr. A. K.Warren has had charge 

of this work, under the direction of Mr. Walter James, chief engineer. 

The following is quoted from the second annual report of the gagings 

or measurement of water in the Kern Eiver and canals, in Kern County, 

Gal., for 1894, to Walter James, chief engineer Kern County Land Company, by Albert K. Warren, engineer in charge.

A footway was constructed at a point in section 2, township 29 south, range 25 

east, known as the "first point of measurement." Two boards, 2 by 12 inches, 

were placed side by side, making the top of the footway 24 inches wide. The bents 

are about 16 feet apart and are constructed by driving two 2 by 6 inch pieces 

perpendicularly 24 inches apart on the inside. Near the top of the upright pieces, 

for the boards to rest on, two pieces, 2 by 6 inches, are nailed, one on each side. 

The boards are cut and joined at the ends. The upright pieces extend to the top of 

the boards on each side. The bents of the footways are parallel with the flow of the 

water, the upright having the edge of the timber to the current. The cross sections 

and velocities of the water as here given were taken at the upper side of the footways 

before the water had reached the bents, so that practically the water was undisturbed 

at the points where the measurements were made.

All observations during the year 1894 to determine the velocity of the flow of the 

water were made with a Haskell current meter, the low velocity wheel being used 

at all times. This was rated in the following manner at what is known as the Power 

Canal, which carries water for the Kern Island Canal to what is known as the Mill 

Ditch. At the point where the water is emptied into the Mill Ditch is a drop where 

the \vater is used for power purposes. The drop being closed tight, a body of perfectly still water is formed in the Power Canal, which is 3 to 4 feet deep, about 35 

feet wide and about 160 feet long from the drop to. a wagon bridge across the canal. 

At this point the observations were made as given below :

A smooth and straight No. 8 wire was drawn as taut as it would bear from the drop 

to the bridge, the wire beiug almost free from sag and almost parallel with the center 

of the canal and surface of the water. An accurately measured course 100 feet in 

length was laid out and marked with straight perpendicular sticks on each bank of 

the canal, the first stake being about 15 feet from the bridge and the second stake 

being about 100 feet from the first. At a point about 8 feet from the second stake a 

support was placed under the wire so that the bearings would be as near together as 

possible to prevent sag of the wire.

At the ends and top of a frame about 4 by 6 feet were pivoted grooved wheels 

to rest and roll on the wire. To the back of the frame the meter rod was fastened 

at right angles to the surface of the water, the rod being fastened to the frame so 

that the meter could turn freely and be adjusted to the direction in which it was 

drawn through the water, the bottom of the frame being about 6 inches above the 

surface of the water, and the meter being submerged to a depth of about 18 inches.

Near the drop was constructed, above the water and below the wire, a platform on 

which was placed a drum. By turning the drum the meter was drawn through the 

water. To obtain a uniform velocity of the meter through the water, a plumb-bob 

was suspended and caused tQ swing as a pendulum^ the operator turning the drum
270 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL.UO.

with the swing of the pluinb-bob. By using two sizes of drums, about 6 by 24 

inches in diameter, and shortening the plumb cord, observations of velocity from 

about 0.30 foot to 6 feet per second could be easily and accurately made. To the 

drum and frame and meter rod was attached a small copper wire. Electric connections were made with the copper wire from the meter rod through the axis of the 

drum to the battery and register and from the register to the No. 8 wire, and by a 

copper drag wire from the No. 8 wire to the insulated wire of the meter.

Commencing above the first stakes, the meter is drawn fast for a few feet so that 

it will adjust to the direction, then it is brought to the uniform velocity before 

reaching the stakes. Just as the front end of the frame reaches the first stake the 

watch is started and the circuit to the register is made, stopping the watch and 

breaking the circuit just as the front end of the frame reaches the second stake. 

The time required for the meter to pass over the course of 100 feet and the number 

of revolutions made by the meter wheel arc obtained, from which the velocity of the 

meter in feet per second and the number of revolutions made by the meter wheel are 

computed. From these the number of revolutions of the meter wheel per second for 

each foot traveled is deduced.

Observations for the rating of the meter were later made in the same place and in 

the same manner as given above, excepting that a No. Q wire for the wheels of the 

meter to rest and roll on was used instead of a No. 8. An additional copper wire was 

attached to the back end of the meter frame and passed around a pulley at the 

bridge and thence to the drum, making two wires attached to the drum, one on each 

side, one winding up as the other unwound. By this method the meter frame could 

be drawn in either direction by turning the drum. Electric connection from the 

No. 6 wire to the insulated wire of the meter frame was made through the grooved 

wheels of the meter instead of a drag wire. Calculations were made of the different 

lengths of the plumb cord or pendulum, so that the difference in time would make 

about 0.05 of a foot per second velocity. The cord or rod was made of small wire, 

the links having open eyes at the ends and being in lengths to make the difference 

in velocity as above. In this manner observations could be made each at the rate of 

0.05 of a foot per second difference in velocity, making a uniform increase from the 

lowest to the highest velocity.

In taking cross sections of the stream a wye level and a self-reading rod with a 

large shoe or plate at the bottom, to prevent the rod sinking in the soft sand and sediment, are used. The areas of the cross section of the water are subject to correction. From time to time, as cross sections are taken, it will be found that the area 

may increase or decrease for the same height of water; that is, it will be found that 

the channel is subject to changes by filling or washing out. Calculations of the 

amount of change are determined and corrections made, assuming that the area 

increases or diminishes according to the time. Mean velocities for each section of 

the stream are obtained by slowly lifting and lowering the meter in the horizontal 

center of the section during a period of fifty seconds.

The total discharge is found by adding the discharge for each section of the stream 

and the mean velocity by dividing the area into the discharge. Gage rods are made 

of galvanized iron 6 inches wide, and graduated by sawing the edge of the rod. The 

0.1 graduations were cut about one-half inch deep, and the 0.05 about one-fourth 

inch. The 0.5 points were marked by filing out a vn(>tch on the edge, and the foot 

points were indicated by holes punched to show the number of feet. The iron gages 

were usually put up at a point just above the footway and drawn taut and 

fastened at each end to cross pieces from a bent of the footway. Gages were put 

up at the first point of measurement on Kern River, March 24, 1894, all heights of 

the water prior to this time being taken with the level and rod at each 20 feet.

Mr. Warren has adopted a method of measurement of considerable 

refinement. The Kern Eiver, like many other streams, has its channel 

washed out in the floods and filled in low water, There is a general
NEWELL.] KERN RIVER. 271

lifting of the bed of the stream, as is the case in the delta formations. 

The "first point of measurement" is 5 miles from the mouth of the 

canyon. It may be seen that a rod reading in 1893 of, say, 5 feet, would 

mean more than one of 5 feet in 1895. For this reason the discharge 

is referred to areas of river sections and not to heights. A large number of measurements have established this relation of velocity and 

area, and intermediate velocities are interpolated when not measured. 

Assume, for example, that when the river is measured on January 1, 

the rod reading is 5 feet. On January 8 it is again gaged with a rod 

reading of 4 feet, daily rod readings being also taken between the 1st 

and the 8th. The soundings will show some change in the bottom. 

Suppose the bed shows a rise during the week corresponding to 7 square 

feet. The sections of both the 1st and the 8th are taken as exact. 

The river rises and falls between these dates. With the area of the 1st 

as the basis and with known rise and fall in the surface of the river, a 

preliminary set of areas is computed. They would reach the 8th, 

and the soundings of that date would show in the computation an 

error of + 7 square feet; this error would then be distributed over the 

areas for the previous six days. With these final areas the theoretical 

velocities are taken from the rating table. These theoretical velocities 

will be found to differ slightly with the mean measured velocity of 

January 1 and January 8. The error is determined and adjusted as in 

case of the cross section. The following is the result of the computation 

by Mr. Warren:

Estimated discharge of Kern Elver at first point of measurement. 

[Drainage area, 2,345 square miles.]

Mouth.

1893.

October...... 

November . . . 

December. . . .

1894.

January ..... 

February ....

August ...... 

September . . . 

October...... 

November . . . 

December....

Per annum.

1895.

January ..... 

February ....

July.........

August......

Discharge.

Maximum.

Second-feet. 

554 

559 

590

741 

1,114 

1,443 

1,892 

2,208 

1,719 

1,051 

549 

382 

363 

268 

805

2,208

1,616 

4,762 

3,004 

3,897 

5,384 

3,721 

2, 063 

1,073

Minimum.

Second-feet. 

517 

467 

430

562 

604 

762 

1, 209 

1,228 

871 

400 

256 

172 

224 

230 

234

172

473 

675 

987 

1,911 

3,100 

2,374 

867 

354

Mean.

Second-feet 

534 

518 

516

6G1

717 

1,001 

1, 495 

1,607 

1,085 

700 

335 

248 

279 

244 

470

737

809 

1,252 

1,374 

2,724 

4,369 

2,906 

1,482 

629

Total for 

mouth.

Acre-feet. 

32, 861 

30, 827 

31, 757

40, 644 

39, 817 

61, 541 

88, 952 

98,798 

64, 557 

43, 036 

20, 565 

14, 756 

17, 178 

14, 500 

28, 908

533, 252

49, 762 

69, 536 

84, 437 

162, 076 

268, 608 

172, 265 

91, 113 

38, 665

Kun-off.

Depth.

Inches. 

0.26 

.24 

.25

.75

.32 

.32 

.65 

.71 

.79 

.51 

.34 

.16 

.12 

.14 

.11 

.23

4.40

.40 

.55 

.67 

1.29 

2.14 

1.37 

.73 

.31.

Per square 

mile.

Second-feet 

0.23 

.22 

.22

.28 

.30 

.43 

.64 

.69 

.46 

.30 

.14 

.11 

.12 

.10 

.20

.31

.34 

.53 

.59 

1.16 

1.86 

1.24 

.63 

.27
272 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

The year 1894 is generally considered one of very low stage of the 

river. It will be noted that Mr. Warren shows a recorded minimum 

of 172 second-feet, this being on September 28. This is considered by 

those in best positinou to judge as the lowest stage of the river known. 

The State engineer for October, 1878, shows a minimum of 145 secondfeet at the Kio, Bravo Eanch. The year 1895 is said to be near the 

average.

The following facts have been taken from a statement prepared by Mr. 

H. Hawgood, of Los Angeles, Cal., member Institute Civil Engineers, 

in reference to the run-off of the Kern Eiver basin. He has made a 

careful study of this basin, and his conclusions are regarded as consevative.

The discharge of the Kern Eiver was measured by the State engineering department from 1878-1882, and estimated by them, from comparison of rainfall for 1882-1884. The point of observation was in 

section 11, T. 29 S., E. 29 E. The drainage area above this point is as 

follows:

Sq. miles. 

North Fork basin ........................................................... 1,115

South Fork basin ........................................................... 1,050

Lower basin ................................................................ 180

Total................................................................. 2,345

Since September, 1893, the Kern County Land Company has taken 

careful daily measurements of the flow, at a point in section 2, T. 29 S., 

E. 28 E., this point of observation being about 8| miles down the 

stream from' the point used by the State. It is estimated by Mr. James 

that in this intervening distance 50 second-feet may be lost in the porous bed of the river during the dry season. In times of high water a 

much larger area is covered, and consequently a much larger quantity 

is lost. A conservative estimate would be*75 second-feet as a mean for 

the entire year. This quantity is to be added to the Kern County Land 

Company's measurements to give the probable surface flow past the 

State measuring point, 8| miles up the stream.

Mean discharge of Kern Eiver from 1878 to 1884, and for 1894.

Tear.

1070 7Q

1879 80.....................

1880 81.....................

1881-82.....................

1882-83..................'...

1883-84. ....................

1894........................

Mean for 7 years .....

Mean 

discharge.

Sec. feet. 

a 514

a 655

6638

6 2, 422

c812

1,067

a State engineer's report, measured. 

Z» State engineer's report, estimated. 

9 Kern County Land Company's measurement + 75 second-feet.
NEWELL.] KERN RIVER. 273

Measurements taken at a point 500 feet above the confluence of the 

North and South forks, compared with measurements taken by the laud 

company, show a very large decrease of the surface flow in the 40 miles 

of river lying between the two points of measurement. The discharge 

on November 17, 1894, is reported to be the lowest water known.

1894: Second-feet. Second-feet. 

Nov. 17. Flow of the North Fork....... r ..... r ....... 363.78

Nov. 17-18. Mean of flow in section 2, T, 29 S., R. 28 E .... 236.02 loss.... 127.76

1895:

Nov. 9. Flow of the North Fork..................... 460.28

 Nov. 7. Flow in section 2, T. 29 S., R. 28 E......... T ,. 317. 35 loss.... 142.93

Nov. 11. Flow in section 2, T. 29 S., R. 28 E...-,....,.. 372.80 loss.... 87. 48

Dec. 3. Flow of the North Fork..................... 514.00

Dec. 3-4. Mean of flow in section 2, T. 29 S., R.28E..... 395.44 loss,... 118.56

Unfortunately, no measurement was taken at the lower station on 

November 9 or November 10. The loss, evidently, is between 87.48 and 

142.93 second-feet. Eain having fallen between the two stations on 

November 10, the reading on that day, if one had been taken, would 

have been nearer 317 than 372. It is assumed at 331 second-feet, making 

a loss of 129.28 second-feet. The mean of the three sets of observations 

is 125.2 second-feet. Taking from this the 50 second-feet estimated to 

be lost between section 11 and section 2, leaves 75.2 second-feet as the 

loss between the point at which the State made its measurements and 

the confluence of the North and South forks, exclusive of the flow of the 

South Fork and the several small streams which enter between the two 

measuring stations. Taking these into account a reasonable estimate 

would place the total loss from all causes at not less than 200 second-feet 

between the points in question during low water. This would be largely 

increased during the period of high water, raising the average for the 

year to, perhaps, from 250 and 300 feet, assumed for the purposes of this 

investigation at 275 feet.

Mr. Hawgood's investigation being particularly directed to the run-oft' 

of the upper basins, he found it essential to take into consideration these 

underground losses in the lower river in order to render the continuous 

observations of the lower river applicable to computations regarding 

the upper portions, where only a few observations have been made. 

Going back to the mean flow of 1,067.6 second-feet at section 11, and 

adding thereto the foregoing estimate of 275 second-feet gives 1,342.6 

second-feet as the united mean drainage into the river channel from the 

North Fork, the South Fork, and the lower basins. This is equivalent 

to a mean run-off of 7.8 inches for the entire catchment basin of 2,345 

square miles, 76 per cent of this being in visible surface flow past section 11, T. 29. S., E. 29 E., and 74 per cent past section 2, T. 29 S., E. 

28 E.

For the purposes above noted it was necessary to segregate the drainage of each basin. After careful consideration of all available data as 

Bull. 140 18
274 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.-

to areas, rainfall, topography, etc., and from a personal knowledge of a 

portion of the territory under consideration, Mr. Hawgood drew a small 

map of mean annual rainfall. Concerning this he states that if the lines 

of equal precipitation on the State engineering department's map are 

examined it will be seen that these show equal precipitation on Mount 

Whitney, 16,000 feet high, and at valley points 14,000 feet lower in eler 

vation. If the map prepared by Mr. Henry Gannett is examined it will 

be found that he errs in the other direction, including places of known 

record within zones of greater rainfall than the records show. By 

making a new map and using the values given for the relation of runoff to rainfall for the mountainous areas, as shown on the diagram figure 

24, page 151, of the Fourteenth Annual Eeport of the United States 

Geological Survey, the run-off from the North Fork would be 13.2 

inches, from the South Fork 4.2 inches, and from the lower basin 1.35 

inches.

Combining these run-offs with the area of each basin, it appears that 

the North Fork contributes 76 per cent of the drainage, the South Fork 

25.5 per cent, and the lower basin 1.5 per cent. Applying these percentages to the previously determined run-off of the 1,342.6 second-feet, 

1,010 second-feet would be ascribed to the North Fork, which is equivalent to a run-off of 12.3 inches. This is a satisfactory agreement with 

the 13.2 inches, being 93 per cent of it. The other basins show the 

same proportion.

The curves above mentioned are put forward not as an absolutely 

correct delineation of their true position, but as an arrangement, and a 

very probable one, that fulfills the requirements of the facts so far as 

they are known.

It* is estimated that 100,000 acres are irrigated in the San Joaquin 

Yalley (sometimes known as the Kern Valley) from this river. The 

winter floods are stored in Buena Yista Lake for irrigation below. The 

water is all diverted, but a great deal might be saved (and it doubtless 

will be some time) that is now lost in the sandy soils of the stream bed 

and in the beds of unlined canals. The crops are grains, grasses, and 

deciduous fruits. The water power of this river will be soon used for 

commerce and manufacturing. At the present time one plant is being 

constructed at the mouth of the canyon for.furnishing power to Bakersfield, and another is seriously contemplated to bring power from the 

junction of the North and South forks of the river to Los Angeles, a 

distance of 108 miles.

POSO CREEK.

The next basin to the north is Poso Creek. This stream belongs to 

a class entirely different from that of Kern Eiver. The latter flows 

from the higher basins, where the moisture precipitated in the winter is 

held in snow banks on the high peaks of the Sierras as if in reservoirs. 

As summer advances, the snow melts, sustaining the flow of the river.. 

On the other hand, the streams of the second class, of which Poso Creek
NOVELL.] POSO CREEK. 275

is an example, coming from the lower levels, where the precipitation 

occurs in the form of rain, flow mainly during winter storms, and the 

water passes off during the nongrowing season, when it is not heeded. 

It is sometimes a question whether the evaporation from the extensive 

snow "area is not so great as to render this form of precipitation less 

useful than in cases where the rainstorms are stored in reservoirs.

The following is quoted from a report by Virgil Gr. Bogue, formerly 

the chief engineer of the Union Pacific Railway, on the water supply of 

Poso Greek:

This stream has its principal source in the Greenhorn range of mountains, which 

is a spur of 4,500 feet to 8,°000 feet in elevation, uniting with the Sierra Nevada at or 

near Mount Whitney. It is covered with snow above an elevation of 4,500 feet from 

January 1 to June 1 of each year. In all its lower portions it has a growth of oak 

trees, while its higher reaches abound in oak and several species of pine.

The formation is wholly of granite. The soil is a mixture of vegetable mold and 

disintegrated granite, through which the rock protrudes wherever the eye may rest. 

It contains a few farms, but generally the business of its scant population is that of 

sheep raising. The water flows all the year in the streams, but near where it 

debouches upon the plains it is lost iu the sands of its bed, except during floods or 

high water, when-it flows on, eventually reaching Tulare Lake.

The area of the watershed is estimated in the report of the State engineer mentioned as 289 square miles. In my opinion, the available watershed areas that is, 

the portion above the Granite Dam is about 250 square miles, from which a supply 

of water at least 7 inches deep can be depended on each year for irrigation. This 

would produce sufficient water to cover the entire area of the Poso district to a depth 

of 26.5 inches, which, with the rainfall, would make a depth of 35.5 inches.

As the water is accumulated upon a granite watershed, it is naturally of pure 

quality.

This estimate of run-off appears to be too large. From conversation 

with those acquainted with the basins of both the Caliente and Poso 

Creek it is learned that the character of the Poso basin is a good deal 

like that of the Caliente. From a basin of this nature, in order to get 

a run-off of 7 inches, there would probably have to be a rainfall of at 

least 25 inches. With peaks, as stated, that rise to elevations of 

from 4,500 to 8,000 feet, and with a base elevation at Poso of 350 feet, 

it is fair to assume that the average elevation in this basin is not over 

2,500 feet, and the rainfall at Delano being 6.32 inches, the average 

rainfall for the basin is probably less than 20 inches. No rain gages 

are located in this basin. Mr. H. Hawgood estimates the mean run-off 

from the lower basin of the Kern as 1.3 inches. This joins Poso Creek 

on the south.

At the time this stream was visited, November 16, 1895, at Poso it 

was altogether dry, but the Southern Pacific Railroad has a bridge 

opening at this point of 1.570 square feet. A recent water line at this 

point was measured that showed a section of 117 square feet. Mr. 

J. D. Brown, the engineer of the Poso irrigation district, says that no 

measurements have been made of the discharge of the creek, and that 

there is now no water below the proposed point of diversion, where a 

dam 25 miles south of Delano is being built. The irrigation district,
276 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL.UO.

is now building a canal and flume in a very rough mountain district 

with a capacity of 150 second-feet, and is also constructing a reservoir 

on the stream. A statement of the engineering features of the project 

is contained in the report of Mr. Bogue, which has been printed by this 

district.

Mr. Hall says 1 in reference to the Deer, White, and Poso creeks: 

"The estimate of the flow of these creeks is based on a number of 

special observations, general information from the residents near them, 

and the method of discharge per square mile of drainage area." This 

authority gives average monthly discharge tables on these streams from 

November 1, 1887, to October 31,1884, which shows an average discharge of 145 second-feet, or a run off of 6.8 inches in depth. The 

quantities given by both Mr. Bogue and the State engineer are estimates. 

No systematic records of rainfall or of stream gaging have ever been 

kept on this stream. The lands of the district are excellent in quality, 

being largely a disintegrated granite loam. The present method of dry 

farming, forced on the people by the lack of water, has proved to be 

unprofitable with the usual rainfall of about 6 inches.

WHITE AND DEER CREEKS.

White and Deer creeks are of the same class as Poso Creek that 

is, they are foothill streams. The valleys of both branches of the 

Kern lie between their basins and the crest of the Sierras. White 

Creek has a drainage basin of 90 square miles, and Deer Creek one of 

110 square miles. No rain gages have been established in the basin of 

these streams, and the rainfall is not known. The streams were both 

dry near the foothills on November 17,1895. White Creek did not 

have even a well-defined drainage line at the point where it was visited, 

that is on the road from Delano to Porterville. Deer Creek at a point 6 

miles south of Porterville at the crossing at the railroad has a broad, 

sandy bed 200 feet wide, and shows evidence of large floods. The run-off 

from these two basins, as well as that of Poso Creek, is estimated by 

Mr. Hall as given on page 312. This estimate is based on an assumed 

rainfall and run-off per square mile.

TULE RIVER.

This stream heads well in toward the heart of the Sierras, though it 

does not reach the highest peaks. The greatest elevations in the basin 

are at Mount Moses and Mount Maggie, which are said to be 11,000 and 

11,500 feet, respectively. The average elevation of the basin is probably 

between 4,000 and 5,000 feet. The formation is largely granitic. The 

lower hills are well covered with soil. As the higher points are reached 

the topography is much broken. The lower hills have a large growth 

of brush, and the mountains above an elevation of 4,000 feet are covered

'Physical Data and Statistics, page 410.
NEWELL.] TULE RIVER, 277

with timber. This timber is often very dense and large. Much redwood 

is found under the elevation of 7,000 feet, and several sawmills are busy 

cutting it off. The area of this basin, as given by the State engineer, 

above sec. 31, T. 21 S., E. 28 E., above Porterville, is 437 square miles.

There is no record of rainfall in this basin above the town of Porterville, where the mean is 9 inches. The precipitation on the higher 

ranges back of the valley must be very heavy. As previously stated, a 

rain gage was located during 1895 at an. elevation of 6,000 feet at the 

Mountain Home Mill. It may be supposed that there is an increase of 

precipitation with the rise in elevation at this point as in other points 

of the State.

The flow of this river has been measured and estimated by the State 

engineer between the years 1878-79 and 1883-84, as given on page 312. 

On page 410 of Physical Data and Statistics the following statement 

is made:

This stream is of the character of the Kaweah in the matter of -watershed, but 

somewhat lower in the scale. The observations were made at a point several miles 

above Porterville, but below the head of the Pioneer Canal. A number of gagiugs, 

an imperfect rod record, and other occasional observations formed the basis of calculating the flow past the station. Results thus obtained, and expanded by the 

method of drainage per square mile and corrected by the approximately known 

amounts of intake of the canal, give the data of the delivery of the river into the 

valley, as presented in the table, upon a footing considered to average well with all 

Others taken together.

The above authority gives a minimum discharge in August and September, 1879, of 26 second-feet.

Mr. E. Newman, of Porterville. who is a civil engineer and the president of the Pioneer Ditch Company, says that his minimum recorded discharge of the main Tule, excluding the South Fork, occurred on August 

8,1889, as measured at the head of the Pioneer Canal, and was 18.55 

second-feet. He estimates that at this time there was being used above 

this point in Pleasant Valley for irrigation, from several small ditches, 14 

second-feet. This,, then, would give his minimum recorded discharge of 

the main Tule as 32.55 second-feet. The discharge of the South Fork is 

not known for this date. Mr. Fewman states that the lowest stage of 

this river is in August, and that the time of highest water is as a rule 

in February. He also states that on August 6,1892, there was near the 

head of the Pioneer ditch, below the canal, 18 second-feet; in the canal, 

30; total, 48. This includes the South Fork.

The South Fork of the Tule, on August 6,1892, near the Pioneer Canal 

head works, was flowing 6 second-feet, and it is estimated that above this 

point there was being used for irrigation 9 second-feet more, or 15 second-feet in all in the South Fork. The following figures are given on 

the authority of Mr. E. Kewman.
278 PROGRESS REPORT, HYDROGRAPHY, 1395. [BULL.UO.

1894 Second-feet. 

July 12, Pioneer ditch................:..............................-...... 28

July 12, Campbell & Moreland ditch ........................................ 7

July 12, in river below canals .............................................. 7

July 12, above Pioneer ditch ............................................... 14

Total in Tule River ...................................................... 56

Second-feet. 

August 16, Pleasant Valley ditch ............................................ 5

August 16, Mount Whitney ditch........................................... 1

August 16, Wilcox ditch ................................................... 2

August 16, Pioneer ditch ................................................... 11

August 16, Campbell & Moreland ditch..................................... 6

August 16, sundry small ditches............................................ 5

Total.................................. .............................. 30

A measurement was made on November 18, 1895, at the head-works 

of the Pioneer Canal, giving the amount of water in the canal and also 

at a point a short distance below the mouth of the South Fork on the 

Tule River, this point being about 5 miles east of Porterville. The 

discharge in the Pioneer ditch was found to be approximately 32 secondfeet and in Tule Eiver below the Lead gates 28 second-feet, giving a 

total for the river, including the South Fork, of 60 second-feet.

All the water of this stream is now appropriated and little opportunity for storage exists. The water is carried in open sandy ditches 

with great loss. In one instance there is a known loss in the Pioneer 

Canal, whose capacity is 72 second-feet, of 25 per cent in 6 miles. The 

increase in irrigated area from this stream will probably come from the 

introduction of lined canals and pipes as well as from more careful 

division of the water. The great variety of opinion generally expressed

as to the duty of water is largely due to difference in care of handling.

Where water is valuable and scarce it is handled with more care, 

divided with precision, and the soil is well cultivated. Where there is 

an abundance of water such conditions as the above exist. The amount 

of water entering at the main head works being known in a general 

way, and also the extent of area irrigated, a deduction is reached that 

does not compare with the careful handling of water in other districts. 

Generally speaking, the amount of water used in irrigation per acre 

is growing less with increased experience, especially in southern California. It is found that less water arid more cultivation give a better 

result. The season of 1894 was very dry in this southern area and the 

water supply was in most instances greatly reduced, in some cases as 

much as one-half. With the assistance of the increased cultivation that 

followed, it was found that the crop of that year was the equal of any that 

had been produced. This was especially true under the Sweetwater 

system. But it should be remembered that this was in a district where 

the duty of water is already as great as 500 acres of orchard to the
NEWELL.] TULE RIVER. 279

second-foot. It is safe to predict that the present area of 10,000 acres 

that is now irrigated from the Tule will ultimately be doubled. A 

feature of the Porterville district is that it has recently been shown 

that a high grade of orange can be grown here which will mature very 

early for California. About 1,000 acres are under cultivation to this 

fruit near Portervtlle. The soil is largely a red and black adobe.

The method of water supply for Lindsay, CaL, about 6 miles north 

of Porterville, is of especial interest. The following facts are given on 

the authority of J. 0. Hutchinson, of that place: The Lindsay Land 

Company intended to get its water supply from the Kaweah Eiver, but 

complications as to right of way prevented. An investigation of the 

underground water supply revealed the fact that under a thick layer 

of tough red clay and a thin layer of blue clay at a depth of about 65 

feet from the surface of the ground a stratum of very fine white sand 

is found which varies from 2.5 feet to 6 feet in thickness. This sand at 

first does not show much water, but when it is cleaned out a little it 

carries enough water to be pumped with strong centrifugal pumps. A 

large quantity of this material may be taken out and then a good 

water supply may be had. There are two wells of this nature at the 

point above mentioned, each 72 feet deep. Two engines of 35 horsepower are used driving San Francisco Tool Company centrifugal 

pumps, one at each well, with a capacity of 140,000 gallons per day. 

The lift from water to pump is 27 feet (which is to be lessened); from 

pump to surface 29 feet, and the water is then forced 1.5 miles in a 15- 

inch pipe to a rise of 18 feet. The friction is equivalent to a rise of 8 

feet, giving a maximum duty of 82 feet lift.

The total amount irrigated from plant No. 1 in 1894 was 630 acres 

during 156 days. The orchards are 2-year-old orange trees. The area 

of the water supply is not known. The cost of irrigation is from $2.50 

to $6 per acre per annum.

Mr. Seybolt, of Lindsay, in 1895 bought in San Francisco 15 drums of 

Peruvian crude oil of 105 gallons each, 1,575 gallons in all, at a cost of 

$113.82. He used this in a vapor engine and had a residue of 350 gallons of thick lubricating oil which he sold for $70, leaving a net cost of 

fuel of $63.82. With this plant he irrigated from four wells of the same 

class as those above described, the lift being 70 feet, 115 acres of citrus 

fruit five times and 25 acres of peaches three times between May 1 and 

October 15. As the engine was automatic, he considers this the total 

cost of his irrigation. This is at the rate of 46 cents per acre.

KAWEAH RIVER.

This stream combines the characteristics of both the foothill streams 

and those from .the high mountains. Its headwaters come from the 

region of Mount Whitney, and it has many branches in the lower 

mountains. The maximum flow usually occurs in May, but flood stages
280 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL.MO.

extend from the 1st of April to the end of June, Its period of high 

water is from thirty to sixty days earlier than that of Kings and Kern 

rivers, which flow from the higher portions of the same district. As 

these floods come from the melting of the snows which fell in midWinter, and as snow melts first from the lower and warmer levels, the 

inference would be, in the absence of other observations, that the average elevation of this basin is relatively lower than that of the Kern 

and Kings.

The heart of the Sierras south of the Yosemite is little known. The 

heads of great rivers and the names of great peaks are still in dispute. 

The California State engineer gives the area of the Kaweah above a 

point in section 3, T. 18 S., E. 27 E., as 619 square miles.

The rainfall on the plains at Visalia is 8.84 inches, the elevation being 

348 feet. The precipitation at Tuohy's Eanch, in Lewis Yalley, which is 

in the foothills, is 12.39 inches. Ho rain gages have been established 

in the mountains of this basin so far as can be ascertained. The average precipitation in the basin would be probably between 30 and 35 

inches. The basin has an exposure favorable for a large rainfall. The 

State engineer makes the following statements: !

This is an important stream, but its watershed is much less elevated and snow 

covered than that of the Kings River, and its flow far less steady. It receives several 

tributaries below the point of opening of its canyon, itself divides into several channels, widely separated soon after entering upon the plain, and is tapped by a number 

of irrigation ditches. Several gaging stations were established on the Kaweah .River. 

Eeliable records were made, however, only at the station near Three Rivers. This 

point is above Lime Kiln and Horse creeks tributaries of importance at some seasons. 

The gaging and rod-record data afford a basis for an estimate of flow for all ordinary 

stages, which could be applied as for Watchumna Point, and this was corrected for 

additional drainage area tributary below, and for higher stages by the method of 

estimated discharges per square mile. The data of the table is presented therefore 

as a fair approximation to the actual water quantities entering the valley by this 

river and the creeks which enter its system in the plains.

This point of gaging, the Three Eivers, is well up in the mountains 

and is a good location for a gaging station. It will be seen that there 

is a minimum average monthly discharge given for the month of August, 

1879, of 31 second-feet. In this connection it will be well to remember 

the statement given by this authority on page 406 of Physical Data and 

Statistics (previously quoted), that " where only average volumes are 

given the records have not been full, or the mean flow has simply been 

estimated." This is the case with all the data given in the tables for 

this river.

Mr. A. G. Wishon, the superintendent of the Kaweah Irrigation and 

Power Company, states that the Kaweah has been gaged by this company at a point 100 feet above their head works, which is about 5 miles

1 Physical Data and Statistics of California. Tables and memoranda of data. Collected and compiled hy the State Engineering Department of California. Win. Ham. Hall, State Engineer, Sacramento, 1886, p. 410.
NEWEU..] KAWEAII RIVER. 281

above the Lime Kiln post-office, at a place where the bed rock comes 

near the surface of the ground and just above where the stream.spreads 

over a sandy bar, as follows;

Ig94 Second-feet.

May ..................................;,..;....;.-; a ...................... 476

June...... ..;............................................................. 423

July............................................!......................... 375

August ................................................................... 190

September ....... t ............. ............................................ 93

The method of gaging, presumably, was that generally practiced when 

meters are not at hand. In such cases surface floats are used and two 

sections laid off, one at the upper end and one at the lower end of the 

place where the measurements were made. At this point their are a 

good many large bowlders in the bed of the stream, and during the 

lower stages of the river the velocity is very slow. For these reasons 

it is difficult, if not impossible, to estimate the relation of the surface 

to the mean velocity, as has been done in gagings made with floats 

even if submerged. The results, therefore, though approximate, are 

not absolute. Probably only one or two gagings were made each 

month, and no rod readings were kept. The year 1894 is taken by 

many engineers as a minimum for the San Joaquin Valley.

On September 6.1895, during the low stage of the river, two measurements were made, by Mr. Narboe and Mr. William A. Burr, to determine the loss of water between the head works mentioned above and 

the Iron Bridge, where are located the head works of lower canals, 

and where the Power Company will return the water to the river after 

it has passed through their water wheels. The measurement was first 

made at the upper head works. Six floats were timed with a stop 

watch, one-half of them being submerged. The average velocity was 

found to be 1.12 feet per second and the area 100.2 square feet. This 

would give 112 second-feet, but the engineers above mentioned made a 

deduction of 20 per cent to get a mean velocity which would give a 

discharge of 90 second-feet for the upper head works. At a point 2,000 

feet above the Iron Bridge, at the Lime Kiln, the river was again gaged 

on the same day by the same engineers. Floats were used as before, 

and a surface velocity of 0.455 foot per second was obtained, which was 

reduced 20 per cent, thus making 0.364 foot per second as the mean. 

The area was 169.3 square feet and the discharge 61.6 second-feet, indicating a loss of 28.4 second-feet. 

These two points were visited on November 20,1895, when the river 

was still low, and gaged at both places. The measurement at the 

head-works was very unsatisfactory. The stream, out of a total width 

of 60 feet, was practically still water for 15 feet. On the south bank 

and in many other places the velocity was so slow, especially on 

the bottom, where there were many large bowlders, as to make the 

work of the meter very unsatisfactory, and the result is not considered 

of value. It is hard to see how surface floats could be accurate under
282 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140^

conditions of this nature. The volume at the head-works, as measured, 

was 69.82 second-feet. If the river is to be measured above the headworks, a more suitable place must be selected for low stages of water 

in the river. On the other hand, the measurement at the lower point 

of the iron, bridge was very satisfactory. The velocities were strong 

arid quite uniform and the section, also, was of a favorable nature. At 

this point the discharge was found to be 78.53 second-feet. The river 

was stated to be very low at that time. The discharge of the river 

from 1879 to 1882 is given on Plate LXXXI of the Twelfth Annual 

Eeport of the United States Geological Survey, Part II, Irrigation.

The waters of this stream are all appropriated, and there is much 

discussion of the -necessity of storage. Good sites are said to exist in 

the upper parts of the basin. There is one at Watchumna Hill, where 

an earthen dam with a maximum height of 56 feet, and estimated as 

containing 932,000 cubic yards of earth on slopes of 2 to 1 inside and 

3 to 1 outside, top width 16 feet, would have a storage capacity of 

14,585 acre-feet of water.

Mr. P. J. Flynn reported on an irrigation proposition for the Tulare 

irrigation district, and states that therev are twenty canals taking water 

from this river, with a total capacity of 774 feet, which is generally in 

excess of the low stages of. the river. Fortunately the high stages of 

the river occur when the principal irrigation is needed for the grains 

and early fruits. It must also be remembered that canal owners, when 

asked for the capacities of their canals, seldom underestimate them. 

It is interesting to note that the Tulare irrigation district, which has 

the Kaweah for the source of its supply, has finished its works and has 

now been operating under the Wright law successfully for a number 

of years, and is one of the few districts that have been able to finish 

their works. Along the foothills there is a strip of land about a mile 

wide, measured from the mountain, where the citrus fruits are grown 

with success.

The following statement was received from Mr. H. White, secretary 

of the St. Johns River Association:

The ditches named below are all taken from the St. Johns River, an outlet of the 

Kaweah.

Name of ditch.

C. F. Buckley. .................

Tulare irrigation district ......

Uphill.........................

Capacity.

Second-feet'.

oni

77

500 

17

39

67

30

50

40

Acres 

irrigated.

5,000

2,500

8,000 

600

1,400

3,000

2,000

4,000

2,500

The capacity of ditches is correct. The number of acres irrigated is estimated, 

but is about what has actually been irrigated. The ditches are capable of irrigating much more than this when there is plenty of water.
NEWELL.] : KINGS RIVER, CALIFORNIA. 283

KINGS RIVEK.

Kings River is one of the greater streams of the State, and draws 

its source from the highest Sierras. The area of its drainage basin is 

1,742 square miles. It ranges in elevation from 300 feet at Kingsburg to 

15,000 feet on Monnt Whitney. The topography is said to be rough and 

the canyon of this river is one of the grandest in all the Sierras.' There 

is much large timber at an elevation of from 4,000 to 5,000 feet, which 

is being rapidly taken off; the lower portions of the basin have a scattered growth of brush and oak trees. So far as known the watershed 

is well adapted to deliver a high per cent of run-off. The slope of the 

river is said to be very gradual at the mouth of the canyon. As is the 

case with other streams of this region, no record of rainfall has been 

kept in its basin. The rainfall of the plains is less than 10 inches. The 

Sanger Lumber Company is willing to keep the record of precipitation

at one of their sawmills, at an elevation of over 5,000 feet. The waters 

of this stream, as well as those of the others to the south of this point, 

are used in irrigation.

The following is a list of the canals taken from Kings Eiver for the 

purposes of irrigation, as given by Mr. John McMullin, president of the 

Fresno National Bank, the figures being approximate only, but practically correct:

Capacity in second-feet. \ 

In Fresuo County:

Enterprise Canal........................................................ 100

Kings River and Fresno Canal .......................................... 200

Fresno Canal and Irrigation Company................................... 1,000

Kingsburg and Conterville Canal Company...........................;.. 400

Fowler Switch........................................................... 500

Emigrant Ditcli Company............................................... 200

Liberty Canal Company ................................................ 100

Crescent Canal Company................................................ 60

Stimson Canal Company ................................................ 40

In Tulare County:

76 Canal Company, now Alta irrigation district ......................... 600

In Kings County:

People's Ditcli .......................................................... 300

Last Chance Ditch Company ............................................ 200

Lower Kings River Ditch Company ..................................... 250

Miscellaneous and unincorporated companies in Fresno Comity on the Laguna 

deTache ................................................................. 200

. Total.................. ............................................... 4,150

It will be noted that the figures differ somewhat from those given on 

page 80 of Bulletin No. 131, which figures were given by the secretary 

of one of the companies named therein. The actual discharge of these 

canals is not known, and it changes from year to year. Most of them 

are taken out above the Southern Pacific Eailroad crossing of the river 

near Kingsburg. The State engineer makes the following statement 

,as to the measurement of Kings Eiver on page 409 of Physical Data and 

Statistics:
284 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

This is one of the most important irrigation feeders in the State, having a high 

watershed of the best character for plentiful and well-delivered supply, largely 

Within the snow line. Many gagings liave been made of Kings River at a number 

of points between Slate Point, at its debouchment from the mountains, 5 miles 

above Centerville, and Tulare Lake, its outfall basin, about 65 miles below. The 

character of the channel of this stream at all available locations near the mountains, 

or in the canyon, has not admitted of a first-class series of observations being made 

there, without the construction of a gaging section, at an expense which the known 

resources of the Department have at no time justified. Thus at Slate Point, the 

upper station, where measurements were made and a gage rod was established, the 

flow was influenced in varying amounts by the alternate formation and washing 

away of cobblestone and gravel bars immediately below.

At the railroad bridge crossing, south of Kingsburg, a good gage-rod record has 

been kept for the entire period, and its results, with those of the gagings, have 

afforded the data for what is believed to be a fair approximation to the actual water 

quantities which passed that point. But between that station and the mountains a 

number of canals take water from the stream in volumes which at ordinary stages 

together constitute a large part of the flow. These canals have been repeatedly 

gaged and records kept, or observations made of their flow during one or more 

seasons, so that the amounts of their abstraction from the river are approximately 

known and have been applied to the data of flow at the Kingsburg Bridge in preparing the table of water quantities delivered by the river into the valley. The 

methods employed throughout have been similar to those for the San Joaquin.

KINGSBURG STATION, ON KINGS RIVER.

The United States Geological Survey made three measurement's of 

this river at the Kingsburg Bridge during 1895, and it was found that 

the stream was so influenced by the canals above and the section so 

poor that the work here was abandoned. The late summer flow of 

the river is only 500 second-feet, and the combined capacities of the 

canals, many of which are above the bridge, is 4,150 second-feet. 

This condition, together with the facts that the channel of the river is 

badly broken by numerous piers and that the current is both slow and 

oblique, was a determining factor in the abandonment of the station. 

The railroad company has kept a long series of rod readings at their 

bridge, the observers being careful, regular, and punctual in their observations. The Southern Pacific Company has freely given the United 

States Geological Survey all this information, and has thus made this 

station, as well as their other bridge stations, desirable to rate.
NEWELL.] KINGS RIVER, CALIFORNIA. 285 

Daily gage height of Kings Eiver at railroad bridge, Kingsburg, Cal., for 1891, in feet.

Day.

1..

2..

3..

4..

5..

C..

7..

8..

9..

10.

11.

12.

]3.

14.

15.

10.

17.

18.

19.

20.

21.

22.

23.

24

25.

26.

27. '28.

29.

QA OU -

31.

Jan.

3.50

3.50

3.20

3.20

3.10

3.30

3.30

3.20

3.10

3.00

2.80

2.70

2.50

2 50

2.60

2.60

2.60

2.60

2.60

2.50

5.40

2.30

2.30

2.30

2.30

2.20

2.20

2.20

2.20

2.20

2.20

Feb.

2.20

2.20

2.20

2.20

2.10

2.10

2.10

2.10

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.90

4.70

3.90

3.20

2.90

2.70

2.90

]0.20

7.20

6.60

5.20

4.70

5.00

Mar.

10.50

9.40

7.10

6.80

5.20

4.70

3.80

3.20

3.00

2.90

2.80

3.00

3.00

3.00

3.10

3.10

3.10

3.00

3.10

3.00

3.20

3.80

4.10

3.80

3.80

3.70

4.00

4.60

4.40

4.10

4.00

Apr.

3.90

4.00

4.20

4.30

4.50

4.60

4.80

5.00

7.60

4.40

4.40

4.60

4.50

4.40

4.40

4.-40

5.10

5.50

5.00

5.00

5.00

5.50

5.20

7.20

6.80

6.50

6.80

7.35

7.80

8.30

May.

8.65

9.20

9.10

9.40

9.80

10.00

9.70

9.70

8.80

9.50

9.30

9.40

9.40

9.10

8.10

7.70

8.10

9.30

9.00

9.00

9.70

9.50

7.50

7.00

7.80

8.00

8.85

9.10

9.10

8.30

8.10

June.

7.10

6.80

7.20

8.00

9.30

10.30

10.50

10.20

10.00

10.00

9.70

9.00

8.00

7.90

10.00

9.80

10.10

10.00

9.60

9.70

9.80

9.80

9.30

9.30

9.10

9.30

9.70

10.10

9.80

9.50

July.

9.50

9.40

9.10

8.90

8.20

7.90

7.90

7.00

6.60

6.70

6.50

6.30

6.30

6.20

6.10

6.50

6.60

6.20

6.20

6.10

6.10

5.60

5.50

5.40

5.40

5.40

5.60

5.60

5.60

5.30

5.20

Aug.

5.10

5.00

5.00

4.80

4.70

4.30

4.10

4.00

3.90

3.80

3.80

3.60

3.60

'3.40

3.40

3.30

3.40

3.50

3.50

3.40

3.20

3.20

3.10

3.10

3.00

3.00

3.10

3.00

3.10

3.30

3.20

Sept.

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.00

3.30

3.30

3.20

3.10

3.00

3.00

Oct.

3.00

3.00

3.00

3.00

3.00

3.30

3.30

3.20

3.20

3.10

3.10

3.00

3.00

3.20

3.20

3.20

3.20

3.20

3.20

3.10

3.10

3.00

3.00

3.00

3.00

3.00

2.90

2.90

2.80

2.80

2.80

Nov.

2.80

2.80

2.80

2.80

2.80

2.80

2.80

2.80

2.80

2.80

2.80

2.80

2.80

2 on

2.80

2.80

2.80

2.80

2.80

2.70

2.70

2.70

2.70

2.70

2.70

2.70

2.70

2.70

2.70

2.70

Dee.

2.70

2.60

2.60

2.60

2.50

2.50

2.40

2.40

2.50

2.50

2.60

2.60

2.60

?, 60

2.80

2.80

2.70

2.70

2.60

2. GO

2.00

2.60

2.00

2.50

2.50

2.50

2.50

2.70

2.80

4.10

8.00

Daily gage height of Kings Eiver at railroad bridge, Kingsburg, Cal.. for 1892, in feet.'1

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.

5.20

4.20.

3.90

3.70

3.50

3.50

4.30

4.20

4.20

3.30

3.10

3.00

3.00

3.00

2.70

2.70

2.70

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.60

2.80

2.90

Feb.

3.00

2.50

2.20

2.20

2.30

2.50

2.50

2.50

2.20

2.20

2.10

2.10

2.10

2.40

2.40

2.40

2.30

2.30

2. 30

2.40

2.70

2.80

2.60

2.50

2.45

2.30

2.25

2.30

2.40

.......

Mar.

2.50

 2.1)0

3.40

3.50

3.20

3.10

3. 00

3.10

3.10

3.30

3.70

3. 90

3.90

3.80

3.90

4.10

3.80

3. 50

3.30

3.70

3.30

3.00

2.90

3.00

2.80

2.70

2.80

2.70

2.70

2.80

5.70

Apr.

4.20

4. 50

4.20

4.60

4.10-

3.80

3.80

4.50

5.40

5.00

5.70

5.60

5.30

5.10

5.10

5.10

5.20

4.80

4.20

4.00

3.80

3.90

3.90

4.60

4.50

4.40

4.50

4. 30

4.50

4.80

May.

5.40

4.70

4.70

4.70

4.20

4.00

4.00

3.70

3.60

4.20

5.20

5.40

5.40

4.90

5.30

6.60

6.00

6.70

8.10

8.90

9.50

9.80

9.20

9.30

9.00

8.60

8.50

8.70

9.30

9.30

9.30

June.

9.60

9.60

9.10

7.80

7.70

7.50.

7.20

6.60

6.10

5.80

5.50

5.10

4.80

4.70

4.80

4.50

5. 60

6.70

7.20

7.50

7.60

7.20

6.60

6.20

5.60

5.60

5.50

6.20

6.80

0.80

July.

6.00

5.20

4.80

4.40

4.30

4.10

3.60

3.30

3.10

2.90

2.80

2.70

2.40

2.30

2.20

2.10

2.10

2.10

2.00

1.90

1.90

1.90

1.90

1.90

1.90

1.80

2.60

2.70

2.60

2

P.A 

. UU

2.10

Aug.

1.11

2.00

2.00

2.00

2.00

2.00

1.11

1.11

1.11

1.11

1.11

1.11

1.11

1.11

1.11

1.11

1.11

1.11

1.11

1.11

1.11

1.11

1.11

2.20

2.20

2.20

2.20

2.10

2.10

2 1 A 

. i\J

2.35

Sept.

2.60

2.60

2.60

2.60

2.70

2.00

2.00

2.60

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.40

2.40

2.40

2.30

2.40

2.40

2.60

2.70

Oct.

2.70

2.70

2.70

2.70

2.70

2.00

2.50

'2.50

2.50

2.70

2.70

2.70

2.00

2.50

2.50

2.50

2.40

2.50

2.50

2.00

2.60

2.00

2.50

2.50

2.50

2.50

2.20

2.30

2.30

2.40

2.40

Nov.

2.40

2.50

2. 50

2.50

2.50

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.40

2.50.

2.50

2.00

4.30

Dec.

3.80

4.10

3.90

3.70

4.00

3.30

2.10

2.80

2.70

2.60

2.60

2.60

2.50

2.50

2.40

2.40

3.40

2.40

2.30

2.30

2.30

2.30

2.30

2.30

11. 90

8.00

6.7ft

5.90.

5.40

5.00

4.80

i The daily giiga heights of Kings River at Kiugsburg I'or 1893 and 1894 are given in Bulletin 

131, page 81.
286 PROGRESS. REPORT, HYDROGRAPHY, 1895. [BDLL.UQ, 

Daily gage height of Kings River at Kingsburg, CaL, for 1S95, infect.

Day.

1..

2..

3..

4 .

5..

6..

7..

8..

9..

JO.

31.

12.

13.

14.

15.

16.

17.

18.

19.

20.

21.

22.

23.

24.

25.

26.

27.

28.

29.

30.

31.

Jaii.

5.08

5.00

4.75

4.67

10.33

6,50

6.00

5.75

5.92

5.83

5.50

5.33

5.33

5.50

6.00

5.83

6.50

7.00

7.50

6. 07

6.25

6.17

6.17

6.25

6.00

5.83

5.75

5.58

5.50

5.33

Feb.

5.25

5.25

5.25

5.25

5.17

5.17

5.08

5.08

5.08

5.50

5.25

7.00

9.17

7.00

6.50

6.17

6.08

6.00

5.92

6.00

5.92

5.83

6.17

5.92

6.17

5.83

5.75

5.58

.......

.......

Mar.

5.58

5.58

5.67

5.50

5.42

5.33

5.25

5.25

5.33

5.25

5.25

5.17

5.00

5.42

5.08

4.92

4.83

4.92

4.50

4.25

4.75.

4.25

4.25

4.08

4.25

4.50

4.50

7.25

7.83

6.33

5.92

Apr.

5.58

5.58

5.75

5.75

5.75

5.50

5.42

5.67

5.83

5.75

5.83

5.75

5. 8S

6.00

5.75

5.50

5.75

6.25

6.83

7.25

7.50

7.25

7.25

7.17

7.00

7.25

7.08

7.00

7.00

6.33

May.

6.33

8.50

7.83

7.08

7.42

8.25

8.83

9.33

9.75

9.75

9.75

10. 25

10.50

10.92

11. 25

11.42

11. 25

11.00

10.50

10. 25

10.00

9.83

9.75

9.58

9.75

9.83

9.00

8.33

7.75

7.25

7.50

Juiio.

7.17

6.83

7.17

8.25

9.17

9.75

10.00

10.00

9. 67

9.58

9.58

9.58

9.75

9.25

8.75

8.33

7.83

8.00

8.08

8.75

8.58

8.33

8.50

8.75

8.83

8.75

8.83

7.92

7.50

7.50

July.

7.25

7.08

7.08

6.75

6.42

6.33

6.33

6.33

6.50

6.50

6.33

5.92

5.83

5.75

5.50

5.50

5. 50

5.50

5.58

5.50

5.17

5.00

4.92

4.83

4.83

4.83

4.83

4.75

4.50

4.25

4.17

Aug.

4.08

4.00

4.00

4.00

4.17

4.00

4.00

3.92

3.83

3.67

3.50

3.17

3,08

3.42

3.33

3.25

3.33-

3.50

3.50

3.50

3.42

3.42

3.33

3.25

3.25

3.17

3.17

3.08

3.08

3.08

.;.....

Sept.

3.00

3.00

3.00

3.00

2.92

2.92

2.92

2.83

2.83

2.83

2.75

2.83

2.83

7.17

5.50

4.83

4.33

4.17

3.75

3.67

3.50

3.33

3.25

3.25

3.17

3.17

3.08

3.08

3.00

3.00

......

Oct.

3.17

3.08

3.08

3.58

3.67

3.67

3.67

3.42

3.42

3.42

3. 50

3.50

3.75

3.83

3.83

3.92

3.83

3.92

3.92

4.00

4.17

4.17

4.25

4.25

4.17

4.08

4.08

4.00

3.92

3.92

3.83

Nov.

3.83

3.83

3.75

3.83

3.92

3.92

3.83

3.83

3-. 83

3.83

3.75

3.67

3.33

3.25

3.25

3.25

3.17

3.17

3.17

3.17

3.17

3.17

3.08

3.08

3.08

3.00

3.08

3.17

3.17

3.25

Dec.

3.58

3.33

3.25

3.33

3.42

3 42

3.33

3.33

3.25

3.25

3.25

3.17

3.17

3.17

3.25

3.25

3.25

3.08

3.00

3.17

3.25

3.25

2.83

2.50

2.50

2.67

2.50

2.42

2.42

2.42

2.33

SUSPENSION BRIDGE AND RED MOUNTAIN STATIONS, ON KINGS RIVER.

Aii effort was made to establish a station on this river higher up in 

the foothills, rqosfc of the other bridges in the valley being like the one 

at Kingsburg. Two trips were made to Suspension Bridge, about 30 

miles above Sauger, where the flume of the Sanger Lumber Company 

crosses the river. At this point the conditions were hardly better than 

at Kingsburg, for while the river was comparatively confined and there 

were 110 canals taken out above it, in times of high water the velocities 

were so high that it was difficult to handle the meter in the water, and 

the channel was badly broken with large bowlders. The bed of the 

stream was found to be shifting very rapidly also. The station was 

abandoned on September 30, 1895, in favor of the cable station at Eed 

Mountain.

Daily gafje height of Kings River at Suspension Bridge, California, in feet.

Day.

1..........

2..........

3..........

4..........

g

6..........

7..........

10.........

11.........

19

14.........

15.........

16.........

June.

......

July.

12.8

12.8

12.6

11.6

12.1

12.2

12.3

12.2

11.8 

11.7

11.6

11.5

11.5

11.4

Aug.

10.5

10.3

10.5

10.5

10.6

10.6

10.3

10.1

10.1 "io.'o"

10.0

10.0

10.0

10.0

Sept.

9.4

9.4

9.4

9.4

9

O

9.3

9.3

9.2

9.2

9.3 

9.4

13.4

12.7

11.7

10.1

Day.

17..........

18..........

19..........

9(1

91

22.......---

23..........

24..........

25..........

26..........

27.......... 

28..........

29..........

30..........

31..........

June.

13.2

13.9

13.9 

12.9

13. 0

July.

11.0

11.0

11.0

11.0

10.8

.10.8

10.8

10.8

11.0.

10.8 

10.7

10.6

10.5

10.5

Aug.

10.0

10.0

10.0

10.0

9.9

9.9

9.8

9,6

9.6 

9.5

9.5

9.5

9.4

Sept.

10.0

10.0

9.8

9.7

9 6

9 5

9.4

9.4

9.3

9.3 

9.3

9.2
NEWELL.] KINGS RIVER, CALIFORNIA. 287

As this river is so important,, it was decided to establish a cable 

station at a more favorable gaging point and one that would be more 

accessible to the railroad. The station called Ked Mountain, on the 

lower flume, section No. 9, was established. A half-inch cable was 

stretched across the river and an inclined gage rod was placed in position. The rod was made of two 4-inch by 8-inch timbers 20 and 14 feet 

long. This was placed on the north bank of the stream at a point about 

300 feet above the cable and just below a small shanty which is on the 

flume. This is 15 miles from Sanger and can be reached from either 

side of the river. The station is 3 miles below Jarretts, 1,000 feet 

below a point where the lumber flume hugs a rocky cliff, and is to the 

southwest of a hill which is -\yell named Eed Mountain. This gage rod 

is bolted to a tree and to crosspieces loaded with rocks: the lower end 

is placed under a large bowlder.

A bench mark 18.045 feet above datum, 11 feet northwest of a sycamore tree at the upper end of the rod, is marked with a cross on the 

rock. The cable was fastened to an oak tree on the north bank and to 

a "dead man" on the south bank. It was found that by fastening a 

block and tackle to the top of an upright set on the south bank 50 feet 

from the dead man and next to the cable, notching it on the upstream 

side, and then pulling from the ground, the cable could be made as tight 

as desired. The bed of the stream is covered with bowlders ranging 

from 6 inches to 2 feet in diameter, with little sand at the surface. A 

tag wire with markers is stretched across the river just above the cable.

This station at Eed Mountain has not as yet stood the test of highwater gaging. Two gagings have been made here. Sufficient data are 

not yet obtained to form a rating table for this station at Eed Mountain, but the station will be maintained and rated. A diagram of gage 

heights from 1880 to 1891, and also a statement in reference to this 

river, maybe found on PL LXXXII and on page 320 of the Twelfth Annual 

Eeport of the United States Geological Survey.

Daily gage height of Kings liiver at Red Mountain, California, infect.

Day.

1..........

2..........

3..........

4..........

5..........

7..........

8..........

9..........

10......... 

11.........

12.........

13.........

i ^

16.........

Sept.

4.3

4.3

4.3

4.2

4.2 "4.2

4.2

4.1

4.1

4.2

6.6

8.0

5.8

Oct.

4.2

4.2

4.2

4.1

4.1

4.1

4.1

4.1

4.0

4.0 

4.0

4.0

4.0

4.0

4.0

4.0

Nov.

4.1

4.1

4.1

4.1

4.1

6.4

4.1

4.1

4.1

4.0

4.0

4.0

4.0

4.0

4.0

Doc.

4.0

4.0

4.1

4.1

4.1

4.0

4.0

4.0

4.0

""~4."6'

4.0

4.0

4.0

4.0

4.0

Day.

17..........

18..........

19..........

20..........

21..........

22..........

23..........

24..........

25..........

26.......... 

27-. .........

28..........

29..........

30..........

31..........

Sept.

5.4

4.9

4.8

4.7

4.6

4.1

4.5

4.4

4.4 

4.3

4.2

4.2

Oct.

4.1

4.1

4.3

4.4

4.5

4.5

4.5

4.4

4.3

4.3 

4.2

4.2

4.1

4.1

Nov.

4.0

4.0

3.9

3.9

3.9

4.0

3.9

3.8

3.8

3.9 

3.9

3.9

4.0

4.3

Dec.

3.8

4.0

3.9

4.0

4.5
288 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

List of discharge measurements made on Kings River at Kingsbitrg and at Suspension

Bridge, Cal.

No.

1 '2 

3

4 

5 

fi

Date.

1895.

Mar. 23

Sept. 2 

Nov. 24

Hydrographer.

J. B. Lippincott . . . 

.....do.............

.....do............. 

.....do............. 

.....do.............

Meter 

number.

24

24 

24

24 

24

Gage 

height 

(feet).

6.00

4.10 

13.20

c9. 50 

3.80 

3.25

Area of 

section 

(square 

feet).

1,985

1,273 

1,914

223 

350 

529

Mean 

velocity 

(feet per 

second).

O Q9

0.39 

5.38

2.50 

0.93 

0.69

Discharge 

(secondfeet).

a 500 

b 10, 300

6524 

248

a Measurements made at Kingsburg railroad bridge. 

b Measurements made at Suspension Bridge. 

c Height at lied Mountain, 4.32 feet.

The problem of daily variation in the streams of the San Joaquin 

Valley, no matter where they are measured, is a difficult one. Beginning early in the spring, the snow melts first on the lower foothills, the 

greatest melting, of course, being about midday. This snow, which is 

the first melted, being low on the foothills and near the plains, will 

reach a given point in the valley in a much shorter time than that 

which later in the season is melted from a greater elevation and at 

points which are more distant, consequently a given point may show a 

maximum height of river elevation in March at one time of the day, 

but in June the maximum elevation will occur at a very much later 

time of the day. Again, an unusually warm day, or a warm period of 

days, may occur at any time during the season, which will produce 

conditions of river height and variation that it is impossible to foretell, or warm rains in the mountains will exaggerate these conditions. 

Again, a river which is rising will have a higher velocity than one that 

is falling, but if stations are selected well back in the foothills, where 

the natural grades 0f the river are steep, this trouble with velocities 

will produce less effect than where stations are on the plains and the 

grades are perhaps 0.2 or 0.3 foot per mile. Observers in all cases have 

been instructed to watch the daily variation of the rivers and endeavor 

to read the rod at the time of mean daily height.

SAN JOAQUIN RIVER.

The area of the drainage basin of the San Joaquin Eiver above 

Hamptonville is given by the State engineer, whose figures as to areas 

of drainage basins have in most instances been checked by planimeter 

measurements, as 1,627 square miles. The elevation map of the United 

States Geological Survey shows this basin as ranging from below 500 

feet to above 11,000 feet above the sea. Judging from the bulletins of 

the Sierra Club of San Francisco, the drainage basins of the tributaries 

of the Upper San Joaquin are all rugged and precipitous, favorable 

alike in geological formation and exposures to a large per cent of runoff. The topographic features, however, have not as yet been mapped 

sputU of Tosemite Park, The great heights are indicated by the fact
NEWELL.] SAN JOAQUIN RIVER. 289

that Mount Lyell, which is at the head of this basin, is given as 13,042 

feet in elevation. A small canal of an unknown capacity has been 

constructed well up in the mountains from the North Fork of the San 

Joaquin to the Fresno Kiver, which changes the natural discharge of 

the stream to some extent.

No rain gages are to be found in the higher portions of this basin. 

One at Buchanan in the foothills shows a precipitation of 18.78 inches 

for the seasons 1881-82 to 1883-84. As showing the relation of rainfall 

to increased elevation the following list of observations of stations on 

the Southern Pacific Eailroad np the Sierras from Sacramento to Summit, about 150 miles north of this basin but with the same general 

exposures, is given. This data will also be of interest in the case of 

other basins of this same class.

Station. Elevation.

Feet. 

30

182

1,360

2,421

3,612

5,230

5,939

7,017

Average 

annual precipitation .

Inches.

23.33

32.55

44.01

50.77

57.41

47. 93

It will be noted that there is a uniform increase of rainfall with the 

rise in elevation until 5,000 feet is reached, when there is a slight 

decrease. The same conditions have been found elsewhere, especially 

in the Himalayas, namely, that there is a limit to the increase of precipitation due to elevation, and that above certain elevations the fall is 

less. The records as given above may follow this law. The snowfall 

is on the average 29.6cfeetat Cisco and 31.3 feet at Summit, and it may 

be that there is an unavoidable error in its measurement which would 

explain the decrease, especially if the snowfall was accompanied by 

high winds. If Alta was taken as the average for the group in elevation this would call for a mean precipitation of over 42.13 inches.

There is a general increase of rainfall as latitude increases, as has 

been clearly shown by Captain Glassford.1 Mr. Gannett, in his precipitation map of the United States, shows as great a rainfall here as in 

any other basin in the State.

This river has been gaged by the State engineers between the seasons 

of 1878-79 and 1883-84, and the locality where work was carried on was 

pronounced among their best stations. As the maximum and minimum 

monthly discharges of the river are given for each month except for 

the last two years, the daily discharge of the river has been evidently 

noted for that period.

'Irrigation and water storage in the arid regions, Fifty-first Congress, second session, House of 

Representatives, Ex. Doo. N"o. 287, page 339.

Bull. 140 19
290 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

This river is of the first class in the group, having an elevated watershed in large 

part within the snow line. The points of observation have been at Hamptonville 

(formerly Jones's store), at the edge of the valley, and the railroad crossing near 

Sycamore. Gagings and special examinations were made many times during the 

period from 1878 to 1884 at bo.th of these places. A good record of water elevations 

was kept at the railroad bridge from 1879 to 1882, inclusive, and a similar record at 

Hamptonville for one season. For the period covered by the table practically uo 

water was diverted from the stream above the lower station. The results of the 

data of that point admitted of direct application to the upper station, uo account 

being had of loss or gain in the river channel, which is known not to be large. The 

results were worked out by the method of the scale of discharge, and supplemented 

by that of drainage per square mile, as already explained, and are presented as 

worthy of full reliance for all purposes of water-supply study for the period covered. 1

The United States Geological Survey has gaged this stream at Herndon, 12 miles from Fresuo, on the railroad, at what is known as the 

Upper Crossing. The station has proven to be one of the most favorable in the State. The observer, Mr. G. G. Nelson, is interested, 

capable, and exact. The section of the stream bed has been reasonably 

permanent, and not subject to erratic change. The velocities have been 

fairly moderate, and the channel is well confined. There is no substantial irrigation from this river above the point of measurement, and 

the bridge from which the gagings are made is without piers in the 

channel.

HERNDON STATION, ON SAN JOAQUIN RIVER.

Observations of river height at this point were begun on May 1,1877, 

and have been conducted continuously since that time by the Southern 

Pacific Company. The station is described in Bulletin 131, page 81.2 

This river, as reported by the observer, has a daily variation in the 

spring and early summer, due to the melting snow. The low stage is 

about 9 a. m., and the high about 9 p. m. The reading made at 3 p. m. 

is considered to be .the average height for the day;

The station is about three-quarters of a mile north of Herndon and 

10£ miles from Fresno. The measurements of discharge are made from 

the wagon bridge, 1,200 feet upstream from the railroad bridge, to which 

the gage is attached. This gage is vertical, marked at intervals of 

1 foot. It is nailed to the center pier, the rod being on the upstream 

face, where the water is backed up or broken, into small waves. The 

initial point for soundings is on the right, or south, bank. The channel 

is straight for about 900 feet above the station and is of uniform cross 

section. It is also straight for 3,000 feet below the station, the water 

being somewhat swift. The right, or south, bank is high, with gravel 

slope. At an elevation equivalent to 13 feet on the rod this bank is 

liable to overflow into a back channel. The left, or north, bank is high

1 Physical Data and Statistics of California, collected and compiled by the State engineering department of California, Sacramento, 1886, p. 409.

^Physical Data and Statistics of California, pp. 409,449-451. Twelfth Annual Report of the United 

States Geological Survey, Part II, Irrigation, p. 321, PI. LXXXIV. Gage height of the San Joaquin 

Eiver at Herndon, Gal., 1880-81.
NEWELL.] SAN JOAQUIN RIVER. 291

and can not be overflowed until the water stands at 38 feet on the rod. 

The bed of the stream is of small gravel and sand and varies according 

to the stage of the water.

The bench mark is on the south end of the wooden trestle of the 

wagon bridge, on the west side. It consists of a cut in the post and a 

nail 0.2 foot above ground. The elevation is 24.12 feet above datum.

A graduation has been painted on the southwest iron pier of the 

wagon bridge, at a point 930 feet above the railroad bridge, to show the 

slope of the river. The water does not stand at this gage in low stages 

of the river.

The velocities of the stream were taken with a Haskell electrical 

meter, at top and bottom, and soundings were made at least every 20 

feet, and as often as every 5 feet, depending on the roughness of the 

bottom. When velocities were below 0.5 foot per second, as was the 

case in some places in the river during extreme low water, the current 

was measured with floats, and the mean velocities for these points were 

determined with the assistance of previous records at these points during higher stages of the river. The stream was gaged at this point 

seven times by the United States Geological Survey during 1895.

List of discharge measurements made on San Joaquin River at Herndon, Col.

No.

1

2 

3

4 

5 

6

7

Date.

1895.

Mar. 22

Juue 23 

Aug. 31 

Oct. 11 

Nov. 25

Hydrographer.

J. B. Lippincott . . .

.....do............. 

.....do............. 

.....do............. 

.....do.............

Meter 

number.

24

24 

24

24 

24 

Float. 

Float.

Gage 

height 

(feet).

4.00

3.85 

6.65

8.00 

3.00 

2.60 

2.55

Area of 

section 

(square 

feet).

1 1QS

1,273

2

f)Kf)

2,769 

1,005 

29 

703

Mean 

velocity 

(feet per 

second).

1.67

1.60

3 9ft

4.05 

0.68 

0.45 

0.38

Discharge 

(secondfeet).

1,995

1,938 

7 419

11, 225 

677 

332 

270

Estimated discharge of San Joaquin River at Herndon, Cal. 

[Drainage area above Hamptonville, 1,637 square mDes.]

Month.

1895.

January ..... 

February ....

July.........

August... .. 

September .. 

October... .. 

November 

December. ..

Per annum.

Discharge.

M'aximuin.

Sec. feet. 

11, 225 

8,500 

9,318 

9,863 

19, 960 

14, 565 

8,000 

2,301 

8,500 

1,260 

426 

677

19, 960

Minimum.

Sec. feet. 

1,260 

909 

1, 554 

3,854 

5,100 

7,250 

2,148 

793 

260 

260 

260 

260

260

Mean.

See. feet. 

2,881 

2,568 

2,779 

5,834 

13, 124 

10, 674 

4,528 

1,417 

1,085 

420 

362 

373

3,791

Total for 

month.

Acre-feet. 

177, 102 

142, 590 

170, 840 

316, 600 

807, 000 

599, 404 

278, 410 

87, 104 

64, 567 

25,846 

25, 562 

22, 905

2, 717, 930

Run-off.

Depth.

Inches. 

2.029 

1.634 

1.957 

3.626 

9.243 

6.866 

3.189 

.997 

.740 

.296 

.247 

.262

31. 086

Per square 

mile.

Sec. feet. 

1.760 

1.569 

1.697 

3.564 

8.017 

6.520 

2.766 

.866 

.663 

.257 

.221 

.228

2.344
292 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140. 

Bating table of San Joaquin River at Herndon, Cal., for 1895.

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.

Second-feet.

260

343

426

509

592

677

793

909

1,025

1,141

1,260

1,407

Gage 

height.

Feet.

3.70

3.80

3.90

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

Discharge.

Second-feet.

1, 554

1,701

1,848

1,995

2,301

2,607

2,958

3,354

3,750

4,200

4,650

5,100

Gage 

height.

Feet.

5.80

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

10.00

10.50

11.00

Discharge.

Second-feet.

5,550

6,000

7,250

8,500

9,863

11, 225

12, 738

14, 250

15, 825

17, 400

19, 000

20, 600

Daily gage height of San Joaquin River at Upper Crossing railroad bridge, Herndon, Cal.

for 1891, in feet.

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.

9Q&«7-

30.

31.

Jan.

2.33

2.33

2.25

2.25

2.25

2.17

2.17

2.17

2.08

2.08

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

2.00

1.92

1.92

1.92

1.92

1.83

1.83

1.83

1.83

1.83

1.83

1.83

Feb.

1.75

1.75

1.75

1.75

1.75

1.75

1.67

1.67

3.67

1.67

1.67

1.67

1.67

1.67

1.92

3.50

3.00

2.33

2.08

2.00

2.00

3.00

8.00

6.00

4.00

3.17

3.08

3.00

Mar.

3.00

7.00

3.33

4.00

3.33

3.33

3.33

3.25

3.25

3.17

3.17

3.17

3.42

3.67

3.50

3.50

3.75

3.75

3.75

3.75

3.75

3.75

3.67

3.58

3.50

3.42

3.42

3.42

3.33

3.25

3.25

April.

3.17

3.17

3.17

3.33

3.67

3.92

4.00

4.00

4.00

4.00

4.00

3.92

3.83

3.67

3.58

3.50

4.50

4.00

4.00

3.83

4.83

4.58

5.50

5.50

5.33

5.42

5.50

6.00

6.42

.6.50

May.

6.50

7.00

7.00

7.25

7.25

'7.25

7.33

7.00

7.00

6.33

6.67

6.50

6.33

6.17

6.08

6.08

6.33

6.25

6.25

 6.17

6.17

6.00

5.83

5.50

5.42

5.50

5.58

5.58

5.50

5.50

5.42

June.

5.25

5.00

 5.08

5.50

5.67

5.92

7.50

8.00

7.75

7.17

7.25

7.08

6.83

6.50

6.00

5.67

5.33

5.75

7.17

6.50

6.00

6.17

6.25

6.42

6.50

6.33

6.75

6.75

7.00

6.75

July.

6.75

6.50

6.33

6.00

5.50

5.00

5.00

4.75

4.50

4.50

4.42

4.42

4.25

4.25

4.25

4.25

4.33

4.42

4.25

4.17

4.08

4.00

3.83

3.83

3.92

3.92

3.92

4.00

4.17

4.25

3.83

Aug.

3.58

3.33

3.25

3.42

3.25

3.08

2.83

2.75

2.75

2.67

2.67

 2.58

2.58

2.83

2.83

2.75

2.67

2.67

2.58

2.58

2.50

2.50

2.50

2.33

2.42

2.42

2.42

2.50

2.50

2.50

2.50

Sept.

2.33

2.33

2.17

2.17

2.08

2.08

2.08

2.08

2.08

2.08

2.00

2.00

2.00

1.92

1.92

. 1.83

1.83

1.75

1.75

1.67

1.67

1.67

1.58

1.50

1.50

L50

1.42

1.42

1.33

1.25

Oct.

1.25

1.25

1.25

1.25

1.17

1.17

1.17

1.17

1.17

1.08

1.08

1.08

1.08

1.08

1.08

1.08

1.08

1.08

1.08

1.08

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

Nov.

1.00

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.83

0.83

0.83

0.83

0.83

0.83

0.83

0.83

0.83

0.75

0.75

0.75

0.75

0.75

0.75

0.75

0.75

0.75

0.75

0.75

Dec.

0.75

0.75

0.75

0.92

0.92

0.92

0.92

0.83

0.83

1.17

1.25

1.25

1.33

1.33

1.33

1.33

1.33

1.33

1.25

1.33

1.42

1.42

1.33

1.25

1.37

1.17

1.17

1.17

2.25

2.75

3.17
NEWELL.] SAN JOAQUIN EIVER. 293

Daily gage height of San Joaquin River at Upper Crossing railroad bridge, Herndon,

Cal., for 1S92, in feet.\

Day.

1..

2..

3..

4..

7..

5..

6..

a..

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

2.50

2.17

2.17

2 08

2.08

2.17

2.33

2.33

2.25

2.17

2.00

1.83

1.75

1.67

1.67

1.67

1.67

1.58

1.58

1.50

1.50

1.50

1.42

1.42

1.42

1.42

1.42

1.42

1.42

1.42

Feb.

1.50

1.50

1.42

1.42

1.42

1.42

1.42

1.33

1.33

1.33

1.33

1.33

1.33

1.42

1.42

1.42

1.33

1.33

1.42

2.67

2.75

2.67

2.67

2. 58

2.42

2. 33

2.08

2.00

2.00

Mar.

2.00

2.08

2.67

2.42

2.50

2.33

2.17

2.00

2.00

2.17

2. 33

2.75

2.83

2.83

2.92

3.08

3.08

3.00

2.75

3.17

3.08

2.83

2.67

2.58

2.33

2.25

2.08

2.08

2.00

9 u. 7^1 >J

3.50

Apr.

3.08

3.00

3.00

3.00

2.83

2.67

2.75

3.83

4.00

4.25

4.08

3.75

3.42

3.33

3.42

3.75

3.67

3.50

3.17

3.00

2.83

3.00

3.08

3.17

3.17

3.42

3.33

3.33

3.50

3.58

May.

3.67

3. 75

3.92

3.92

3.75

3.33

3.17

3.08

3.08

3.75

3.50

3.07

3.17

3.42

3.50

5.00

4.50

5.33

C.OO

G.50

7.00

7.67

7.00

7.50

7.58

7.00

6.83

6.50

7.00

7.83

7.50

June.

7.00

8.00

7.83

7.00

6.00

6.00

5.50

5.00

5.00

4.83

4.67

4.50

4.17

4.33

4.25

4.00

5.00

5.33

6.17

6.33

6.17

5.83

5.25

5.08

4.83

4.50

4.33

5.50

5.33

5. 1 J. 7 1

July.

5.00

5.08

4.83

4.75

4.50

4.33

3/75

3.50

3.67

3.50

3.42

3.25

3. 17

2.92

2.75

2.67

2.67

2.50

2.75

2.83

2.83

2.75

2.67

2.67

2.58

2.58

2.50

2.50

2.33

2

00 

. Oo

2.33

Aug.

2.25

2.17

2.17

2.17

2.08

2.08

2.08

2.08

2.08

2.00

2.00

2.00

2.00

1.83

1.67

1.58

1.58

1.58

1.50

1.50

1.50

1.42

1.42

1.42

1.42

1.33

1.33

1.33

1.33

1 .1. 9^1 £D

1.25

Sept.

.1.25

1.17

1.17

1.17

1 17

1.17

1.17

1.08

1.08

1.08

1.08

1.00

1.00

1.00

1.00

1.00

1.00

1.00

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.83

0.83

0.83

O Q-.J 

. Ou

Oct.

0.83

0.83

0.83

0.83

0.83

0.83

0.83

0.83

0.83

1.25

1.08

LOO

1.00

1.00

1.00

0.92

0.92

0.92

0.92

0.92

0.92

0. 83

0.83

0.83

0.83

0.83

0.83

0.83

0.92

0.92

0.92

Nov.

0.32

0.92

0.83

0.83

0.83

0.83

0.83

0.83

0.83

0.83

0.83

0.83

0.75

0.75

0.75

0.75

0.75

0.75

0.75

0.75

0.67

0.67

0.67

0.67

0.67

0.92

1.00

1.00

1.00

q KM O. OU

Dec.

5.33

4.00

3.75

4.25

3 25

2.83

2. 17

2.08

2.00

1.83

1.75

1.75

1.C7

1.67

1.67

1.67

1.58

1.50

1.50

1.42

1.42

1. 42

0.00

7.00

14.00

7.00

6.50

5.00

5.00

4.33

4.00

1 Tho daily gage height of Sau Joaquin River at Upper Crossing, Herndon, for 1893 and 1894 has been 

published iii Bulletin No. 131, page 82.

Daily gage height of San Joaquin River at Upper Crossing railroad bridge, Eerndon,

Cal., for 1895, in feet.

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 !

81.

Jan.

3. 8d

3.67

3.50

3.60

8.00

5.00

4.08

3.75

4.33

4.17

4.00

4.00

3.92

3.83

4.50

4.67

4.92

7.00

5.50

4.50

4.42

4.17

4.75

4.50

4.50

4.33

4.25

4.00

3.83

3.58

4.83

Feb.

4.33

3.83

3.67

3.51)

3.42

3.25

3.50

3.67

3.07

3.75

3.75

6.00

7.00

5.00

4.75

4.75

4.42

4.33

4.00

4.17

4.25

4.25

5.00

4.50

4.67

4.42

4.25

4.17

Mar.

4.17

4.25

4.25

4.17

4.33

4.25

4.33

4.33

4.50

4.42

4.42

4.33

4.50

4.50

4.17

4.00

4.00

4.08

4.17

3.83

4.00

3.92

3.83

3.83

3.75

4.17

4.33

7.33

6.75

5.25

5.00

Apr.

4.92

4.92

4.83

5.00

5.00

4.83

4.92

5.17

5.33

5.08

5.42

5.33

5.50

5.83

5.67

5.33

5.50

6.08

6.42

7.00

7.50

7.33

7.00

7.00

6.75

7.00

6.83

6.67

6.58

6.00

.......

May.

5.67

8.00

7.25

6.75

6.83

7.00

8.00

8.50

9.00

9.00

8.83

9.33

9.50

9.67

10.33

10.83

10.33

10.17

10.00

9.75

9.17

9.00

9.00

8.83

9.00

9.00

8.33

7.83

7.17

7.00

6.92

June.

6.50

6.50

6.67

7.33

8.25

8.67

9.08

9.00

8.50

8.50

8.50

8.50

8.75

8.75

8.00

7.50

7.25

7.00

7.17

7.25

7.42

7.42

7.75

8.00

7.50

7.58

8.00

7.67

7.17

6.92

July.

6.83

6.50

6.50

6.42

5.92

5.67

5.83

6.00

6.00

6.17

6.00

5.67

5.25

5.25

5.17

5.17

5.25

5.17

4.92

4.83

5.00

4.83

4.75

4.67

4.58

4.50

4.50

4.42

4.42

4.25

4.08

Aug.

4.17

3.92

3.92

3.83

4.25

4.25

4.08

4.08

4.00

3.92

3.75

3.58

3.83

3.67

3.42

3.58

3.50

3.42

3.33

3.25

3.33

3.17

3.33

3. 25

3.33

3.17

3.25

3.17

3 OF: . £i<J

3.25

3.08

Sept.

3.00

3.08

3.08

3.08

3.00

3.00

2.83

2.75

2.67

2.50

2.50

2.50

2.83

7.00

4.83

4.00

4.00

3.75

3.58

3.50

3.33

3.25

3.00

2.83

2.75

2.75

2.67

2.58

2

RQ 

. do

2.50

Oct.

2.50

2.50

2.50

2.50

2.50

2.58

2.58

2.58

2.58

2.58

2.58

2.58

2.58

2.50

2.50

2.50

2.50

2.50

2.50

2.67

3.00

3.50

3.42

3.33

3. 33

3.17

2.83

2.67

2.67

2.58

2.50

Nov.

2.50

2.50

2.50

2.50

2.67

2.67

2.58

2.58

2.58

2.67

2.75

2.75

2.75

2.75

2.67

2.07

2.67

2.67

2.58

2.58

2.58

2.58

2.58

2.58

2.50

2.50

2.50

2.67

2.67

2.67

.......

Dec.

2.83

2. 83 

2.67

2.58

2.58

2.58

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.75

3.00

2.92

2.83

2.83

2.75

2.75

2.75

9 £. fi7U/

2.67

2.58
294 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

No extensive irrigation is dependent on this river. Works have been 

built, but have been washed out, and have not yet been reestablished. 

An extensive power plant is now well under construction on the upper 

waters of the stream. It includes a plan for the storage of flood waters. 

This power will be largely taken to Fresno.

FKESNO RIVER.

This stream is one of those that may be classed between those that 

flow from the high mountains with their perpetual snow and those of 

the foothills, whose periods of flood depend upon the rain alone. The 

area of the basin is 272 square miles. On November 6,1895, when the 

stream was visited, at a point about 2 miles above Madera, at the headworks of the Crocker-Huffman Canal, it was practically dry. It is 

usual for the stream to dry up at this point in June and remain dry 

until the fall rains. This is the place where it was gaged by the State 

engineer. There is about 10 miles of sandy bed between this point 

and the place where the river leaves bed rock in the canyon.

The Madera Canal and Irrigation Company makes a diversion from 

the river at Dennis, where the bed rock is near the surface. This 

canal returns water into the old slough, and thence it is brought to a 

second point of diversion, to the point mentioned above, 2 miles from 

Madera. Attempts were made to divert the river entirely at first, in 

new canals, but the ground was so sandy and porous that they would 

not carry the water, and use had to be made of one of the old delta 

channels which had become silted up and which were, as is often the 

case, on the higher ground. A canal well up in the mountains is taken 

from one of the tributaries of the Merced River called Big Creek and 

another from the North Fork of the San Joaquin, both of which are 

perennial streams, and they discharge continually into the Fresno 

Eiver. This, of course, increases the flow of the river to the extent of 

the delivery by the canals.

The State engineers gaged this stream at the second diversion point, 

which is 2 miles above Madera. This point in winter would probably 

show fair results, but it would not do so in summer. The following is 

taken from Physical Data and Statistics, page 409:

This stream is one of the largest creeks or smallest rivers whose flow has been 

observed. Its drainage basin is similar to those of the three creeks mentioned last 

above (Bear, Mariposa, and Chowchilla creeks), whose watersheds do not extend 

back to the region of perennial snows. The point of observation was at the head of 

the Fresno River Canal and Irrigation Company's canal, about 3 miles above the 

railroad crossing near Minturn. The actual record of water fluctuations was for one 

season only. The figures in the table are, hence, largely estimated discharges from 

the drainage area, based on the results of one year's observations and checked by 

occasional observations through the remainder of the period. The results apply to 

the stream as it enters the valley part of its course.
NEWELL.] CHOWCHILLA, MARIPOSA AND OTHER CREEKS. 295

Between 10,000 and 15,000 acres are under irrigation from this river. 

This area is largely in fruits and vines. A storage system is in contemplation for this stream, which will greatly add to its utility as an irrigation supply.

CHOWCHILLA CHEEK.

This stream may well be classed in the same group as Fresno Creek. 

Its area above section 1, T. 9 8., R. 18 E., as given by the State engineer, is 268 miles. The rainfall at Buchanan, where the creek leaves 

the mountains, and where the stream was gaged by the State engineer 

for the seasons 1878-79 to 1881-82, was 18.78 inches. These years were 

rather above the average of'precipitation at the other stations. There 

are no rain gages located in the higher portions of the basin. The 

creek is one of the winter storm-class. The period of flow begins with 

the storms and ends with the early summer.

Eod readings were kept by the State engineer for two years, and the 

estimates for the flow for four more were kept. The observer, Mr. L. O. 

Sharp, of Madera, says that the engineers visited this station three 

times in the two years, and that he, the observer, kept a record of gage 

heights, as well as one of velocities. The following statement is made 

by the State engineer as to the discharge of this stream:

The station of observation was at a point near Buchanan, where a rod record was 

kept for portions of the period. The flow of this stream was especially characterized by sudden short freshets, of which not nearly all have been reported. A scale 

of discharge was estimated from the channel dimensions and slopes, which, with the 

data above named, forms the basis of the tabulated results.

At present one ditch is taken out of this stream at Buchanan and 

one at Minturn. Large storage works are in contemplation.

MAKIPOSA AND OTHER CREEKS.

A number of small foothill streams intervene between the Fresno 

and Merced rivers. They are all subject to sudden floods after rains, 

and their discharge does not extend well into the summer. They are 

Mariposa Creek, drainage area 122 square miles; Owens Creek, area 30 

square miles; and Bear Creek, area 166 square miles. When visited in 

November, 1895, at the crossing of the Millerton road Owens Creek was 

flowing about 1 second-foot and Bear Creek had some water standing 

in holes, but little, if any, flowing; Mariposa Creek was dry.

The California State engineer, in Physical Data and Statistics, makes 

the following statements in reference to Mariposa Creek and Bear 

Creek:

These are small streams whose watersheds do not extend back to the regions of 

perennial snows. Their flow is characterized by sudden rises after heavy rains, and 

periods of low flow intervening. Scales of discharges for these streams were based 

on cross-sectional dimensions and slopes of channel ways. For several seasons gagerod records afforded definite data of water stages in them. Actual discharges 

per square mile of drainage area, calculated from these data, together with ratios
296 PROGRESS REPORTj HYDROGRAPHY, 1895. [BULL. 140.

obtained by comparison of such results with those similar for other adjacent streams, 

form the basis for approximations of water quantities during the time when gage 

records were not kept.

MERCED RIVER.

This stream extends well into the Sierras, though not having as high 

an average elevation as some others. It flows from the famous Yosernite 

Valley. The topographic maps show the basin to be rough, especially 

in the canyon portions. The area of the basin above Merced Falls is 

1,076 square miles. The exposure of the basin is favorable to a high 

per cent of rainfall and run-off. This stream has been gaged at Merced 

Falls and at Livingston.

This river has not been rated during the year 1895 by the United 

States Geological Survey. It was visited and gaged at Merced Falls 

on November 27,1895. The bed of the stream at this point is largely 

small gravel, with some shifting sand. The channel is well confined, 

but broken by the central pier of the bridge. The river was at the low 

summer stage when it was visited and the velocity at the bridge was 

too slow for the meter.

The mean velocity where measured, 16 miles from Merced and at the 

point where rods had been read for several years, was 3.02 feet per 

second; maximum velocity, 3.74 feet per second; total area, 41 square 

feet, and discharge, 125 second-feet.

A dam three-fourths of a mile below the bridge and about 8 feet high 

has a number of gates in it which check the velocity at the bridge when 

the gates were closed, but not when they were open. This would prevent the establishment of a rod at the bridge, as different volumes might 

be passing for the same height of rod. Suitable stations could probably be established a short distance above. No substantial diversion 

occurs above this point. The Crocker-Huffman Canal diverts water, 

from the Merced Eiver about 3 miles below the falls. It was stated 

by the Crocker-Huffman Company that there are 40,000 acres subject 

to irrigation from their system in the immediate neighborhood of Merced. On November 27,1895, at a point 100 yards above the bridge 

there was flowing 125 second-feet, and the river was said to be then at 

the low summer stage.

The State engineer makes the following report in reference to this 

river:

This is a river having a high mountain watershed, but not so great in proportion 

to its whole basin as have the Tuolumne and San Joaquin. The results in the table 

apply to the station at Merced Falls, a point in the valley but above all diversions 

by irrigation canals. Gagings have been made at this station and also at McSwain's 

Ferry and the railroad bridge near Livingston (Cressy). Rod records were kept for 

part of the periods at McSwain's Ferry and at the railroad bridge, and occasional 

observations were made at other times. From these data actual water quantities 

were calculated for much of the period, and such results have been supplemented by 

the method of drainage per square mile per area of basin, as elsewhere explained. 

These results have been corrected for quantities diverted by canals, and so the tabulated data relate to the amount of water brought into the valley.
NEWELL,] TUOLUMNE RIVEE. 297

Construction is now in progress on an electric-power plant at Merced 

Falls. The diversion dam at this point is. a wooden apron set on an 

inclination of about 1£ to 1, and supported by posts which are merely 

set on the bed of the stream. This dam has stood for a number of 

years. The structure winds about to get on the most favorable bottom 

possible.

TUOLUMNE RIVER.

This is one of the most important streams in the valley. It flows 

from the crest of the Sierras, Castle Peak being 12,500 feet high. 

Above a point called Roberts Ferry the drainage area is 1,501 square 

miles, and above Modesto the area is 1,635 square miles. The basin is 

extremely rough, and the formation is to a large extent granite. Mr. 

K. M. Price, in the Sierra Club Bulletin, describes a trip through the 

Tuolnnme Canyon, from which the following extracts are made:

Almost immediately below where Conness Creek enters the Tuolunme River are 

the White Cascades, marvels of beauty, where the river spreads out over a large surface of glacier-polished rock, inclined at an angle of 25°. Opposite these cascades 

there is on the north wall a dome of great height; helow there is a small meadow 

and a grove of aspens and tamarack pines. From Couness Creek to Return Creek, a 

distance of 4 or 5 miles, the river drops very rapidly, and the scenery becomes more 

rugged and inspiring in the magnificent cascades and in the lofty cliffs and domes. 

The walla and domes here are at least 2,000 feet high, and one dome in particular, a 

grand structure on the north wall, can not he less than 2,500 feet above the river. 

This dome has a noticeable scar on its southern face, where a huge block of granite 

has been shaken from place by some post-Glacial earthquake. Near here, on the 

south wall, there are three domes so like one another in appearance that they might 

be called the Three Brothers. From this point a magnificent and imposing view of 

the cascade is obtained. The water dashes 600 or 700 feet down a surface inclined at 

an angle of 50° or 55°, a mass of foam and spray. At intervals the formation of 

the bed rock is such that the water is thrown out in columns 15 to 20 feet high, 

and in huge water-wheels of fantastic forms. Words utterly fail to describe the sublimity of this part of the canyon. Looking east from a point beyond the gorge 

there is a perfect amphitheater, through whose perpendicular walls there appears 

no way for the river to enter. On the sides the walls rise to such heights that the 

walls of the Yosemite seem low in comparison. The tall conifers on the summits are 

scarcely noticeable.

No rain gages have been observed on in the upper portions of this 

basin, but the records and the accompanying data, given previously, of 

the precipitation along the railroad line over the Sierras east of Sacramento will also apply here. The mean rainfall, as determined by fifteen 

years' record at Lagrange, 1869-1884, is 15.68 inches, and at Modesto, 

for the same period, it is 9.58 inches.

The State engineering department devoted considerable time to this 

stream at the Southern Pacific Eailroad crossing near Modesto between 

the seasons 1878-79 and 1883-84. Monthly maximum, minimum, and 

mean discharge is given by this authority for all these years, save the 

last two, which indicates that the observations were made daily and 

account taken of the flow.
298 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

MODKSTO STATION, ON TUOLUMNE RIVER.

As in the case of Kings River, three gaging stations have been tried 

by the United States Geological Survey on this river in an effort to 

obtain a station without serious defect. The first point to attract attention was at the Southern Pacific Eailroad bridge, south of Modesto. 

This station was easily accessible, convenient, arid had a long record 

of rod readings. It was found that the velocity at this point was 

influenced by the height of the San Joaquin, into which the Tuolumne 

flows at a point 12 miles below. The normal elevation of the surface 

of the San Joaquin is said 'to be only 2 feet less than the elevation of 

the Tuolumue at Modesto. When local storms occur, therefore, in the 

basin of the Tuolumne, and not in that of the San Joaquin, a discharge 

will occur in excess of the normal indications of the rating curve, due 

to the increased slope of the river.

On May 1, 1895, the river was gaged, the rod reading 10.25, the discharge being 6,078 second-feet. On May 2 the river was again gaged at 

this same station with the water at 12.9 on the rod, and the discharge 

was found to be 13,546 second-feet. On May 1 and 2 there were local 

storms east of Modesto which produced these results.

The gage rod at the railroad bridge is set on the central pier and is 

referenced to the railroad track immediately above it, the distance from 

0.0 of the rod to the top of the rail being 46.05 feet. The observer, Mr. 

J. T. Reed (post-office, Modesto), lives at this bridge. His observations 

are taken daily at 3 p. m. at approximately the time of mean height. 

This river has a daily variation due to the fact that more snow is melted 

during the day than during the night. The channel of the river at this 

point is uniform for a considerable distance above and below the bridge. 

The section and velocity are measured at the wagon bridge west of the 

railroad bridge. Levels were taken showing the section for a rise of 

about 24 feet on the present rod.

Eating table for Tuolumne Ewer at Modesto, Cal., for 1895.

Gage 

height.

Feet.

3.00

3.50

4.00

4.50

5.00

5.50

0.00

6.50

7.00

7.50

8.00

8.50

Discharge.

Second-feet.

170

225

300

550

850

1,170

1,550

1,950

2,400

2,875

3,350

3,925

Gage 

height.

Feet.

9.00

9.50

10.00

10.50

11.00

12.00

13.00

14.00

15. 00

16.00

17.00

18.00

Discharge.

Second-feet.

4,500

5,120

5,740

6,335

6,930

8,125

9, 375

10, 650

12, 000

13, 350

14, 700

16, 000
NEWELL.] TUOLUMNE RIVER. 299 

Daily gage height of Tuolumne Eiver at Modesto, Cal., for 1891, in feet.

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.

5.25

4.75

4.67

4.92

4.83

6.58

5.75

4.92

4.67

4.50

4.50

4.42

4.42

4.42

4.25

4 25

4.17

4.17

4.37

4.17

4.17

4.17

4.17

4.33

4.25

4.25

4.25

4.25

4.17

4.08

4.08

Feb.

4.17

4.25

4.17

4.17

4.17

4.25

4.33

4.17

4.08

4.08

4.08

4.08

4.00

4.00

4.00

6.58

8.17

5.50

5.08

4.92

4.83

5.42

a!8.25

13.50

9.83

7.92

7.00

8.00

.......

Mar.

17.75

22.25

20.50

16. V7

10.50

8.75

8.00

7.42

7.17

6.67

8.00

8.08

8.25,

8.17

8.00

8.08

8.00

7.83

7.67

7.25

7.17

7.67

8.17

7.58

7.42

7.50

7.42

7.83

7.42

6.92

6.83

Apr.

6.75

6.42

6.75

6.92

7.83

7.67

8.33

8.00

7.50

7.42

7.50

7.58

7.25

7.42

7.67

7.25

9.50

8.00

8.33

8.83

8.75

9.17

9.50

10.92

11.17

10.08

9.33

10. 33

10.92

11.75

May.

12.00

12.17

13.83

11.92

14.08

14. 17'

14.23

14.58

13.17

12.67

11.75

12.17

13.42

13.50

12.50

11.33

12.25

14. 08

13.50

13.17

14.58

12.75

11.67

11.33

11.17

11.75

13.50

13.00

12.08

11.58

10.58

June.

9.58

9.50

9.50

9.17

10.00

11.83

13.42

15.83

15.50

14.42

14.00

14.00

12.83

11.33

10. 50

11.33

11.58

13.17

14.08

13. 33

12.08

11. 33

11.75

11.33

11.50

12.33

11.75

11.58

12.08

13.58

July.

33.83

14.08

12.67

12.33

11.33

10.67

9.83

9.67

8.92

8.33

8.17

7.92

7.75

7.92

7.83

8.08

8.42

8.25

7.83

7.58

7.42

6.92

G.83

6.67

6.58

6.67

6.58

6.42

6.33

6.25

5.92

Aug.

5.67

5.42

5.25

5.08

4.83

4.75

4.67

4.50

4.33

4.17

4.08

4.00

3.92

3.83

3.75

3.67

3.50

3.42

3.25

3.08

3.25

3.08

2.92

2.83

2.75

2.75

2.83

2.75

2.67

2.58

2.67

Sopt.

2.58

2.67

2.58

2.50

2.42

2.33

2.33

2.25

2.33

2.33

2.25

2.25

2.33

2.42

2.42

2.33

2.33

2.25

2.33

2.33

2,25

2.33

2.33

2.33

2.25

2.25

2.25

2.25

2.25

2.17

Oct.

2.17

2.17

2.17

2.08

2.17

2.08

2.08

2.08

2.08

2.08

2.08

2.08

2.00

2.00

2.00

2.00

2.00

2.00

2.00

1,92

1.92

1.92

1.92

1.92

1.92

1.92

1.92

1.92

1.92

1.92

1.92

Nov.

1.92

1.92

1.92

1.92

1.92

1.92

1.92

1.92

1.92

1.92

1.92

1,92

1,92

1.92

1.92

1,92

1.92

1.92

1.92

1.92

1.92

1.92

.1, 92

1.92

2.00

2.00

2.00

2.00

2.00

2.00

Doc.

2.42

2.67

2.50

2.42

2.42

2.33

2.33

2.07

2.67

2.67

2.42

2.42

2.07

2.50

2.42

2.42

2.42

2.50

2.50

2.67

2.67

2.67

2.67

2.67

2.67

3.50

3.50

4.50

5.50

9.00

5.00

a Fourteen hours' rain. 

Daily gage height of Tuolumne River at Modesto, Cal,, for 1892, in feet. 1

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.

Of\ uu .

31.

Jan.

5.50

5.00

4.67

4.33

4.17

4.08

4.50

4.67

4.67

4.58

4.50

4.33

4.08

2.92

3.83

3.83

3.75

3.75

3.67

3.58

3.50

3.50

3.42

3.33

3.33

3.25

4.75

4.42

4.25

4.17

4.08

Feb.

4.50

4.50

4.42

4.17

4.75

5.00

4.50

4.42

4.17

4.17

4.08

4.00

4.33

4.42

4.42

4.58

4.67

4.83

4.92

9.00

7.58

6.67

5.92

5.58

5.42

5.58

5.67

5.50

5.58

Mar.

5.33

5.92

5.58

5.50

5.33

5.50

5.42

4.92

5.33

5.83

6.08

6.33

6.42

6.67

6.75

8.08

6.67

6.50

8.58

9.92

6.75

6.83

6.33

6.17

5.50

6.42

6.00

6.50

6.67

10.33

11.50

Apr.

7.50

7.67

9.75

7.67

7.00

6.50

6.58

6.67

6.67

8.25

9.17

8.50

7.83

7.17

7.25

8.83

9.00

7.33

7.00

6.67

6.58

6.75

7.08

7.00

7.33

7.83

7.17

7.08

7.33

7.25

May.

9.50

8.33

8.42

8.58

8.33

7.58

11.17

8.58

7.75

8.33

12.67

12.83

10.67

9.17

9.00

12.50

10.42

11.00

13.50

14.50

16.08

17.58

16.33

16.83

16.17

16.25

15. 92

17.58

16.50

17.25

17.08

June.

16.58

17.08

16.67

15.75

14.08

13.00

13.50

12.33

11.33

10.42

9.58

9.17

9.25

10.00

9.33

9.58

11.17

13.17

14.50

15.75

15.83

15.92

14.83

13.25

12.33

11.83

11.67

11.75

13. 50

13.50

July.

12.33

11.50

10.25

10.08

10.08

9.67

9.17

8.83

8.50

8.25

7.83

7.50

7.25

6.83

6.50

6.33

6.17

5.92

6.00

5.58

5.33

5.50

5.25

5.17

5.25

5.42

5.00

4.75

4.50

4.25

3.92

Aug.

5.00

4.67

4.58

4.42

4.42

4.42

4.33

4.08

4.00

3.83

3.67

3.42

3.25

3.08

3.00

3.00

2.92

3.00

3.08

3.25

'2.92

2.50

2.33

2.17

2.00

2.00

1.92

1.92

1.92

1.83

1.83

Sept.

1.83

1,83

1.83

1.75

1.75

1.75

1.75

1.75

1.67

1.67

1.67

1.67

1.67

1.67

1.58

1.58

1.58

l.N58

1.58

1. 50

1.50

1.50

.1, 50

1.50

1.50

1.50

1.50

1.42

1.42

1.42

Oct.

1.42

1.42

1.42

1.42

1.42

1.42

1. 42

1.42

1.42

1.42

1.42

1.50

1.58

1.67

1.58

1.58

1.58

1,58

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.50

1.58

1.58

Nov.

1.67

1.67

1.75

1.75

1.75

1.67

1.58

1.58

1.50

1.50

1.42

1.42

1.42

1.42

1.42

1. 33

1.33

1.33

1.50

 1.42

1.42

1.42

1, 42

1.58

1.67

1.67

1.75

1.83

3.50

U QO  Oi)

Dec.

18.58

10.50

7.67

12.42

8.17

7.25

6.17

5.42

5.08

4.83

4.25

4.08

3.92

3.75

3.67

3.58

3.50

3.33

3.33

3.08

3.25

3.17

3.25

11.75

24.83

19.50

16.58

13. 67

10.92

9. 50

&.15

1 The daily gage heights of Tuolumne River at Modesto for 1893 and 1894 have been printed in Bulletin No. 131, page 85.
300 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140. 

Daily gage height of Tuolumne River at Modesto, CaL, for 1895, in feet.

Day.

]..

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.

6.17

5.92

5.92

5.83

18.92

12.75

8.67

7.50

10.08

8.83

7.75

7.42

6.92

9.08

8.17

10.50

13.58

16.50

15.33

10.75

8.67

8.50

12.58

8.75

7.67

6.92

6.92

6.50

6.25

6.00

5.83

Feb.

5.67

5.75

5.75

5.75

5.83

5.75

5.67

5.67

5.92

6.00

0.17

18.42

20.75

13.42

9.33

8.50

8.00

7.50

7.25

7.33

7.58

7.67

8.75

8.50

8.67

8.33

7.67

7.42

Mar.

7.50

7.75

7.83

7.50

7.33

7.50

7.67

7.58

7.75

7.83

8.00

7.83

7.50

7.33

7.00

6.50

6.50

6.25

6.17

6.25

6.33

6.17

6.83

6.67

6.75

6.92

7.33

12.17

14.08

10.67

8.33

Apr.

8.33

8.08

9.17

8.67

8.42

8.00

7.92

8.50

8.00

8.42

8.58

8.83

9.00

10.08

9.50

8.67

9.50

10.17

10.75

11.50

12.08

12.50

12.17

12.25

11.67

12.17

12. 08

13.50

12. 42

10.33

May.

10.33

15.00

13.17

11.50

11.08

13.33

14.83

15.08

15.83

15.17

14.50

15.08

16.75

17.33

17.42

17.83

17.92

18.00

17.75

17.58

16.17

15. 33

14.42

13.75

13.83

14. 08

16.50

14.83

12.50

11.50

10.83

June.

10.50

9.92

10.08

11.58

13.33

14.08

15.08

15.42

14.50

13.83

13.17

13.88

14.75

14.50

13.42

12.33

11.50

10.83

11.25

11.58

12.17

13.25

12.83

14.17

13.83

13.42

12.75

12.67

12.17

11.67

July.

10.83

10. 50

10.50

10.33

9.67

9.33

9.33

9.50

9.83

9.92

9.33

9.08

8.67

8.58

8.42

8.42

8.33

8.17

7.67

7.33

7.33

7.42

7.17

7.08

6.83

6.67

6.58

6.33

6.25

6.08

6.00

Aug.

6.00

5.92

5.75

5.58

5.50

5.50

5.50

5.42

5.42

5.33

5.33

5.25"

5.25

5.17

5.08

4.92

4.92

4.83

4.83

4.75

4.75

4.67

4.58

4.50

4.42

4.33

4.25

4.08

4.00

3.92

3.92

Sept.

a 3. 83

3.83

3.75

3.67

3.67

3.58

3.58

3.50

3.42

3.33

3.33

3.50

9/92

6.58

6.17

5.50

5.33

4.92

4.42

4.08

3.92

3.83

3.75

3.67

3.58

3.50

3.50

3.42

3.42

3.33

Oct.

a 3. 33

3.25

3.25

3.17

3.17

3.17

3.17

3.17

3.17

2.17

2.17

2.17

2.17

2.17

2.17

2.17

2.17

2.17

2.17

2.17

2.17

2.17

. 2. 17

2.17

2.17

2.17

2.17

2.17

2.17

2.17

2.17

Nov.

a 3. 17

3.50

3.42

3.42

3.42

3.50

3.50

3.58

3.58

3.58

3.67

3.67

3.58

3.58

3.42

3.50

3.42

3.42

3.42

3.50

3.42

3.33

3.33

3.33

3.25

3.25

3.33

3.33

3.50

3.67

Dec.

3.50

3.67

3.07

3.50

3.58

3.67

3.58

3.58

3.50

3.58

3.50

3.42

3.42

3.25

3.08

3.67

3.75

3.75

3.75

3.83

3.92

4.75

4.33

4.17

4.00

3.92

4.08

4.17

3.92

3.83

3.75

a Heights for September, October, and November of doubtful value, as the water fell below bottom 

of rod.

Some confusion has arisen in the reading of the gages at the Modesto 

railroad bridge, owing to the fact that the new gage, established in 1889, 

read 1 foot higher than the rod previously used. This matter is referred 

to in Bulletin No. 131, page 84. The new gage does not extend below 

4 feet, but where the old gage stood there are marks by which readings have been made by the observer acquainted with these. The 

old gage extends down to a platform, the first figure on the gage being 

3 feet. Readings below 4 feet on the new gage and 3 feet on the old 

were made by going in a boat under the bridge and observing the old 

marks, measuring up from the surface of the water to the top of the 

platform to obtain the reading according to the old gage and adding 1 

foot to correspond with the new; all reports since 1890 referring to the 

new gage.

The bridge at this point was built in 1869, this being believed to be 

the driest season known. The piles were sawed off at the surface of 

the water, and the river when at its lowest was 14 inches below the top 

of these, or 3 feet 2 inches below the top of the platform. Two years 

later the water fell to a point 3 feet below the platform. About three 

years after the bridge was built a standard gage was placed on the 

bridge, sawed off at the bottom of the figure 3. The lower portion, 

from 0 to 3 feet, was placed on the pile cap, and the upper portion, reading from 3 to 30 feet, was placed on the pier. From 1873 to 1889 all rod 

readings were made from this gage. After the bridge was renewed the 

new gage was erected. The highest water known stood 29.13 feet on
NEWELL.] TUOLUMNE RIVER. 301

the old gage, and the next highest water, that of December 25,1892, 

read 24.83 feet on the new gage.

List of discharge measurements made on Tuolumne River at Modesto and Lagrange, Cal.

No.

1

2 

3 

4

5

fi

7

8

9

10

11

Date.

1895.

Mar. 21 

May 1

Aug. 27

A net 90

Oct. 8

Nov. 30

Hydrographer.

J. B. Lippincott. . . 

.....do............. 

.....do.............

.....do.............

.....do.............

.....do...... ......

.....do.............

.....do.............

.....do.............

.....do.............

Meter 

number.

24

24 

24 

24

24

Floats.

24

24

24

Float.

Gage 

heignt 

(feet).

7.70

6.90 

10.25 

12.90

400

4.40

5.'80

4.05

4.20

3.42

Area of 

section 

(square 

feet).

1,435

1,378 

2,395 

3,148

3,090

719

GO

757

191

497

Mean 

velocity 

(feet per 

second).

2.10

1.76 

2.55 

4.37

0.41

2.41

60. 68

60.39

Discharge 

(secondfeet).

3,003

2,429 

6,078 

13, 546

9,308

294

a 299

a 1,824

110

213

a Measurements at Lagrange bridge.

6 Velocities too low to obtain accurate results.

c Computation based on length of time required to fill reservoir.

Estimated discharge of Tuolumne River at Modesto, Cal. 

[Drainage area, 1,501 square miles at foothills.]

Month.

1895.

January ..... 

February....

August ..... 

September a 

October a ... 

November a. 

December. . .

Per annum .

Discharge.

Maximum.

Sec. feet. 

16, 130 

19, 650 

10, 785 

10, 012 

16, 000 

12, 530 

6,692 

1,550 

5,616 

200 

500 

730

19,650

Minimum.

Sec. feet. 

1,398 

1,322 

1,710 

3,255 

6,097 

5,616 

1,550 

285 

200 

120 

210 

180

120

Mean.

Sec. feet. 

4,828 

3,915 

3,165 

5,824 

11, 798 

9,163 

3,831 

848 

615 

152 

255 

283

' 3,719

Total for 

month.

Acre-feet. 

296, 900 

217, 430 

194, 610 

346, 570 

725, 400 

545, 110 

235, 540 

52, 125 

36, 600 

9,346 

14, 985 

17, 405

2, 692, 021

Eun-off.

Depth.

Inches. 

3.700 

2.720 

2.430 

4.330 

9.065 

6.815 

2.944 

.652 

.457 

.117 

.187 

.217

33. 634

Per square 

mile.

Sec. feet. 

3.220 

2.610 

2.110 

3.880 

7.870 

6.110 

2.554 

.565 

.410 

.101 

.170 

.189

2.45

a Water below bottom of rod. Quantities are approximated. 

LAGRANGE STATION, ON TUOLUMNE RIVER.

Because of the variation at Modesto a new station was established at 

the Lagrange bridge. The river at this point is fairly uniform in section 

and the channel is straight for a considerable distance. The rod is set on 

the north side of the river, between two iron piers, and so placed as to 

be read from the central portions of the bridge. The bench mark is on 

the fifth bent, south of the south iron pier, on the west side, on a nail, 

and is marked M by a cut in the post. It is 15.31 feet above the zero 

of the rod. It is found that the channel of the river at this point is 

influenced by the sediment from extensive river mining which is practiced just above.
302 PEOGEESS EEPOET, HYDROGEAPHY, 1895. [BULL. 140. 

Eating table of Tuolumne River at Lagrange bridge, Cal., for 1895,

Gage 

height.

Feet.

3.80

4.00

4 20

4.40

4.60

4.80

Discharge.

Second-feet.

61

95

129

299

439

606

Gage 

heignt.

Feet.

5.00

5.50

6.00

6.50

7.00.

Discharge.

Second-feet.

800

1,310

1,910

2,590

3,280

Daily gage height of Tuolumne River at Lagrange bridge, Cal., for 1895, in feet.

Day.

1....

9

3....

5....

6....

7....

8....

9....

10...

11...

19

13...

14...

15... 

16...

Aug. Sept.

4.40

4.40

4.30

4.30

4.30

4.30

4.20

4.20

4 on

4.20

4.00

4.90

6.20

5.80

6.60 

5.50

Oct.

4.10

4.10

4.10

4.10

4.00

3.80

(a)

......

Nov.

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

Dec.

4.30

4.30

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.20

4.30 

4.30

Day.

17....

19

19

OA

91

22....

23.... *>/t

9f»

9fi

97

98

29 ....

30....

31 ....

Aug.

4.50

4.50

Sept.

5.30

5.00

4.80

4.70

4.40

4.20

4.00

3.90

4.00

4.40

4.30

4.20

4.20

4.20

Oct.

3.90

3.90

3.90

4.30

4.40

4.30

4.30

4.30

4.30

4.20

4.20

4.20

4.10

Nov.

4.10

4 10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4 10

4.20

4.10

Dec.

4.20

4.20

4.30

4.50

5.20

4.80

4.70

4.60

4.50

4.50

4.50

4.50

4.50

4.50

a Opening in dam closed; no water at gage.

Discharge of Tuolumne River, Lagrange bridge, California.

[Drainage area, 1,501 square miles.]

Month.

1895.

September...

October......

November . . .

December ...

Discharge.

Maximum.

Sec.feet.

2,182

299

129

1,004

Minimum.

Sec.feet.

78

78

112

129

Mean.

Sec.feet.

263

134

113

270

Total for

month.

Acre-feet.

15, 635

8,231

6,698

16, 614

Run-off.

Depth.

Indies.

0.195

.103

.084

.208

Per square 

mile.

Sec.feet.

0.175

.089

.075

.180

The mining canal takes out approximately 35 second-feet of water 

above this point of measurement and returns it to the river a short 

distance below. This amount is not herein accounted for.

At the time this station was .established there was an opening in the 

Lagrange dam, which is !£ miles above the bridge. It was the intention then to establish a gaging station at the dam or diversion weir, 

as soon as this opening was closed, for here a section could be had with 

no change in profile. This station has since been established. On 

December 1,1895, a timber rod was bolted to the granite cliff near the 

north end of the dam and referenced to the levels of the Modesto Canal. 

There is a bench mark in the first gulch west of the dam on the north 

side of the river, 300 feet from the head gates and 20 feet to the right or 

north of line on a five-eighths-inch iron bolt, 14 inches long, driven into 

the ground. The elevation is 291.49 feet above the Modesto datum.
NEWELL.] LAGBANGE RESERVOIR SITE. 303

The holes in the dam were closed on October 8, and all of the water 

was held back. In exactly seven days, or one hundred and sixty-eight 

hours, the water rose to the sand gates, 16 feet below the top of the 

dam. The daily record was begun on December 1, the height of water 

being noted and also the arrangement of the gates as to whether any or 

all were opened or closed. The elevation of the sand gates, as given by 

H. S. Crowe, engineer for theModesto irrigation district, are, on the upper 

side, 283.20 feet and on the lower side 282.30, showing a fall of 0.90 feet 

in 28 feet in length. It will be necessary to have several rating curves 

to provide for the various combinations of openings that may occur, 

but when once these curves are determined there will be no variation. 

When the river is carefully measured on some given day, the openings 

may then be closed and opened in such manner as is likely to occur 

again, and the height of the water on the rod noted. In this way one 

measurement may be made to apply to several discharge curves. It

has been deemed advisable to continue the record at the bridge for a 

month or so until the river is rated at the dam.

} SURVEY OF LAGRANGE RESERVOIR SITE.

In order to obtain figures upon the rate at which sediment is brought 

down by mountain streams, it was deemed advisable to make a survey 

of the Lagrange reservoir site before the dam was finally completed 

and closed, with the intention of making another survey at some time 

in the future, and by comparison bring out the amount of silting. 

Accordingly an accurate survey and map were made. The methods 

pursued and the results accomplished are shown by the following 

description. The map resulting from this survey has not as yet been 

published, but is held for comparison with future surveys.

The reservoir site was visited by Messrs. Davis and Lippincott on 

August 29,1895, and found to be empty. The Lagrange dam had been 

built some years before, and in the construction an opening had been 

left in the bottom 4 feet wide by 5 feet high, through which the waters 

of the Tuolumne passed out without interfering with the work. The 

sides of this opening were of rubble masonry. On August 29 the water 

of the river was down to the level of the top of this opening on the 

inside of the dam. The river was discharging through the opening at 

the rate of 299 second-feet. On September 15 Mr. Lippincott returned 

and found that, owing to severe storms in the meantime, the river was 

discharging at the rate of 1,824 second-feet. The reservoir was full and 

the water was running through all of the openings of the dam and 1 foot 

in depth over the crest. As soon as the river began to fall below the 

300-foot level work was begun on the upper end of the reservoir site, 

and the water line was followed down as it fell, the survey progressing 

toward the dam. At the time the work was completed the water stood 

only 3 feet above the inner top of the hole left in the dam, this being 

at 222.6 feet. During the storm the water rose to a point 1 foot above
PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

the top of the dam, or to the 300-foot level, leaving a well-defined wet 

line used as the datum of the survey. Yertical angles were employed 

to determine other elevations. A base was carefully measured by 

stadia and work was expanded from this, in part by graphic triangulation and in part by stadia measurement. A plane table with a telescopic alidade with vertical arc reading to single minutes and with 

stadia hairs set to read the interval of 1 foot for each 100 feet distant 

from instrument was used. Many points in the canyon at the upper 

end of the reservoir site were not accessible and it was necessary to 

sketch some portions. The survey was begun on September 14 and 

completed on September 21,1895.

The elevation of the top of the dam referred to the Modesto levels 

is 299 feet. Besides the hole temporarily left in the bottom of the dam, 

two other openings were provided, these being about 15 feet below the 

top. In size they are 4 feet by 5 feet, and are intended to act as sand 

sluices, preventing the blocking of the intakes of the canals with silt.

It was noticed that when the reservoir was filled the velocity of the 

stream was checked as soon as it reached the 300-foot level, the water 

going over the dam one foot deep, and that the silt was at once deposited. Subsequently, as the water in the reservoir fell, the swift stream 

extended into the reservoir, washing out the silt in the bottom of the 

canyon, leaving a portion in the form of benches or shelves on the 

sides. This material took a slope of about 3 to 1. Little or no silt is 

carried through the lower opening until the river is at a low stage and 

the water in the reservoir falls to an elevation of about 230 feet. It is 

thought that the reservoir will fill with silt in about three years. An 

accurate record will be kept of the discharge of the river, and when 

the reservoir has filled with silt it will be possible to ascertain how 

much water has passed through, and thus establish the relation between 

the amount of water and the amount of solid material transported.

The areas upon the map resulting from this survey were computed by 

means of measurements with a planimeter. The following table gives 

for each contour the area inclosed, in acres, and the total capacity of 

the reservoir in acre-feet:

Area and capacity of the Lagrange reservoir at various depths.

Elevation.

Feet.

300

290

280

270

260

Area.

Acres.

56.12

48.90

42.07

33.83

25.97

Capacity.

Acre-feet.

2, 332. 3

2, 060. 8

1, 571. 8

1, 151. 1

812.8

Elevation.

Feet.

250

240

230

220

210

Area.

Acres.

21.45

16.67

9.55

6.66

.41

Capacity.

Acre-feet.

553.1

338.6

171.9

76.4

9.8

STANISLAUS RIVER.

The watershed of this stream is immediately north of that of the 

Tuolumne Eiver and is similar to it in many respects. Observations of 

river height were begun at Oakdale and carried on by the Southern
NEWELL.] STANISLAUS RIVER. 305

Pacific Eailroad Company at their bridge at intervals since 1879. This 

river has above Oakdale a drainage area of 1,051 square miles, mainly 

of a high and rough mountainous character. No records of rainfall 

have been kept, but the remarks on the Tuolumne and Merced rivers 

will apply to this basin. This stream has been gaged at Oakdale by 

the State engineer, who makes the following statement:

The character of the watershed of this river is similar to that of the Tuolumne. 

The discharge is given for the river at Oakdale. The stage of the river was regularly recorded for only a small portion of the period covered by the table, and hence 

the results given are largely based upon estimates .made by the method of drainage 

areas, as above explained. No allowance is made for water diverted from this stream 

above Oakdale.

Only fractional portions of the three seasons (1878-79, 1879-80, and 

1880-81) have actual records of river heights.

OAKDALE STATION, ON STANISLAUS RIVER.

This river was examined on May 3,1895. The old gage rod for the 

State engineering department was set on the central railroad pier. The 

new rod for the United States Geological Survey was set between 

the south piers of the wagon bridge and can be read from that bridge. 

The zero of the rod is 27.92 feet below the top of the southeast iron pier 

and 5.92 feet above the east end of the cap on the piles on the south 

main pier of the Southern Pacific Railroad bridge, to which the lower 

rod is spiked. It was found that a special rod had to be set for the 

lowest readings of the river at the wagon bridge. One was made and 

driven several feet into the bed of the river and the top nailed to a willow tree 125 feet below the wagon bridge, on the south side of the river 

and 25 feet above a cattle chute. On July 31,1895, this rod was torn 

down by some unknown parties, but it was reset October 10,1895. On 

the same date a new rod was set on the same datum inside of the Southern Pacific Eailroad bridge, to be used in connection with the upper 

rod in determining the grade of the river. A crib pier extends well 

down into the water and the rod is spiked firmly to it. It is free from 

drift and easily read from the sides of the pier. The two main rods 

are 1,071 feet apart, and as they are on the same datum they show the 

slope of the river. Mr. E. A. H. Meyer, of Oakdale, observed on the 

upper rod from June 1 to July 1, but as he could not read it regularly 

Mr. Frank Templin, a carpenter, who lives at the first house below the 

the railroad bridge, was engaged to take the observations on the lower 

rod, which was the nearer for him. As during the lower stages when 

the river has been gaged there was only about 0.01 foot difference in 

the two rods, no appreciable error would result from this change. The 

initial point of measurement for the section is 100 feet south of the 

center of the south iron pier of the wagon bridge, the velocities and 

the soundings being always taken from this bridge. The channel at 

this point is fairly uniform, straight, and not obstructed. 

Bull; 140 20
306 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

In the case of this river, as in that of other important streams in the 

San Joaquin Valley, the daily variation of river height is an important matter. Early in the spring the snow melts on the lower foothills, 

the greatest amount of melting being about midday. The water resulting from this reaches points in the valley in a comparatively short 

time, while that melted later in the year from higher locations takes a 

greater number of hours to reach the same place. As a result for any 

given locality the maximum height may occur in March at one time of 

the day and in June at a different hour. An unusually warm day, or 

a number of such days in succession, may occur at anytime during the 

season, producing variations, and warm rains add to the complexity. 

In the case of a rising river the velocity with which the diurnal wave 

travels may be greater than in the case of a stream which is falling. 

From all these causes it is difficult to ascertain with any considerable 

degree of accuracy the hour at which readings of river height will represent the average condition of the stream. Probably the only feasible 

way by which reliable results can be obtained without a self-recording 

instrument is by having the observer note hourly readings of the rod 

during one or two days a month. In order to ascertain this daily fluctuation, readings were made for an interval of three days at Oakdale, 

as shown in the following table. At that time the snow had disappeared from the foothills and the water was coming largely from melting ice among the higher banks. The weather was cool during the 

days on which these observations were made, and undoubtedly during 

warmer weather there is a larger variation. From the time of mean 

height in June on this table it is decided that the reading at about 4 

p. m. would be in the main representative.

Diurnal variations of river height at Oakdale, Cal.

July 1 and 2.

Time.

8.40..............

Mean time....... 

Maximum time . . 

Minimum time ..

Rod 

reading.

Feet. 

6.20 

6.15 

5.60 

5.57 

5.57 

a 5. 50 

5.60 

5.80 

5.95 

6.05 

6.10 

6.15 

6.17

5 p. m..... 

11 p.m.... 

11 a. m ....

July 3.

Time.

5. 30 a. m 

6 a. m 

7 a. m 

8 a. m 

9. 30 a. m 

10. 30 a m 

11 a. m . 

1 p. m 

2 p. m 

3 p. m 

4 p. m 

5 p. m 

6 p. m 

7 p. m ....

Mean time 

Maximum 

Minimum t

Temperature.

Deg. F. 

56 

58 

62 

66 

72 

72 

74 

80 

80 

81 

80 

78 

74 

72

time .....

Rod 

reading.

Feet. 

5.60 

5.57 

a 5. 50 

5.57 

5.55 

5.55 

5.60 

5.80 

5.90 

6.05 

6.10 

6.12 

6.15 

6.15

1 p.m..... 

7 p.m..... 

10. 30 a. m .

July 4.

Time.

5.30 a. m. 

6.30 a.m. 

7.30 a. m. 

8.30 a.m. 

9.30 a.m. 

10. 30 a m 

11. 30 a m 

1p.m. . 

2 p. m. 

3 p. m. . 

4 p. m . 

5p.m. . 

6p.m. . 

7p.m. .

Mean time 

Maximum

Temperature.

Deg. F. 

58 

60 

64 

68 

70 

74 

80 

80 

82 

82 

78 

74 

72 

70

time..... 

time .....

Rod 

reading.

Feet. 

5.60 

5.57 

5.50 

5.47 

5.45 

a 5. 40 

5.42 

5.45 

5.47 

5.52 

5.60 

5.62 

5.65 

5.67

4. 30 p. m. 

10. 30 p. m. 

10. 30 a. m.

a Minimum reading for day.

At the time of the measurement, on August 28, the slope of the 

stream was found to be 0.0001, and n was assumed to be 0.025. On
NEWELL.] STANISLAUS RIVER. 307

October 10 the slope was less than 0.00005, being so gentle that it 

could not be satisfactorily determined.

List of discharge measurements made on Stanislaus River at Oakdale, Gal.

No.

1

a

3 

4

5

Date.

1895. 

May 3 

Jul'v 2

Aug. 28 

Oct. 10

Nov. 29

Hydrographer.

J. B. Lippincott . . .

.....do............. 

.....do.............

.....do.............

Meter 

number.

24 

24

24 

24

Moat.

Gage 

height 

(feet).

8.80 

6.15

2.40 

2.11

2.12

Area of 

section 

(square 

feet).

1,970 

1,242

200 

170

149

Mean 

velocity 

(feet per 

second).

3.92 

2.98

1.39 

1.13

0.99

Discharge 

(secondfeet).

7, 744 

3,754

279 

192

147

Eating table of the Stanislaus River at Oakdale, Gal., for 1895.

Gage 

height.

Feet.

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

Discharge.

Second-feet.

145

212

279

369

459

550

674

800

953

Gage 

height.

Feet.

3.80

4.00

4.50

5.00

5.50

6.00

6.50

7.00

Discharge.

Second-feet.

1,106

1,260

1,750

2,310

2,940

3,570

4,250

4,930

Gage 

height.

Feet.

7.50

8.00

8.50

9.00

9.50

10.00

10.50

11.00

Discharge.

Second-feet.

5,665

6,400

7,200

8,000

8,850

9,700

10, 550

11,400

Daily gage height of Stanislaus River at Oakdale, Gal., for 1895, in feet.

Day.

1 . 

2. 

3. 

4. 

5. 

6. 

7.

8.

9. 

10 

11 

12 

13 

14 

15

16

June.

6.20 

6.60 

7.00 

7.80 

9.30 

9.10 

9.00

8.25

8.00 

7.90 

8.20 

7.80 

7.60 

7.40 

7.30

7.10

July.

6.20 

6.00 

6.10 

5.60 

5.50 

5.40 

5.30

5.20

5.00 

4.90 

5.30 

4.70 

5.10 

4.80 

4.60

4.50

Oct.

"i'io"

2.10 

2.10 

2.10 

2.10 

2.00

2.00

Nov.

2.10 

2.10 

2.10 

2.10 

2.10 

2.10 

2.10

2.10

2.10 

2.10 

2.10 

2.10 

2.10 

2.10 

2.10

2.10

Dec.

2.20 

2.10 

2.10 

2.10 

2.10 

2.00 

2.00

2.10

2.10 

2.00 

2.00 

2.00 

2.00 

2.00 

2.00

2.20

Day.

17. 

18. 

19. 

20. 

21. 

22. 

23.

24.

25. 

26. 

27 . 

28. 

29. 

30. 

31...

June.

6.80 

6.50 

6.80 

7.20 

7.10 

7.30 

7.70

7.9C

7.70 

7.50 

7.30 

6.90 

6.70 

6.50

July.

4.40 

4.10 

3.80 

3.60 

3.50 

3.40 

3.40

3 5C

3.30 

3.30 

3.20 

3.10 

3.00 

aS.OO

Oct.

2.00 

2.00 

2.10 

2.10 

2.10 

2.10 

2.30

2.20

2.20 

2.10 

2.10 

2.10 

2.10 

2.10 

2.10

Nov.

2.10 

2.10 

2.10 

2.10 

2.10 

2.10 

2.10

2.10

2.10 

2.10 

2.10 

2.10 

2.10 

2.10

Dec.

2.20 

2.20 

2.20 

2.30 

2.70

a Rod stolen. No observations from July 30 to October 10,1895. There-was a summer freshet during 

this period discharge estimated from that of the Tuolumne.

Estimated discharge of Stanislaus River at Oakdale, Gal. 

[Drainage area, 1,051 square miles.]

Month.

1895.

August. ..... 

September . . . 

October ...... 

November . . . 

December. . . .

Discharge.

Maximum.

Sec.-feet. 

8,510 

3,842 

550 

3,161 

246 

 179 

414

Minimum.

Sec.-feet. 

3,842 

550 

145 

145 

145 

179 

145

Mean.

Sec.-feet. 

5,686 

1,778 

330 

638 

176 

179 

198

Total for 

month.

Acre-feet. 

338, 340 

109, 330 

20, 304 

37, 970 

10, 802 

10, 651 

12, 208

Run-off.

Depth.

Inches. 

6.038 

1.950 

.362 

.677 

.193 

.190 

.218

Per square 

mile.

Sec.-feet. 

5.410 

1.692 

.314 

.607 

.167 

.170 

.189
308 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

The Stanislaus and San Joaquin Water Company have about completed a canal and flume from a point about 5 miles above Knights 

Ferry, on this river. The present capacity of this flume will be 250 

second-feet, but it is so constructed that it may be enlarged to a capacity 

of 900 second-feet. No water is as yet discharging into this canal, but 

it will probably be used in 1896. Mr. W. L. Eockwell, the engineer in 

charge, says that 15 second-feet were being diverted from this river 

through a small canal during the month of October; in November, 30 

second-feet, and in December, 13 second feet were being diverted in the 

same channel. As this diversion occurs above the point of measurement at Oakdale, the discharge of the river as shown above is too small 

by that amount.

MOKELUMNE RIVER. 

LODI STATION, ON MOKELUMNE RIVER.

This station is described in Bulletin No. 131, page 86. Observations of 

river heights were begun by the Southern Pacific Company in 1879, and 

they have been made at intervals since that time. Computations of 

discharge based upon these and upon measurements made by the State 

engineer have been previously referred to.1

The results obtained at this station during 1895 were so unsatisfactory that it did not seem desirable to continue work at this locality, 

and therefore measurements were discontinued. The Woodbridge Dam, 

2 miles below the railroad bridge, influences the relation of gage height 

to discharge. The gates of this dam were opened on July 20 that the 

reservoir might be cleaned. On July 22 and 23 the gates were closed. 

The dam broke shortly after. During August the dam was being 

repaired. The influence upon the reading of river height can be noticed 

in the interval from July 15 to July 25.

List of discharge measurements made on Mokelumne Eiver at Lodi, Cal.

Date.

1895. 

Jan. 6

Aug. 27

Hydrographer.

A.P.Davis....................

Meter 

number.

24

24

24

Gage 

height 

(feet).

12.25

8.00

1.33

Mean 

velocity 

(feet per 

second).

1.04

0.78

Discharge 

(secondfeet).

1, 063

1,068

91

1 Physical Data and Statistics of California, collected and compiled by the State Engineering Department of California, Sacramento, 1886, p. 407, 422-424. Twelfth Annual Report of the United States 

Geological Survey, Part II. Irrigation, p. 323, PI. LXXXVII.
NEWELL.] MOKELUMNE RIVER. . . 309

Daily gage height of MoTcelumne River at Lodi, Cal., for 1891, in feet.

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.

2.75 

2.25 

2.25 2. 33 

2.83 

2.50 

2.33 

2.17 

2.00 

1.92

1.83 

1.83 

1.92 

1.92 

1.92

1.83 

1.83 

1.75 

1.75 

1.75 

1.75 

1.83

1.92 

1.92 

1.92 

1.83 

1.83 

1.83 

1.83

1.83

Peb.

1.67 

1.75 

1.83 

1.75 

1.67 

1.67 

1.67 

L67 

1.67 

1.67

1.58 

1.67 

1.67 

1.67 

1.67

3.58 

6.00 

3.83 

3.08 

2.75 

2.75 

2.67

8.75 

12.00 

7.75 

6.08 

5.25 

5.83

Mar.

12.50 

17.50 

15.50 

13.50 

11.25 

9.67 

8.25 

7.33 

6.83 

6.75

8.83 

8.17 

8.08 

8.00 

7.92

8.25 

8.08 

8.00 

7.83 

7.50 

7.25 

7.75

8.25 

8.00 

7.42 

7.17 

8.50 

9.00 

7.75

7.50

7.00

Apr.

6.50 

6.50 

6.75 

7.00 

7.50 

8.00 

9.50 

10.00 

7.83 

7.50

8.50 

7.83 

7.75 

8.25 

7.50

7.33 

8.25 

8.25 

8.17 

8.67 

9.50 

10.50

11.00 

12.00 

12.75 

12.58 

11.50 

12.33 

13.50

13.75

May.

14.00 

14.50 

15.00 

15.50 

15.00 

15.00 

15.50 

15.75 

15.00 

14.50

14.33 

14.50 

14.58 

14.33 

14.00

13. 33 

14.00 

14.92 

15.00 

15.50 

15.75 

15.00

14. 00 

13.50 

13.75 

14.17 

14.42 

14.33 

13.33

12.33

11.00

June.

10.00 

9.75 

9.50 

10.50 

11.75 

13.50 

14.25 

15.00 

14.50 

14.00

13.50 

14.50 

15.50 

14.08 

12.50

12.50 

13.75 

14.00 

14.00 

13.00 

11.50 

11.50

11.50 

10.17 

10.00 

10.00 

9.50 

9.75 

10.00

10.50

July.

9.50 

8.92 

8.33 

7.83 

7.00 

6.33 

5.83 

5.50 

5.33 

5.00

4.83 

4.50 

4.25 

4.00 

3.75

3.50 

3.25 

3.08 

3.00 

2.92 

2.75 

2.67

2.50 

2.25 

2.08 

2.00 

2.00 

1.92 

1. 83

1.75

1.50

Aug.

1.25 

1.17

1.08 

1.00 

1.00 

0.92 

0.83 

0.75 

0.67 

0.58

0.58 

0.58 

0.50 

0.50 

0.42

0.42 

0.33 

0.33 

0.25 

0.25 

0.25 

0.25

0.25 

0.25 

0.25 

0.25 

0.25 

0.25 

0.25

0.25

0.25

Sept.

0.25 

0.25 

0.25 

0.25 

0.25 

0.25 

0.25 

0.25 

0.25 

0.25

0.25 

0.25 

0.25 

0.25 

0.25

0.25 

0.25 

0.25 

0.25 

0.25 

0.25 

0.25

0.25 

0.25 

0.25 

0.25 

0.25 

0.25 

0.25

0.25

Oct.

0.25 

0.25 

0.25 

0.25 

0.25 

0.25 

0.25 

0.25 

0.25 

0.25

0.25 

0.25 

0.25 

0.25 

0.25

0.25 

1.17 

2.00 

2.83 

3.50 

4.00 

4.50

4.50 

4.50 

4.50 

4.50 

4.67 

4.67 

4.67

4.67

4.67

Nov.

4.83 

4.83 

5.00 

5.17 

5.17 

5.17 

5.25 

5.25 

5.17 

 5.00

5.83 

5.83 

6.17 

5. 00 

5.17

5.17 

5.00 

4.83 

4.83 

4.83 

4.83 

 4.83

4.83 

4.83 

4.83 

4.83 

4.83 

4.83 

4.83

4.83

Dec.

4.83 

4.83 

5.50 

6.00 

6.00 

5.33 

5.00 

5.00 

4.92 

5.00

5.17 

5.00 

4.83 

4.83 

4.83

4.83 

4.83 

4.83 

4.83 

4.83 

4.83 

4.83

4.83 

4.83 

4.83 

4.83 

4. 83 

7.00 

6.00

9.00

Daily gage height of Mokelumne Eiver at Lodi, Cal., for 1892, 1 in feet.

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.

6.50

7.00

6.00

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.25

5.25

5.25

5.25

5.25

5.25

5.25

5.25

5.25

5.25

5.25

5.25

Peb.

5.25

5.25

5.25

5.25

5.25

5. 25'

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

7.50

9.50

8.08

7.33

7.25

7.00

6.50

6.33

6.00

6.00

Mar.

6.50

6.50

6.33

6.25

6.25

6.25

6.25

6.17

6.33

6.50

6.67

7.17

7.33

7.17

7.50

8.50

8.00

7.00

8.50

8.67

8.33

7.50

7.33

7.25

7.25

7.25

7.17

7.83

8.00

9.00

9.00

April.

8.50

8.17

8.67

8.33

7.50

7.50

7.50

8.50

9.00

9.50

10.50

10.00

9.50

9.25

9.17

11.50

10.50

9.50

9.00

9.00

9.00

8.50 8-50

9.33

10.50

9.50

9.00

8.50

9.00

10.50

May.

9.50

9.33

10.00

9.00

10.00

10.50

11.00

10.50

10.00

9.67

12. 67

13.67

12.83

11.50

11.83

14. 00

13.67

13.50

14.33

15.33

16.00

16.50

17.00

16.67

17.00

16.50

16.00

15.50

16.67

16.50

15.50

June.

15.00

16.00

16.33

15.00

15.00

14.67

14.50

13.50

13.00

12.00

12.00

11.00

10.00

11.00

11.00

12.00

11.83

13.00

14.00

15.00

15.00

15.00

14.00

13.50

11.50

11.50

12.00

13.00

12.50

12.00

July.

11.50

10.50

10.00

9.50

9.50

9.00

8.50

8.00

8.00

8.33

8.00

7.50

8.00

8.50

8.33

8.00

8.17

8.00

8.00

8.25

8.50

8.50

8.33

6.50

8.58

8.67

8.50

8.50

8.67

10.00

9.00

Aug.

9.00

8.83

8.67

8.50

8.33

8.00

8.00

8.00

8.17

8.17

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

7.92

7.83

7.83

7.83

Sept.

9.00

8.83

8.67

8.50

8.33

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

7.83

7.67

7.50

7.50

7.50

7.50

7.50

7.50

7.50

Oct.

7.00

7.00

8.00

8.00

8.00

8.00

8.00

8.00

8.17

8.25

8.50

8.67

8.33

8.00

8.00

8.00

8.00

8.00

8.33

8.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

Nov.

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

6.00

6.00

7.00

12.25

Dec.

14.50

15.00

13.00

12.00

12.00

8.00

8.00

8.00

7.00

7.00

7.00

6.00

6.00

6.00

6.00

6.00

0.00

6.00

6.00

0.00

6.00

6.00

6.00

8.00

19.00

17.00

18.00

16.00

15.00

12.00

11. 00

1 Tho daily gage heights of Mokelumne River at Lodi for 1893 and 1894 have been published in 

Bulletin 131, on pages 86-87.
310 PROGRESS REPORT, HYDROGRAPHY, 1895.

Daily gage height of MoTcelumne Eiver at Lodi, Cal.,for 1895.

[BULL. 140.

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.

7.00

6.50

6.50

6.50

12.50

13.00

7.50

8.00

8.58

8.75

8.50

8.00

9.00

10.75

9.00

12.17

12.58

13.83

11.50

10.33

9.50

9.50

10.50

9.25

8.33

8.33

8.00

8.17

7.75

7.50

7.50

Feb.

7.25

7.25

7.33

7.42

7.42

7.42

7.33

7.17

7.25

. 7.25

7.42

10.50

16.67

14.83

13.50

11.00

10.50

9.50

9.42

9.50

9.50

9.67

10.50

11.67

10.50

11.00

10. 33

10.00

Mar.

10.00

10.00

10.17

10.25

10.25

10.17

10.17

10.00

10.00

10.00

10.00

9.83

9.83

9.75

9.50

9.00

8.50

8.50

8.42

8.50

8.67

8.50

8.42

8.33

8.25

8.25

8.33

10.50

13.67

13.00

11.00

Apr.

10.50

10.67

10.50

10.33

10.50

10.25

10.00

10.00

10.33

10.50

10.33

11.00

11.50

12.33

12.00

11.83

11.67

11.75

11.92

12.50

14.00

14.50

14.58

14.50

14.50

15.00

15.50

15.67

14.50

13.83

May.

14.00

14.83

15.58

14.50

14.00

15.50

16.00

16.50

16.25

16.33

16.00

15.83

16.50

16.67

17.00

16.50

17.25

17.42

17.17

16.50

15.50

15.33

15.17

15.00

15. 33

16.00

17.25

16.00

15.00

13.83

13.33

June.

13.33

13.50

13. 83

14.17

15.00

15.50

15.67

15.50

15.33

15.17

15.33

15.25

15.33

15.00

15.00

14.50

13.25

13.42

13.50

13.42

14.00

14.42

14.50

14.58

14.50

14.17

14.42

14.33

13.83

13.17

July.

12.50

11.83

11. 83

11.75

11.50

11.00

12.00

12.00

11.75

11. 33

11.50

11.17

11.33

11.00

10.83

10.67

10.50

10.50

9.92

10.00

8.00

8.00

11.00

5.42

4.25

4.00

4.00

3.83

3.50

3.50

3.50

Aug.

3.50

3.33

3.25

3.25

3.17

3.17

3.08

3.00

2.92

2.75

2.58

2.42

2.33

2.25

2.08

2.08

2.08

2.00

1.92

1.67

1.50

1.50

1.50

1.50

1.42

1.33

1.33

1.25

1.25

1.25

1.25

Sept.

1.25

1.25

1.25

1.25

1.33

1.33

1.25

1.25

1.25

1.25

1.25

2.50

6.50

4.00

3.50

3.00

2.50

2.50

2.33

2.17

2.00

1.92

1.83

1.67

1.50

1.42

1.42

1.50

1.33

1.33

Oct.

1.25

1.25

1.17

1.17

1.17

1.17

1.08

1.08

1.00

1.00

0.83

0.92

0.92

0.92

0.92

0.92

0.92

1.00

1.08

1.17

1.50

1.75

1.83

1.83

1.58

1.92

1.17

1.08

1.00

1.00

1.00

Nov.

1.08

1.17

1.25

1.25

1.33

1.33

1.33

1.33

1.33

1.33

1.50

1.50

1.58

1.50

1.50

1.58

1.58

1.50

1.50

1.42

1.50

1.33

1.33

1.17

1.17

1.00

1.00

1.00

1.17

1.50

Dec.

1.75

1.50

1.33

1.33

1.25

1.25

1.17

1.17

1.25

1.42

1.42

1.33

1.17

1.25

1.42

1.58

1.92

1.83

1.75

2.00

3.50

2.50

2.00

2.00

1.83

1.67

1.50

1.50

1.42

1.33

1.33

MEASUREMENTS BY CALIFORNIA STATE OFFICIALS.

In the foregoing description numerous references have been made to 

the work of the State engineering department of California, the results 

of whose investigations are shown largely in a volume entitled Physical Data and Statistics of California. This was printed in 1886, but it 

is not generally accessible. It may not, therefore, be out of place to 

quote somewhat fully from the statements relating to the method of 

measuring water supply and append to this a condensed table showing 

the result of this river work: 1

TABLES OF AVERAGE FLOW OF CALIFOBNIA RIVERS.

The rivers whose water qualities are presented in the following tables are now 

or will be notable irrigation feeders. The tables as printed do not include the data 

of nearly all the streams of the State important in this connection. They do contain 

all data sufficiently complete in the individual instances to justify arrangement in 

continuous tables of discharge, which has been collected by this department. The 

discharge of other streams is known generally for their low-water periods only, or for 

times scattered through spring, summer, and fall of various years, from 1879 forward.

The river observations of the department have been made in the streams of the 

Great Central Valley Sacramento, San Joaquiu, Tulare, and Kern valleys of the 

State, and in Los Angeles, San Gabriel, and Santa Ana valleys in the southern part. 

The streams of the Sacramento Valley, and particularly the Sacramento River itself, 

have been more particularly the subjects of systematic flood-flow observations in 

connection with the arterial drainage questions. Those of San Joaquin, Tulare, 

and Kern valleys have been more closely observed throughout the years for purposes 

of the irrigation water supply study, and those of the southern valleys have been 

observed also for the latter purpose, but with far less precision and regularity.

1 Physical data and statistics, p. 405,406.
NEWELL.] CALIFORNIA EIVEES. 311

The gagings have been of many classes and grades, according to circumstances, 

purpose, and means available, ranging from those of most .complete and accurate 

character, conducted at much expense, by large, fully equipped parties of observers 

on the greater streams, to simple rough measuring by a single observer on the smaller 

streams. Supplementing measurements of volume, the rise and fall of the water 

have been observed and recorded from gage rods on all the main streams at one or 

more stations, and on a number of the smaller ones daily for periods on the various 

streams ranging from one to seven years j and renewed sounding sections have been 

at times made to ascertain the extent of change in bottom elevations and sectional 

dimensions of the waterways. Data thus obtained form the basis of the following 

tables. Their character, extent, degree of fullness, and value, together with the 

methods of observation and the results, will be given due attention in a future 

publication of the Department, where, also, will appear all that should be said as to 

the embarrassing circumstances under which the work has been carried forward, 

and the disastrous effect which such influence necessarily has xipon investigations of 

this class.

Certain of the streams were chosen for the more extended and systematic observations in a manner to well duplicate the locations geographically and hydrograpically 

throughout the valley. Less careful and extended observations were made on the 

intermediate streams. The actual data of observation were thus much fuller for 

some streams than for others. The missing data were supplied to make the tables 

full for average discharges by estimating the probable output of the streams upon 

the basis of their drainage areas, knowing from observations on them or on similarly 

situated streams of the same character the discharges which they would probably 

have per square mile of drainage area in years of known amount of rainfall.

The tables are.thus filled out for all the streams for a period of six years, and the 

results for the Sacramento River, which is observed daily by this office, are estimated to October, 1885. Full sets of observations for any month enabled the greatest, least, and average rates of discharge to be given for that time. Where only 

average volumes are given, the records have not been full, or the mean flow has 

simply been estimated as above explained. Wherever the discharges per square 

mile have been thus approximated, they are marked with an asterisk.

The arrangement of the tables as to grouping of months follows the division of the 

year from low-water season to low-water season from November to October, inclusive; and each such exhibit for the twelve months is followed by a trimonthly 

seasonal grouping of the same data.

Average flow of streams for six years, November 1, 1878, to October 31,1884.

Name of stream.

Average of mean monthly discharge (cubic feet per second).

November.

8,700 

81 

24 

123 

29 

146 

215 

183 

4 

3 

9 

0 

387 

313 

113 

88 

13 

11 

34 

374 

50

December.

15, 067 

244 

115 

292 

135 

535 

556 

456 

25 

20 

45 

64 

792 

510 

208 

136 

26 

20 

64 

433 

100

January.

30, 500 

527 

276 

4R9 

492 

688 

909 

590 

46 

36 

78 

123 

1,054 

515 

263 

215 

49 

38 

126 

443 

180

February.

38, 167 

1,214 

613 

1,261 

1,172 

2, 044 

1,801 

1,587 

171 

129 

359 

392 

1,945 

1,290 

662 

585 

124 

101 

325 

658 

475

March.

60, 833 

1,547 

667 

1,607 

1,344 

2,645 

2,754 

1,784 

219 

162 

535 

568 

2,133 

1,817 

810 

605 

143 

119 

384 

792 

562

April.

93, 833 

3,074 

830 

3,226 

1,832 

4,236 

5,338 

3,264 

212 

122 

466 

475 

4,252 

4,090 

1,396 

702 

131 

16 

345 

1.489 

504
312 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140. 

Average flow of streams for six years, November 1, 1878, to October 31, 1884 Cont'd.

Name of stream.

mitA Prfialr

Average of mean monthly discharge (cubic feet per second).

May.

93, 833 

3,722 

250 

3,911 

961 

5,290 

7,622 

4,528 

67 

50 

172 

194 

8, 663 

7,588 

1,816 

1,138 

75 

61 

198 

2,481 

287

June.

62, 667 

3,055 

83 

3,296 

217 

4,929 

8,188 

4,340 

28 

22 

136 

143 

10, 156 

8,180 

1,939 

1,017 

29 

23 

75 

3,006 

110

July.

23, 833 

1,159 

5 

1,252 

49 

2,158 

3,752 

1,973 

11 

8 

' 45 

45 

5,144 

4,655 

980 

669 

1 

1 

2 

1,897 

3

August.

10, 250 

324 

1 

269 

2 

449 

751 

504 

0 

0 

3 

5 

1,355 

1,162 

271 

230 

0 

0 

0 

851 

0

September.

7,083 

66 

2 

74 

0 

127 

196 

188 

0 

0 

0 

0 

555 

455 

139 

106 

0 

0 

0 

467 

0

October.

7,917 

83 

12 

113 

12 

162 

266 

210 

3 

0 

0 

0 

495 

447 

97 

75 

4 

3 

5 

392 

0

Average flow of streams for six years, November 1,1878, to October SI, 1884.

Name of stream.

Sacramento Eiver . ...........

Fresno Creek................

SanJoaquin River...........

Tule Eiver...................

White Creek. . ...............

Locality.

Collinsville. . ...................

Bellota. ...... ..................

.....do..........................

.....do..........................

... ..do...... ....................

Hamptonville ..................

.....do..........................

.....do..........................

Average 

mean 

yearly discharge 

(cubic feet 

per second).

37, 632 

1,234

937

1 391

f»9ft

1,958

2,685

1,631

fi<5

46

152

167

3,074 

2,584

723

451

49

40

. 145

1,110

191

Area 

drainage 

basin 

(square 

miles).

26, 187

KQfl

OQO

657

491

1,051

1,501

1,076

166

122

268

979

1,637

619

437

110

90

289 -

2,345

METHODS OF MEASUREMENT.

The following is the method of gaging and computation of stream 

flow practiced by the California State engineers from 1878 to 1884:

On the streams near the foothills three wire markers were stretched 

across the stream at intervals of from 50 to 100 feet. In the large 

streams a boat was used from which to drop floats. Observers were 

stationed at each wire, which was hung so low as to permit the ready 

location of the float. The observer in the boat properly placed the 

float and gave a signal at the time of the crossing of the first wire. 

The. crossing of the other lines was also signaled as to time and
NEWELL.] CALIFORNIA RIVERS. 313

position. These floats were dropped into the water at intervals of 10 

and 20 feet, and the observation was repeated three times. The floats 

were surface floats. No efforts were made to obtain bottom velocities 

in the streams near the foothills.

The velocities were averaged for each part of the stream from the 

three observations above referred to and applied to the area of the section, which was determined as described below. To the mean surface 

velocities so determined a coefficient was applied to determine a mean 

velocity for the mean area of the three sections, the coefficient varying, 

according to the judgment of the observer, from 75 to 85 per cent.

Soundings were taken every 20 feet in the large streams*and every 

5 or 10 feet in the smaller ones, and areas were computed for each of 

the sections where the wire was suspended. The areas were averaged. 

A small canvas boat, that could be easily folded and carried, was used 

on this work. Gagiugs were made of all the streams at convenient

intervals at stations where gage rods were erected, attempts being 

made to catch them at flood intervals as well as at low water, and from 

these gagings a scale of discharge was made up to correspond with the 

gage readings at each station. From these tables and the records of 

rod readings, which later were taken daily, and in many cases for a 

period of years, it was possible to plot out curves of discharge for 

each stream for the entire period covered by the published data. To 

be sure, there were necessarily many interpolations, and some tables 

were made up on the minor streams with very few points in the curve 

located by actual observation, but for the larger streams the data given 

are fairly reliable and trustworthy. Mr. J. D. Schuyler, consulting 

engineer, had personal charge of the stream gaging in the San Joaquin 

Valley, and Mr. Edward Yorke in the Sacramento. Mr. C. E. Grunsky 

was in charge of the work of computation in the office at Sacramento. 

In the large trunk streams in the lower valleys, such as the Sacramento, elaborate experiments were made. An exhaustive report, by 

C. E. Grunsky and Marsden Manson, consulting engineers, illustrated 

and accompanied with numerous diagrams, has been published by the 

commissioners of public works of California (1894), treating of this work 

on the Sacramento Eiver.1

SURVEYS BY COMMISSIONER OF PUBLIC WORKS.

The California State commissioner of public works has taken up a certain amount of hydrographic work during 1895, consisting mainly of the 

measurement of San Joaquin Eiver during flood periods. This work 

was carried on during May and June at a station located above and 

near what is known as the San Joaquin bridge. Careful cross sections 

and observations on the velocity of the stream, both in the main river 

and in Paradise Cut, were taken, surface and double floats being used.

1 Report of the Commissioner of Public Works to the Governor of California. A. H. Hose, commissioner; Marsden Manson, C. E. Grunsky, consulting engineers. Sacramento, Gal.,1894.
314 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULLED.

This is at a point where the flood waters of the San Joaquin River 

concentrate. The observations were made during the stages of water 

reported to be the highest ever known on the river. Gage readings with 

accurate tidal connections for elevation are now recorded at these points 

by the Southern Pacific agent and by direction of the Army Engineers. 

A line of check levels has been completed from New York Landing and 

Antioch to the San Joaquin bridge, Paradise Out, Stockton, Ishton, 

and Rio Yista, together with transit and level lines connecting with 

the work.

It is proposed to have rods at the following places and to have a 

record kept during the high-water season:

At the San Joaquin bridge, in San Joaquin County, and near Stockton, in the same county; at Bouldin, on Bouldin Island; at Ishton, on 

the Sacramento River; at Rio Vista, also on Sacramento River, near 

Tolands Landing, and on Cache Slough, above the mouth. Cross sections of the streams will be taken at some of these stations, but not at 

all, the object being to determine the flow of flood waters in particular.

The San Joaquin River divides its waters at what is known as Paradise Cut, where a portion of the waters leave the old channel of tbe 

river and, taking a northwesterly course, pass over Paradise Cut Dam, 

and empty into Old River at a point northeast of the town of Bethany, 

in San Joaquin County. It has been found by inspection that it would 

be necessary to gage the river below Paradise Cut and some minor 

sloughs. The gagings of the river below Paradise Cut were made by a 

system of double floats. The gaging of the waters of this cut was made 

by measurement of the amount running over the dam, as well as by a 

check measurement in the Paradise Cut channel, which agreed very 

closely. The gaging of the sloughs was necessarily rough, but gives a 

close approximation, probably in excess of the actual flow.

The results of this work may be summarized as follows, the river

being within 5 inches of the highest water ever known in the San 

Joaquin:

Second-feet.

Flow of the San Joaquin June 10,1895, below Paradise Cut................. 18,260

Flow through Paradise Cut................................................. 10, 000

Flow through minor sloughs................................................ 6,818

Total flow (cuhie feet per second).................................... 35,078

These observations were made when the gage at the San Joaquin 

River Bridge registered 17 feet 3 inches, being the highest record given.
NEWELL.] SAN GABRIEL RIVER. 315

SOUTHERN CALIFORNIA STREAMS. 

SAN GABRIEL RIVER.

The San Gabriel Eiver rises in the Sierra Madre Mountains, in Los 

Angeles County, and flows southwesterly with steep descent into the 

broad San Gabriel Valley lying, northeast of the city of Los Angeles. 

Its drainage basin is small, being estimated to be about 220 square 

miles. It is, however, favorably situated for a very large run-off, as the 

rocks are granitic and the slopes steep. The eastern branch of the 

stream rises on the west slope of the San Antonio peak, whose elevation is 10,117 feet, and the western branch on the eastern slope of San 

Gabriel peak, whose elevation is 6,232 feet. The altitude at the mouth 

of the canyon, where the water is diverted, is about 700 feet. The river 

and its drainage basin are described at length in the report upon

Irrigation in Southern California, by William Ham. Hall.1

The rainfall on this drainage basin is reported to range from 18 to 75 

inches per year, the amount being dependent largely upon the altitude 

and the steepness of the slope. The catchment basins on the other 

side of the mountains draining into the Mohave Desert have less rainfall and run off, but it is still a matter of interest to ascertain what 

becomes of the water flowing away.

In the case of San Gabriel Eiver, the water coming out of the canyon is used to considerable extent for irrigation only in summer, and, 

owing to the precipitous character of the drainage basin, it has not yet 

been found possible to store the surplus water of winter and early 

spring. The ordinary summer flow is diverted at the mouth of the canyon into cement-lined channels and is there carefully divided, threetenths going to Duarte and seven-tenths to Azusa. During the summer 

of 1894 the water in all the streams of this part of the country was 

extraordinarily low, and a flume about 1,000 feet long was built up the 

canyon to prevent loss of water, and a tunnel about 2,000 feet in length 

was driven under a ridge of the hill, cutting off the flow of the water 

through three miles of the creek bed. By these means it is reported 

that the available flow of the river at the point of division of the water 

was increased about 20 per cent. . The minimum discharge was 9 secondfeet. At the same time it is stated that the effect was to cut off the 

water available at a point farther down, resulting in disputes with other 

water claimants.

During 1894 Mr. H. F. Parkinson made measurements of the daily 

discharge of San Gabriel Eiver applicable to a point 2 miles north of 

the town of Azusa. This was termed a dry year, and all of the water 

was used for irrigation. In this year the flume was built, cutting off

irrigation in California (southern); the field, water supply and works; organization and operation 

in San Diego, San Bemardino, and Los Angeles counties. The second part of tho;report of the State 

engineer in California on irrigation and the irrigation question, William Ham. Hall, C. E., State engineer, Sacramento, 1888, pp. 373-37C. Azusa and Duartu ditches, pp. 426-456.
316 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

nearly 3 miles of the river bed, thus saving a considerable amount 

of water otherwise lost in the thick bed of coarse gravel. The following 

table gives the quantity of water in second-feet as ascertained by Mr. 

Parkinson:

Daily discharge of the San Gabriel River for 1894, in second-feet.

Day.

1...... ..............

4....................

5....................

6....................

7.....................

10...................

11...................

1 9

10

14...................

15...................

36...... .............

17...................

19

1 Q

9n

21...................

99

oq

24...................

25...................

26...................

97

99

29...................

30...................

01

May.

34

35

35

35

34

. 34

33

33

32

31

30

30

30

31

50

' i*\

38

34

32

33

32

32

30

28

27

27

27

27

27

27

27

Juno.

97

97

26

26

25

Oft

26

26

22 ' 93

22

9°.

24

24

99

99

24

24

24

24

91

21

21

21

19

19

18

18

18

17

July17

17

15i*;

15

16

15

14

14

14

14

14

14

13

13

1 3

13

31

11

9

9

9

9

10

10

10

9

9

9

10

11

Aug.

11

11

11

10

11

13

14

15

15

15

14

15

14

14

14

13

13

11

14

13

13

13

13

13

14

17

15

J5

27

21

22

Sept.

95

. 21

18

18

18

17

17

15

15

15

14

15

15

15

14

14

. 14

13

13

13

13

13

13

13

13

13

13

13

14

16

Oct.

16

15

14

14

13

13

14

14

13

14

14

14

13

13

13

13

13

13

13

13

13

14

14

14

14

14

14

14

14

14

14

Nov.

14

14

13

13

13

13

13

13

13

13

13

13

13

13

13

Daily discharge of San Gabriel River for 1895, in second-feet.

Day.

1.......

3.......

4.......

6.......

7.......

8.......

9

10. ..

11. .

12. .

13. .

14. .

15...

16...

Aug.

47

47

47

46

46

46

45

44

43

Sept.

39

00

36

36

36

36

35

34

34

33

32

32

32

39

32

Oct.

29

00

28

29

29

29

29

29

28

28

98

28

27

27

9Q

30

Nov.

29

29

50

Day.

17.......

1 Q

19.......

20.......

21.......

99

23.......

24....... 9*;

26.......

97

28.......

29.......

30....... o-f

Aug.

42

41

40

40

' 3939

39

39

38

38

39

39

40

40

40

Sept.

31

31

31

31

31

31

30

29

29

29

29

29

29

29

Oct.

30

30

31

31

32

32

32

31

30

30

30

30

30

30

29

Nov.
NEWELL.] SAN GABRIEL RIVER. 317

Daily discharge of San Gabriel River at mouth of canyon. 

[Drainage area, 222 square miles.]

Month.

1894.

May .........

June. ........

July.........

August .....

September..

October....

November a

1895.

August 6 .

September .

October....

November .

December. .

Discharge.

Maximum.

Sec. feet.

50

27

17

27

23

16

14

47

39

32

50

54

Minimum.

Sec. feet.

27

17

9

10

13

13

13

38

29

27

29

37

Mean.

Sec. feet.

32.2

22.7

12.3

14.3

15.0

13.7

13.1

41.8

32.4

29.4

40.2

41.7

Total for 

month.

Acre-feet.

1, 981

1, 349

758

875

894

843

390

1, 991

1,928

1,811

' 2, 392

2,561

Run-off.

Depth.

Inches.

0.17

0.11

0.06'

0.07

0.08

0.07

0.03

0.17

0.16

0.16

0.20

0.22

Per 

square

mile.

Sec. feet.

0.14

0.10

0.05

0.06

0.07

0.06

0.06

0.19

0.14

0.13

0.18

0.19

a Observations November 1-15, inclusive, only. 

b Observations August 8-31, inclusive, only.

On September 10, 1895, two measurements of the stream were made, 

one in the flume above the division box and the second at the division 

weir. At this weir the water was contracted at the ends and had a 

velocity of approach of 2 feet per second. Below the division box is the 

ice house weir, over which the seven-tenths of the water going to Azusa 

is measured. Basing a computation of discharge of the whole stream 

on this lower weir, three results are obtained, that in the flume giving 

39.93 second-feet, that at the division box 37.76 second-feet, and that at 

the ice house a little less.

AZUSA STATION, ON SAN GABRIEL KIVER.

The flow of the river during the summer can be obtained with a sufficient degree of accuracy from measurements at the ice house, but to 

obtain the discharge during the winter, when the water is not used, 

is a matter of considerable difficulty and expense. It was decided to 

place a rod in the river to be used after the summer weir measurements were dropped; accordingly, a station was established at the head 

of the lower tunnel leading to the Azusa ditch. This -was equipped 

with cable, car, and guy wire. The gage consists of a 4-inch by 6-iuch 

post planted 5 feet deep in the bowlders; on this a painted rod is fastened. The bench mark is on the sill at the upper portal of the lower 

tunnel. The initial point for soundings is at the vertical granite wall. 

The channel both above and below the station is straight for about 200 

feet. The bed is rocky and apparently permanent. Arrangements have 

been made for having this gage read during the winter whenever the 

observer passes up or down the canyon, the trip being made usually 

three times a week. In case of flood, other readings will be made by 

Mr. H. F. Parkinson.
318 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

On November 5,1895, Mr. Lippincott made measurements, the water 

at this time standing at a height of 1.50 feet on the rod. The quantity at the rod was found to be approximately 13 second-feet, at the 

waste pipe below 3 second-feet, and at the weir in canal a little less 

than 30 second-feet, in all about 46 second-feet.

MOHAVE RIVER.

Measurements of Mohave Eiver were made by F. W. Skinner at the 

upper narrows at the proposed dam site of the Victor Eeservoir Company, in sec. 10, T. 5 N., E. 4 W. Mr. Skinner states that the measurements were made at frequent intervals between January 1 and 

August 1,1893. The maximum discharge was 8,500 second-feet and 

the minimum 38 second-feet. Surface velocity measurements only were 

made, these being obtained by means of floats. From the estimates 

thus prepared the average flow from August 1,1892, to August 1,1893, 

was calculated to have been 825 second-feet. The appearance of the 

drift along the banks and the statements of residents of Victor show 

that the water during the winter lacked several feet of reaching the 

high-water marks of previous years.

WHITEWATER RIVER.

On January 16, 1895, Mr. Arthur P. Davis made an estimate of the 

discharge of Whitewater Eiver, in southern California. At the time 

of examination the discharge was approximately 4,800 second-feet. The 

river was in flood, and had been much higher the day before.

SANTA ANA RIVER.

This river is the most important source of water for the San Bernardino Valley, supplying the region in the vicinity of Eedlands, a portion 

of its waters being taken over into the San Jacinto basin. The irrigation systems depending upon this river are described by William Ham. 

Hall, in his report upon Irrigation in Southern California. 1

Estimates of the amount of water available from this river have been 

made by the Bear Valley Company. The Santa Ana Canal, designed 

to carry the winter storm waters to Sail Jacinto Lake as well as the 

summer flow and stored water from Bear Valley reservoir, has a capacity of 240 second-feet. The following list gives the dates upon which 

measurements were made and the quantity of water in cubic feet per 

second. The third column in the table gives the estimated average 

discharge for the month named.

'Irrigation in California (southern), the field, water supply and works, organization, and operation 

in San Diego, San Bernardino, and Los Angeles counties. The second part of the report of the State 

engineer of California on irrigation and the irrigation question, William Ham. Hall, C. E., State 

engineer. Sacramento, 1888, pp. 119-120, 177.
NEWELL.] SANTA ANA EIVEE. 319 

Estimated discharge of Santa Ana River at mouth of canyon.

Date.

1881.

July4. ..........

August 23.......

September 7 .... 

September 12 ...

October 10. ......

October 19.......

Of»f«V*AT» 94.

1882.

Julyl ...........

July 10 ..........

July 22 ..........

July 25 ..........

Estimated 

discharge.

Second-feet.

23.4

14.8

14.0

17.1 

14.0

1C K

12.2

18.2

18.2

18.0

20.2

17.6

18.4

20.4

20.7

91 *>

24.0

22.4

22.7

21.4

22.2

22.4

24.4

19.6

16.7

17.6

13.8

Average 

for month.

Second-feet. 

a 24. 0

024.0

a 24.0

a 24. 0

a24 0

22.0

12.0

14.0

16.3

on K

22.1

22.6

a 24. 0

a 24. 0

a 24. 0

a24. 0

21.6

Date.

1882. 

July 29.. .........

JulySl ...........

November ........ 

December ........ 

1883.

July26...... ......

July30...... ......

Estimated 

discharge.

Second-feet. 

13.4

14.7

11.0

617.7

24.0

24.8

20.0

18.0

22.5

16.4

14.4

15.4

U Q

11.8

11.6

11.4

12.6

12.2

12.3

13.4

13.0

11.7

13.2

13.6

12.3

14.2

12.8

27.6

21.0

Average 

for month.

Second-feet.

16.9

19.8

18.8

21.7 

a 22.1

a 24.0

a 24. 0

a 24.0

a 24. 0

a 24. 0

22.8

18.0

12.8

12.9

cl6.8

21.4

C21.8

a During the first five months of each year, from January to May, inclusive, there was found to be 

a surplus over the demands made upon the river. The estimated discharge has been placed at 24 

second-feet plus, evidently indicating that more thau this amount was discharged by the stream. As 

to bow much more the records do not indicate.

60n August 11, 1882, there was a heavy shower in the mountains and a "cloud-burst" in Mill 

Creek Canyon about 1 p. m. It is reported that for over two hours a flood of about 1,500 second-feet 

ran down Mill Creek wash. This is said to have come in a wall. The discharge fell off rapidly in 

volume after two hours.

c Approximate discharge; obtained by comparison.

The average discharge of Santa Ana River by months is given in the 

following tables for the years 1881 to 1885, inclusive. These figures have 

been taken from records of the engineers of the Bear Valley Company. 

It is evident from estimates of the discharge during the first five months 

of the year, as given in the preceding table and in the following figures, 

that the engineer merely wished to show that there was more than 24 

second-feet flowing during the winter, and did not try to ascertain the 

exact amount. It is obvious that a stream which averaged 14 secondfeet in August or September would discharge ordinarily much more than 

24 second-feet in January or February. The record for the year 1884 

has doubtful value, although in view of the heavy rainfall it may be 

reasonable. The estimates for 1885 have also been called in question. 

The figures for 1884 have been estimated from measurements and obser-
320 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

vations made in Bear Valley Divide, at the mouth of Santa Ana 

Canyon. About one-half of the total amount is reported to have conie 

from Bear Valley.

Estimated monthly discharge of Santa Ana River in second-feet.

Month. 1881.

+24.0

+24.0

+24.0

+24.0

+24.0

22.0

12.0

14.0

16.3

20.5

22.1

22.6

1882.

+24.0

+ 24.0

+24.0

+24.0

+24.0

21.6

16.9

19.8

18.8

20.0

21.7

22.1

1883.

+24.0

+24.0

+24.0

+24.0

+24.0

22.8

18.0

12.8

12.9

16.8

21.4

21.8

1881-1883 

(average).

24.0

24.0

24.0

24.0

24.0

22.1

15.6

 15.5

16.0

19.1

21.7

22.2

1884. a

700.0

1, 000. 0

1, 200. 0

1, 200. 0

960.0

370.0

62.0

46.0

36.0

56.0

40.0

44.0

1885.

48.0

50.0

48.0

56.0

44.7

36.0

27.3

24.0

21.6

22.5

a The record for this year has doubtful value.

A series of measurements were made on September 12,13,14, and 

15,1883, showing for each hour in the day the temperature of the air 

and the amount of water in the stream. This quantity is the average 

at the point known as Divide, lying between the North Fork and 

South Fork ditches in the mouth of Santa Ana Canyon. The elevation at this point, as obtained by engineer's level on June 30, 1895, is 

1,916 feet. Measurements were taken simultaneously at several points 

on the river and averaged. The temperature in the following table is 

given in degrees Fahrenheit and also in the percentage or ratio which 

it bears at a given hour to the average throughout the given time. 

The quantity of water is given in second-feet and also in percentages 

which this bears to the average for the period under consideration.

Average daily temperature and discharge of Santa Ana River, September 12, IS, 14, and

15, 1883.

Time.

12 midnight......

Temperature.

Average 

air.

Deg. F. 

 56 

54.3 

54.3 

53.7 

53.3 

57.3 

59.3 

62.7 

70 

74 

77.3 

81.3 

83.3 

84 

83.7 

82.3 

79.7 

. 74 

66 

62.7 

.60.7 

57.7 

56 

56

Ratio to 

mean.

.840 

.815 

.815 

.805 

.800 

.860 

.890 

.940 

1.050 

1.110 

1.1GO 

1.220 

1. 250 

1.260 

. 1. 255 

1.235 

1.120 

1.110 

.991 

.940 

.910 

.865 

.84.0 

.840

Discharge.

Average.

Sec. feet. 

11.9 

12.0 

12.2 

12.5 

12.7 

13.0 

13.2 

13.2 

13.2 

13.4 

13.2 

13.2 

12.9 

12.6 

12.1 

11.6 

11.3 

11.1 

11.1 

11.1 

11.3 

11.5 

11.8 

11.9

Ratio to 

mean.

.968 

.978 

.999 

1. 019 

1.039 

1.062 

1.080 

1.080 

1.080 

1.090 

1.080 

1.080 

1.050 

1.029 

.989 

.964 

.923 

.908 

.903 

.903 

.923 

.938 

.962 

.973
NEWELL.] SANTA ANA AND SAN LUIS KEY KIVERS. 321

The drainage basin of the Santa Ana Biver is in San Bernardirio 

County, Gal., and includes the northern slopes of the Grizzly and San 

Bernardino mountains, 11,725 and 10,100 feet in elevation, respectively. 

These are the highest mountains in southern California. At most 

points they are very steep; the summits are snow-capped until May 

and June. The rocks are largely granitic and have been cut into deep, 

narrow canyons, which are filled with bowlders. The elevation of the 

mouth of the Santa Ana Canyon is estimated to be 1,800 feet. The 

whole character of the basin is favorable to a large run-off. Records 

of precipitation upon this basin have been kept at a point near the 

present Bear Valley Dam. As this locality is in a depression or canyon, 

it is thought that the observed results are probably in excess of the 

average rainfall for the basin above the dam. The assumed elevation. 

of the rain gage is 6,500 feet. The record as given below is stated to 

show the largest precipitation shown for any point in southern California, and engineers have considered it excessive. The measurements 

made, however, on the head-waters of Mohave Eiver by the A'rrowhead 

Company appear to confirm these figures. The following table gives 

the depth of the annual rainfall in inches, the year being taken from 

September 1 to August 31. The average for ten years given is 57.46 

inches. The precipitation of a maximum year is 165 per cent of this 

average and of a minimum year 42 per cent.

Table of annual precipitation at Bear Valley Dam.

Year Inches.

1883-84............,......:... 94.60

1884-85....................... 28.06

1885-86....................... 65.51

1886-87....................... 24.00

1887-88....................... 62.30

1888-89....................... 46.03

Year Continued. Inches.

1889-90....................... 93.40

1890-91....................... 78.40

1891-92....................... 38.00

1892-93....................... 44.32

Average...................1 57.46

SAN LUIS KEY KIVEB.

The following computations of discharge were made by Mr. E. F. 

Tabor, of San Jacinto, Cal. The first, that of May, 1894, is a flood 

discharge as shown by high-water marks. The other figures are based 

upon measurements, excepting that of January 15,1895, which is an 

estimate in round numbers.

Date.

1894.

Discharge.

Second-feet. 

6,716

10

240

Date.

1895.

AprillJ ..............

April!? ..............

Discharge.

Second-feet. 

5,000

1<W

100

72

39

Bull, 140 21
322 PROGRESS REPORT, HYDROGRAPHY, 1895, [BOLL. 140,

SWEETWATER RIVER.

The drainage basin of Sweetwater River is in the extreme southwestern corner of the United States, being in San Diego County, Gal., 

adjacent to the Republic of Mexico. The river flows from the western 

slope of the Ouyamaca Mountain, which rises to an elevation of 6,000 

feet. -The city of San Diego, on the coast, is about 33 miles west and 

12 miles south of this peak. The drainage basin is 34 miles in length 

by about 5 miles in width, its total area above the reservoir being 186 

square miles, as determined in part from survey and in part from the 

county maps. This area is classified by Mr. Lippincott, as follows:

Sq. uiiles. 

Steep and rocky mountains favorable to large run-off'...........................

Lower rolling mountains, usually covered with brush........................... 99

Rolling bills, covered with soil and disintegrated granite........... i........... 30

Agricultural lands (17 per cent) and river bottom.............................. 31

Total.................,,......,...,...,.,..:...........,......,......... 186

The most noticeable topographic feature of this basin influencing the 

run-off is the abrupt flattening of the slopes at the base of the mountains into agricultural fields. The drainage lines deeply cut into the 

steep hillsides are quickly lost or are poorly defined in crossing the flat 

alluvial cones or partly filled valleys on the low grounds. In turn, 

the nearly level fields or parks drain into deep canyons. The occasional 

flood caused by a heavy rain rushing down the mountain side spreads 

out over the flat lands, much of it disappearing before it can reach the 

lower canyon. The steady percolation which might be expected at 

points below is to a large extent cut off by the high rate of evaporation, and thus the percentage of run^off, taking the basin as a whole, is 

small. A more detailed description of this river is given in TV illiain 

Ham. Hall's report on irrigation in southern California.

The figures relating to the amount of water draining from this basin 

and also the other details given in the following table have been compiled by Mr. J. B. Lippincott from data obtained by Mr. H. N. Savage, 

chief engineer, and Mr. James D. Schuyler, consulting engineer, of the 

San Diego Land and Town Company. The first column in the table 

gives the evaporation from the surface of the Sweetwater reservoir in 

inches in depth per month. This was measured from a metallic pan 

exposed to the direct rays of the sun at .a point near the darn, this 

being continued in use until May, 1893. Subsequently observations 

were made by means of a Piche evaporometer. 1 This was placed in an 

instrument shelter of the ordinary type used by the Weather Bureau. 

This shelter is 15 feet above the ground and about 40 feet above the 

evel of the lake, being located 500 feet northeast from the gate tower. 

It has been noted that the records from the Piche evaporometer which

1 Described by Prof. Thomas Russell in the Monthly Weather Review for September, 1888, in con: 

nection with a report upon the depth of evaporation in the United States.
NEWELL.] SWEETWATER EIYER BASIN. 323

cover the same months as those from the pan are in the ratio of 48 to 

57. It is believed that the exposed pan gives more nearly the evaporation from the wa,ter surface than the Piche evaporometer. If the 

evaporation were annually 5 feet in depth from the surface of the reservoir that is, from the 70-foot level down to the 65-foot level the loss 

would amount to 24 per cent of the total amount stored. The area of 

the reservoir at the 70-foot level is 721.80 acres. 

. The average wind velocity given in miles per hour is that noted at 

the city of San Diego, 12 miles from the reservoir, and under similar 

conditions. In this connection it may be well to note the results 

obtained by Prof. Thomas Eussell as to the effect of velocity upon 

evaporation obtained by whirling the Piche evaporometer at varying 

rates.

Experiments were made which show that the effect of the wind on the evaporation from a vessel exposed in the open air is very great. Two Piche instruments

were taken, one suspended in quiet air and the other fixed rigidly on the end of the 

28-foot arm of the whirling machine set up in the inclosuro of the Pension Office 

building. The whirling machine was the one used, in standardizing anemometers.

The instruments, filled with water, were first weighed on a fine balance to the 

hundredth of a gram. The whirling arm was then turned so that the Piche on 

its end moved with a velocity of five miles an hour. The motion was continued for 

half an hour, and at the end of the time both Piches were again weighed. Then 

the Piche that had been suspended in quiet air was put on the arm, and the one that 

had been on the arm was put in its place. The whirling was then started again at 

the same velocity, and continued for another half hour. At the end of the time the 

Piches were again weighed. While this was being done the humidity of the air was 

determined from time to time by means of whirled wet and dry bulb thermometers.

Observations were also made in the same way with the Piche moving at velocities 

of 10,15,20, 25, and 80 miles per hour. At a velocity of 5 miles an hour the evaporation from a Piche was 2.2 times that from one in quiet air; at 10 miles, 3.8 times; at 

15 miles, 4.9 times; at 20 miles, 5.7 times; at 25 miles, 6.1 times; and at 30 miles, 6.3 

times. During the time the observations were made, Juno 25 and 26,1888, the average temperature of the air was 83.7 aud the relative humidity 50 per cent.

Measurements were made of the relative humidity at the reservoir 

during 1893 aud 1894. When not obtained at this point they are given 

from the Weather Bureau figures at San Diego. The temperature of 

the air is taken as the average of the maximum and minimum daily 

readings. The temperature of the water in the lake and also in the pan 

was taken daily. That in the pan was observed at about 2 p. m., thus 

giving a reading slightly higher than that of the lake, as the pan under 

the hot sun caused the water to warm .slightly. If two readings had 

been taken each day at intervals of twelve hours the average Avould 

probably have been very nearly that of the lake. It is noted that the 

water in the lake was usually a few degrees warmer than the atmosphere.

RAINFALL IN SWEETWATER BASIN.

The rainfall has been measured at two rain gages, one at the reservoir and one at Descanso, 25 miles east of the reservoir and at an 

elevation of 3,500 feet. The Descanso gage is 3 miles to the east of the
324 PROGRESS REPORT, HYDROGRAPHY, 1895.

summit of a ridge which may act in such a manner as to cut off the 

precipitation, thus reducing it below a theoretical amount for this position. In addition to the two rain gages within the drainage basin, the 

record from a third that at the Cuyamaca reservoir is given. This 

is at an elevation of 4,800 feet, and is only 3 miles distant from the 

divide between the drainage of Sweetwater and of San Diego Eiver. 

The gage here is in a narrow valley or canyon, and the results obtained, 

being probably influenced by local topography, are regarded as excessive for this altitude and the locality.

The total amount of precipitation, as obtained at the reservoir and 

as Descanso, is not considered as showing the rainfall upon the drainage 

basin as a whole. One of the gages is located too high and the other 

too low to fairly represent the average conditions. In order, therefore, to obtain approximately the total amount of water falling upon 

the basin, certain assumptions are made and corrections are applied 

to the recorded precipitation. It is assumed that there is a regular 

increase in the rate of precipitation with altitude, and that this is 

at the rate of 0.6 inches of rain for each 100 feet increase in elevation. 

It is also assumed that the mean elevation of the whole basin is approximately 2,200 feet. Taking San Diego, which is nearly at sea level, as 

the base station, this, under the assumptions just given, would indicate that the rainfall on the basin should average 13.2 inches greater 

than that at San Diego. As the average rainfall at San Diego is 9.92 

inches, the rainfall on the Sweetwater catchment area should be 9.92 

plus 13.2 inches, or 23.12 inches.

In the same way the average rainfall is deduced from the measurements at the points within the basin. At Descanso the average rainfall is 26.38 inches. This point, having an altitude of 3,500 feet, is 1,300 

feet above the assumed altitude of Sweetwater basin. Deducting, therefore, 7,8 inches leaves 18,58 inches as the average rainfall. Again,

taking the results obtained at the rain gage at the Sweetwater reservoir, 12.01 inches, at an elevation of 250 feet, and adding to this the 

theoretical increase due to altitude of 11.70 inches, the sum 23.71 can 

be applied to the basin. The average of these two computations, based 

on the observations at Descanso and at the reservoir, is 21.14 inches 

for the basin. This method has been used in the following table, p. 325, 

in determining the average rainfall throughout the 186 square miles in 

the catchment basin for each year, additions being made to the rainfall 

recorded at the reservoir, and subtractions from that at Descanso, the 

average of the two results thus obtained being given in the table.

RUN-OFF FROM SWEETWATER BASIN.

The run-off shown in the table on page 326 has been computed by Mr. 

H. N. Savage. The stream usually ceased flowing about the J st of 

June and remained dry throughout the summer, water flowing again in 

the fall or early winter after the rains began. At this latter time the
NEWELL.] SWEETWATER RIVER BASIN. 325

reservoir is at a low stage, the Avater having been used for irrigation 

during the hot season. The flow into the reservoir, being wholly held, 

is therefore computed from the increase of height shown by the readings on the gage rod in the reservoir, due allowance being made for 

evaporation and the amount withdrawn. Later, when the reservoir is 

full and some of the water overflows, an additional amount must be 

added. To obtain this amount is a somewhat difficult matter, as the 

water flows out through a gate valve, over the waste weir, and also occasionally, during floods, over the top of the dam.

Evaporation, temperature, and rainfall at SweMwatcr reservoir, San Diego County, Cal.

Month.

1888. 

1889. 

January .... 

February . . .

August ... . 

September 

October . . . 

November 

December. 

1890. 

January . . 

February . March ....

August... 

September 

October . . . 

November 

December. 

1891. 

January . . 

February . 

March ....

July........

August . . . 

September 

October. . . 

November 

December. 

1892. 

January . . 

February . 

March ....

August ... . 

September . 

October... . 

November . 

December. .

Evaporation.

Inches.

1.990 

3.336 

3.380 

4.961 

5.822 

6.806 

7.898 

8.253 

7.360 

2.998 

4.800 

0.246

1.588 

2.214 

3.280 

4.141 

fi. 140 

7.302 

7.380 

9. 020 

0. 482 

4. 920 

5.535 

1.845

3.608 

1.353 

3.075 

3.707 

5.599 

6.027 

6.501 

8.890 

6.150 

6. 314 

4.100 

2.752

2.542 

1. 394 

3.075 

5. 822 

4. 674 

C.478 

8.808 

6.540 

6.273 

6.560 

4.766 

2.614

Wind 

(miles per 

hour) .

4.8 

5.7 

5.4 

5.6 

5.9 

5.5 

5.1 

5.0 

5.1 

4.7 

4.4 

4.7

5.0 

5.2 

4.9 

5.1 

4.6 

5.4 

4.7 

4.6 

4.3 

4.0 

4.3 

4.5

4.4 

5.8 

5.3 

4.9 

5.4 

4.6 

4.0 

3.8 

4.7 

3.8 

3.8 

5.4

3.7 

4.7 

4.8 

5.5 

5.7 

5.0 

5.0 

4.9 

4.8 

4.2 

3.7 

4.3

Humidity.

Per cent.

80 

74 80- 

79 

75 

81 

79 

69

69 

79 

59 

83

58 

73 

74 

76 

75 

74 

78 

77 

76 

79 

74 

65

58 

75 

73 

82 

68 

69 

73 

74 

74 

65 

50 

66

Temperature.

Air, 

degrees 

Fahrenheit.

70 

65 

60 

58

57 

56 

59 

61 

61 

64 

67 

73 

71 

65 

60 

56

48 

52 

55 

58 

60 

65 

70 

71 

72 

66 

65 

62

55 

52 

57 

58 

61 

65 

71 

73 

73 

66 

60 

52

55 

54 

56 

57 

61 

63 

07 

68 

68 

64 

62 

53

Water, 

degrees 

Fahrenheit.

..........

..........

..........

70 

69 

78 

80 

82 

76 

72 64 

54

54 

63 

66 

70 

71 

74 

78 

78 

76 

a 68 

60 

56

Rainfall.

At reservoir.

Inches. 

0.00

0.36

2.81

3.20

1.56

0.82

3.87 

0.36

0.21 

0.33

0.01

0.00

0.00

2.22

1.08

7.07

2.20

2.07

1.30

0.10 

0.41

0.00

0.00 

0.07 

0.42

0.45

0.93 

2.29

0.83 

5.28 

0.23

1.27 

0.83 

0.09 

0.00 

0.03 

0.00 

0.00 

0.13 

0.90

2.42 

3.47 

0.55 

0.93 

1.39 

0.07 

0.00 

0.02 

0.00 

0.15 

0.04 

2.12

At 

Descnnso.

Inches.

..........

..........

..........

..........

..........

0.00 

0.00 

1.50 

2.00

At Guy aniaca.

Inches. 

0.21 

3.82 

8.33 

13.30

2.99 

4.70 

12.85 

3.34 

2.21 

0.00 

0.00 

1.71 

0.03 

2.82 

1.64 

21.00

11.02 

16.30 

4.00 

0.97 

0.00 

0.00 

0.09 

0.90 

1.40 

0.58 

3.62 

12.13

0.00 

34.70 

3.17 

3.50 

3.69 

0.00 

0.04 

0.30 

2.67 

.0.00 

0.45 

0.75

7.23 

6.47 

7.76 

3.35 

5.90 

0.67 

0.00 

0.00 

0.00 

0.30 

2.87 

3.76

a End of measurements from pan and beginning of observations on Piche evaporometer.
326 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

Evaporation, temperature, and rainfall at Sweetwater reservoir, San Diego County,

Cal. Continued.

Month.

1893. 

January .... 

February . . .

July........

August . . . 

September 

October... 

November 

December 

1894. 

January . . . 

February . . 

March ..... 

April ......

August..... 

September.. 

October..... 

November . . 

December .. 

1895. 

January .... 

February . . . 

March ...... 

April.......

June.........

Evaporation.

Inches. 

2.708 

2.214 

1.076 

5.002 

4.902 

3.411 

5.318 

4.693 

4.864 

4.586 

4.513 

6.283

3.897 

3. 533 

3. 008 

3.634 

3.451 

4.683 

3.161 

3.066 

4.637 

3.232 

3. 347 

2.344

2.357 

2. 850 

3.121 

3.939 

4.119 

3. 188

Wind 

(miles per 

hour) .

4.0 

5.1 

6.2 

5.3 

5.8 

4.9 

5.1 

5.0 

5.1 

4.6 

4.5 

4.5

5.0 

5.2 

5.8 

5.4 

5.7 

5.6 

5.2 

4.8 

5.1 

3.8 

3.9 

4.3

6.0 

5.0 

5.3 

5.2 

5.8

Humidity.

Per cent 

51 

67 

76 

73 

72 

77 

77 

75 

75 

67 

65 

60

68 

67 

73 

70 

74 

72 

75 

77 

76 72 

76 

73

74

77

Temperature.

Air, 

degrees 

Fahrenheit.

57 

54 

51 

58 

61 

65 

69 

72 

66 

65 

58 

58

50 

50 

56 

59 

59 

62 

. 67 

68 

69 

64 

59 

54

53 

54 

5tf 

58 

63 

66 

69 

71

Water, 

degrees 

Fahrenheit.

58 

59 

60 

64 

.68 

76 

81 

80 

77 

70 

60 

58

52 

56 

' 59 

65 

68 

76 

80 

82 

75 

70 

64 

59

 Rainfall.

At reservoir.

Inches. 

0.22 

1.96 

6.50 

0.27 

0.20 

0.00 

0.16 

0.00 

0.00 

0.33 

0.84 

2.08

0.36 

0.71 

1.69 

0.04 

0.15 

0.00 

0.00 

0.00 

0.00 

0.04 

0.00 

3.03

9.63 

1.52 

1.18 

0.44 

0.35 

0.00 

0.00 

0.00

At 

Descanso.

Inches. 

S.01 

2.64 

14.07 

0.50 

0.00 

0.00 

0.75 

0.00 

0.25 

1.25 

3.15 

4.38

2.10 

3.40 

3.63 

0.13 

0.50 

0.38 

0.12 

0.13 

0.00 

0.00 

0.00 

7.62

19.52 

2.76 

3. 13 

0.64 

0.63 

0.00 

0.00 

0.00

At 

Cuyamaca.

Inches. 

5.55 

9.13 

15. 60 

1.00 

1.00 

0.00 

1.20 

0.30 

0.00 

1.90 

3.30 

6.05

2.05 

2.05 

3.00 

0.00 

1.00 

0.50 

0.00 

 1.50 

0.40 

0.00 

0.00 

12.76

28.43 

6.05 

5.52 

1.20 

0.10 

0.00 

0.00 

0.00

The following table gives, for the period from 1888 to 1895, the estimated precipitation upon the catchment basin, obtained as stated on 

p. 324, also the depth of run-off in inches and the relation which this 

bears to the depth of rainfall, by years. The years chosen are not calendar years, but extend from September to August, inclusive, as this 

division is more in accordance with the distribution of rainfall and the 

discharge of the streams.

Estimated rainfall upon the Sweetwater catchment basin, also depth and percentage of

run-off.

Tear.

1888 89.......................

1889 90.......................

1890 91

1RQ9 Q3

1893 94.......................

1894-95........................

Total..................

Rain.

Inches. 

21. 00

25.71

23.40

17.14

 20.00

14.76

27.14

149. 15

Run-off.

Inches. 

2.54

3.71

2.07

0.62

1.61

0.14

7.12

17.81

Per cent.

12

14

9

4. 8'

1

26

12

The figures concerning the amount of evaporation, wind movement, 

humidity, temperature, rainfall, and run-off are brought together for 

comparison by years in the following table. In this case, as stated
SWEETWATER RIVER, CALIFORNIA. 327

above, the years extend from September to August, inclusive, as this 

most nearly agrees with the natural division.

Annual evaporation, temperature, rainfall, run-off, etc., in Siveetwater l)asin.

Period.

1888-89 . 

1889-90 . 

1890-91 . 

1891-92 . 

1892-93 . 

1893-94 . 

1894-95 .

Evaporation.

inches.

50. 47 

57.54 

58.05 

49.60 

48.68

Wind 

(mile 

per 

hour) .

4.9 

4.6 

 4.8 

4.9 

5.1

Humidity.

Per ct.

72 

68 

70

Temperature.

Air.

Deg.F.

61 

61 

60

Water.

De0. F.

08 

67 

67

itaittfail;

Beservoir.

Inches.

TO K'J

16.52 

12.65 

9.88 

11.62 

6.20 

16.19

Descauso.

Inches.

31. 30 

30.25 

20.50 

24.47 

19.42 

34. 3u

Cuyamaca.

inches. 

53, 40 

58. 83 

03. 13 

41.75 

40.21 

21. 35 

54.12

Estimated 

on 

basin;

Inches. 

21.00 

25. 71 

23.40 

17.14 

20.00 

14.76 

27.14

Rtiii-off.

Inches-.

2:54

3. 71 

2.07 

0.62 

1.01 

0.14 

7.12

Perd: 

12 

H 

9 

4 

8. 

1 

26

FLOODS IN THE

The Sweetwater, like the other rivers of Southern California^ is liable 

at times to extraordinary floods, due to heavy precipitation upon the 

catchment basin. In 1.893 two floods furnished 70 per cent of the 

annual discharge of the river for that year. For the 24 hours ending 

March 24,1893, the river discharged 3,069 acre-feet. For the seven 

days ending March 27, the total amount discharged was 7^980 acrefeet. In January, 1895, a flood was carefully watched and the flow 

computed at short intervals, as shown in'the following table. The total 

run-off from 5 p. in. on January 14 to noon on January 22 was equiva* 

lent to a trifle over 4.70 inches over the whole drainage basin, or in all 

46,670 acre-feet. This same storm gave a maximum discharge from 

Cedar, Boulder, and Colman creeks, aggregating 100 square miles 

within the drainage basin of San Diego River, of 13,000 second-feet.

Eate of flow during flood of January, 1895, in Siveetwater River.

Time.

12m..........

Secondfeet.

84

1,855

6.410

5,214

5,262

4,152

6,135

5,567

3 907

4,720

3,585

5,316

5,370

6,602

8,713

13, 684

13, 000

Time.

10.30 a.m......

Secondfeet.

15, 148

18, 148

14, 034

14, 490

7,227

9,420

8, 310

6,930

5,302

3,545

3,331

2,090

2,048

2,460

1,532

2,944

2,888

3,068

Time.

3.30 p. m .......

5.30p.m.......

12m...........

Secondfeet.

3,470

3,304

3,968

4,692

3,224

3,230

3,170

3,314

2,805

2, 674

2,484

2,500

2,136

1,880

820

750

800

810

530
328 PROGRESS REPORT, HYDROGRAPHY, 1895. [BUU.UO.

INCREASE OF PRECIPITATION WITH ALTITUDE.

In connection with the above data concerning the rainfall and run-off 

on the Sweetwater drainage basin, Mr. J. B. Lippincott has given a discussion of the precipitation in southern California, and has brought 

together figures showing the increase of rainfall with altitude. The 

following statement is taken from his report:

The warm, moisture-laden winds from the sea on their inland journey are driven 

up the slopes in the Coast Range. As they rise in elevation they expand under the 

lighter atmospheric pressure/become chilled, and are deprived of all moisture in 

excess of the point of saturation at that temperature and pressure. This lowering 

of temperature in their ascent is more pronounced in winter than in summer, and, 

coupled with the fact that a high barometer is normal off the coast of southern California during the summer season, the winds yield much less rain.

The year in California is naturally divided into a wet and a dry season, the dry 

season beginning about the 1st of May, with little rain falling, except in thunderstorms in the high mountains, before the 1st of October. The rains then gradually 

increase, reaching their maximum in January. The records of the United States 

Signal Service and the Weather Bureau begin the year wi th the 1st of January. This 

is not a proper division in this region, as it will not show either the maximum or 

minimum years o£ rainfall. Engineers divide the year either with the 1st of July 

or the 1st of September.

The effect of topography on rainfall is given in a report by Prof. G. E. Curtis' in 

the following words:

"In general the amount of rain increases with the elevation above sea level up to a 

maximum plane, after which a.decrease takes place. S. A. Hill has shown that in 

the northwest Himalayas, where the rainfall is most remarkable in amount and rate 

of variation, the observations can be represented by the following empirical formula: 

R = l-j-1.92/i, 0.40 ft 2 -f 0.027i 3, iu which R represents the amount of rain and h the 

relative height in units of 1,000 feet above the assumed plane, which is itself 1,000 

feet above sea level. From this formula the height of maximum rainfall is computed to be 3,160 feet above the plane, or 4,160 feet above sea level. It is further 

shown that this elevation is that at which, according to the observed law of decrease 

of temperature, the southwest monsoon is cooled just below its dew-point. This 

point will be that at which in .the mean we should expect the maximum precipitation to take place. * * * A very rapid diminution takes place on the leeward 

side, where the stations record only about half the amount of rainfall given by 

stations of equal elevation on the windward side."

Similar conditions prevail'in California. In illustration the following table (p. 329) 

is given, in which the results obtained at a base station are compared with those from 

other stations in the vicinity and on that parallel. The base station in each case is 

one whose record is of long standing. In the table the second column gives the period 

during which the record has been kept. The third shows the elevation of the station 

above sea. The fourth gives the annual average recorded rain at that station. The 

fifth gives the relation of the rainfall at the base station, during the years that rainfalls were actually recorded at the station under consideration, to the total average 

rainfall recorded at the base station during its entire period of observation. The 

record at the second station is then adjusted by this ratio and a probable average 

rainfall is determined for the station considered and entered in the sixth column 

under the head " Probable mean rain." 2 For example, take the station Poway. The

'Signal Service Notes, No. XVI. The effect of wind currents on rainfall, by G. E. Curtis, Washington, 1884, pamphlet, II pp., pp. 6-7.

2 See statement of Arthur Jacobs, late executive engineer for irrigation, Her Majesty's Bombay 

Service, in Van Nostraud's Science Series, No. VI, p. 11.
NEWELL-l RELATION OP RAINFALL TO ELEVATION. 329

record at this point is for ten years, while the record at the base station, San Diego, 

has been kept for a period of forty-five years. Now, the average annual rain for a 

period of forty-five years is probably nearer the actual average than that given by a 

record extending over a much less period. The two stations, being so near together 

and subject to the same general climatic conditions, have probably a close relation. 

If during the time that the record has been kept at Poway the rain at San Diego is 

found to be 117 per cent of the average of forty-five years, then the recorded rain at 

Poway is assumed to be 117 per cent of the average there.

By examining the data available, it has been found that the increase in precipitation due to elevation is approximately at the rate of 0.6 of an inch of rain for each 

100 feet rise in elevation on the western slope of the Coast Range and of the Sierra 

Nevadas in California. There is also an increase due to elevation on the eastern 

slope, but this is very much less in amount. The figures in the seventh column in 

the table below have been obtained by adding the computed increase due to elevation above the base station to the recorded rain at the base station. By comparing 

these figures in the seventh column, showing theoretical rainfall, with tho recorded 

mean rainfall and the probable mean rainfall given in tho fourth and sixth columns, 

the applicability of this deduced rate of increase of precipitation with altitude is 

shown.

Table slioiinng the relation of rainfall to elevation in California.

Station.

First group.

Sweet-water, reservoir .....

Second group.

Bear Valley, reservoir ..... 

Third group.

Fourth group.

' Period.

1850-95 

1888-95 

1878-89 

1889-95 

1879-84 

1887-95

1871-94 

1883-94

1849-89 

1870-84 

1870-84 

1870-84 

1870-84

1870-84 

1870-91 

1870-91

Elevation.

Feet. 

. 0 

250 

400 

3,500 

4,500 

4,800

330 

6,000

31 

1,360 

2,422 

5,934 

7,017

5,919 

4,497 

4, 085

Rainfall.

Recorded.

Inches. 

 9.92 

12.37 

13.38 

26.65 

. 37. 75 

44.66

16.96 

54.03

19.90 

32.72 

44.81 

57.41 

47.93

29.53 

5.17 

3.83

Per 

cent.

103 

117 

101 

130 

102

110

102 

102 

102 

102

102 

102 

102

Probable 

mean.

Inches.

12.01 

11.43 

20.38 

29.04 

43.79

49.09

32.08 

43.93 

56.28 

46.99

28.95 

5.07 

3.75.

Theoretical.

Inches.

11. 42 

12.68 

30.92 

36.92 

38.72

50.92

27.78 

34.20 

55.20 

01.80

54.60 

46.56 

44.28

a Base stations.

The stations of the first and second groups are located in San Diego County, and 

are all on the Avestern slope of the Coast Range. Bear Valley is 80 miles east of 

Los Angeles on the same slope. The third group comprises tho stations along the 

Central Pacific from Sacramento east to the summit, and the fourth those along the 

same line of road on the eastern slope 14,49, and 83 miles by rail beyond the summit. 

This fourth group is given to show that wholly different conditions prevail on the 

eastern and on the western slopes of the mountain.

All these records are seasonal, the year being divided at the 1st of September 

when possible. Data are given from Signal Service and Weather Bureau reports, 

and from those of the California State engineer, the former being accepted in cases 

of differences. Excepting the fourth or last group, which is given simply to show
PROGRESS REPORT, HYDROGRAPHY, 18§5. [Butt. 146.

that the conditions prevailing on the eastern slope are different from those of the 

western, it may be seen that the theoretical rain is very nearly the same as the 

probable mean rain. The instances where the widest variations exist usually can 

be explained.

In regard to the value of the theoretical rainfall, reference may again be made to 

the paper by Professor Curtis. He states (p. 8) that the Signal Service, in an investigation of the rainfall on the Summit of Mount Washington to determine the local 

distribution and the average rainfall for the station, placed five gages on the summit of the mountain, one in the center and four to the four points of the compass 75 

feet distant from it. It has been known for a long time that a gage placed at an 

elevation above ground usually recorded less than one placed on the ground below, 

this difference being caused by wind currents. The increased velocities of the wind 

around the corners and over the tops of the buildings, hills, or even the gage tend 

to increase the slant of the falling rain at those points, and when just past the 

obstruction, the velocity of the wind being again reduced, a heavier fall of rain will 

be deposited. In this experiment on Mount Washington observations were made 

from September 1, 1882, to October 1, 1883. As the measurement of snow was reported 

as altogether unreliable, it was excluded. In the following table it is shown that 

the windward gages had received during this period 24.64 inches of rain and the 

leeward ones 28.43 inches, single storms showing greater variation. The conclusion 

reached is that precipitation varies materially within distances of only 100 or 200 

feet.

The most remarkable feature of the experiment is the different results obtained from 

gages with 3-iuch and 8-inch catchment cups. The gages that were set to the four 

points of the compass had 3-inch cups and the regular station gage had one 8-inch 

cup. For the period in question the four exterior gages recorded 45.82, 51.19, 45.40, 

and 42.63 inches, respectively, while the regular station gage recorded 58.70 inches 

of rain.

Comparative reading of S-inch and 3-incli gages in wind.

Wind velocity in miles per hour.

15.

Inches. 

3 

1.75

100

Inches. 

8 

1.84

105

40

Inches. 

3 

2.77

100

Inches. 

8 

3.37

122

60

Inches. 

3 

l.CO

100

Inches. 

8 

2.44

152

75

Inches. 

3 

1.87

100

Inches. 

8 , 

3.49

186

In view of these records, which are taken with experimental care, the statement 

would be justified that the "Probable rainfall," as shown in the table on page 329, 

agrees with the "Theoretical rainfall" as closely as it can be measured, the gages 

being of different makes and sizes.

The recorded rainfall of the Cuyamaca gage is probably in excess of the average 

rain for this elevation and the locality, and it is so considered by engineers in San 

Diego. The gage is in a narrow valley or canyon, and is probably affected by the 

winds and the topography.

It will be seen that Cisco; with an elevation of 5,934 feet, has a rainfall of 56.28 

inches, while Summit, 13 miles beyond, with an elevation of 7,017, has only 46.99 

inches of rain. It may bo that this variation is due to the wind action, especially 

on the snow, which averages each year 31 feet in depth, or to the fact that Summit 

is above the plane of maximum rainfall, as mentioned on page 328.
NEWELL.] DENVER AND KENSINGTON EATING STATIONS. 331

RATING STATIONS. 

DENVER BATING STATION.

The Denver rating station is located at the reservoir of the Denver 

Union Water Company's pumping works, two blocks west of Lincoln 

Park, in the city of Denver. This reservoir is covered by a platform or 

flat roof, supported on vertical timbers, whose lower endsare immersed in 

the water. The flooring consists of inch boards supported on horizontal joists at an elevation a few feet below the top of the reservoir bank. 

Permission was obtained from the water company to cut a slot 16 inches 

wide and 200 feet long in this platform or roof. On each side of this 

slot is laid a 9-pound T-rail, forming a tramway, having a gage of 18 

inches. On these rails runs a car similar to those used in mines. On 

this car are mounted suitable devices for holding, vertically, an iron 

rod, to the lower end of which the current meter can be attached. This 

projects down through the slot into the water, so that the meter can be 

held at any desired depth.

The car is pushed by hand backward and forward, the meter being 

turned, or, when upon a swivel, taking its own position parallel with 

the slot. Distances of 10 feet are laid off along the rails, and the speed 

of the car can be regulated by observing the number of seconds required 

in passing over each 10 feet. Usually the length of course chosen for 

rating the meter is 100 feet, as it has been found that this is sufficient 

length for all practical purposes. When the meter is run at high 

velocities it is sometimes advantageous to run it for 150 feet, using the 

surplus 25 feet at each end for the purpose of starting and stopping 

the car.

. As originally constructed the car was moved by means of a light 

cable, which could be wound round a drum turned by hand. It has 

been found, however, that the car can be pushed by hand at a nearly 

uniform speed, and that it is not necessary to employ extra assistance 

required to wind and unwind the cable and to regulate its speed.

KENSINGTON RATING STATION.

This station for rating meters in the vicinity of the city of Washington is located in Maryland, on the south side of a small pond constructed by the Chevy Chase Land Company near the power house at 

the junction of the Chevy Chase and Kensington electric railroads. 

The equipment consists of a wharf 165 feet long and 5 feet 4 inches 

wide. This extends easterly and westerly across a small indentation 

of the shore and connects the outer ends of two rough piers. The water 

is from about 4 feet deep on the east to 12 feet deep on the west; The 

wharf is built of Georgia and Virginia pine, and has upon it near the 

outside edge an 18-inch track 150 feet long made of T-rails weighing 

8 pounds to the yard. A small car having wheels flanged on the
332 PROGRESS REPORT, HYDROGRAPHY, 1895. IBOT.L. 140,

inside runs along this track supporting, by suitable devices, a vertical 

iron rod which is thus made to move forward and backward, clearing 

the outer edge of the wharf by about 8 inches. The car can be moved 

at any desired speed, and the weight, about 125 pounds, is such that 

the motion is at a nearly constant rate. A measured course of 100 feet 

is laid off, leaving 25 feet of track at each end for the purpose of starting and stopping the car. A slight easterly current is perceptible in 

the water, due to the flow toward the outlet of the pond.

LAWRENCE RATIN& STATION.

The rating station at Lawrence, Mass., was used for Eastern meters 

before the Kensington station was constructed. This station was originally devised by the engineers of the Essex Company, and is located 

at the lower end of their canal at Lawrence. A wharf at that point 

has been built in the middle of the canal for a length of about 200 

feet, and having a crosspiece at the upper end. These two wharves 

are planked to the bottom of the canal, thus preventing currents in the 

portion cut off. The measured course is 100 feet long, with 25 feet at 

each end for starting and stopping the car. The track is of wood, with 

a strip of iron attached, projecting about one-half inch above the outside 

rail. The car or truck is small, weighing only about 30 pounds. The 

outside wheels are grooved and run upon the projecting strip of iron, 

while the inside wheels are flat and bear directly upon the wooden rail. 

This, like the trucks at the other stations, is moved forward and backward over the course by hand.1

METER RATING TABLES.

The following tables give the ratings of the various current meters 

used by this Survey, arranged in concise form for convenience of reference by the hydrographers. There is also given a brief memorandum as 

to the amount of use or the individual peculiarities of each instrument, 

as it has been found that there is a noticeable difference in the operation of machines made from the same patterns and at the same time. 

The meters are rated as nearly as possible under the same conditions 

and theoretically should give the same results, but in practice it has 

been found that there are slight discrepancies due to peculiarities the 

origin of which can not always be.definitely ascertained.

In these tables the ratings of similar instruments have been placed 

opposite each other for comparison, having been reduced to a common 

system. It has been found most convenient to express these meter 

ratings not in the coefficient of relation of revolutions of meter to velocity, but in the actual velocities corresponding to certain fractional 

revolutions.

'See also description of the rating station of the Kern County Land Company at Bakersfleld, Gal.,, 

oil page 269.
NEWELL.] METER EATING. 333

METHODS OF RATING THE METERS.

The current meters in use by the Survey are rated at the stations 

described on page 331, not only when first put in use, but at various times, 

whenever it is thought that the rating may have been altered by accident or by wear. After constant use in streams carrying more or less 

sediment, the bearings become worn and the friction is increased, or 

sometimes reduced. Accidents to the meters occasionally result in 

bending the blades or cups slightly, or in distorting the bearings by an 

amount too small to necessitate repairs but sufficient to materially 

alter the relation of revolution of the meter wheel to the velocity of the 

water. With meters in constant use, therefore, it is essential to have 

check ratings made from time to time. The instruments are sent in 

from the field to the rating stations, in the case of the larger instruments merely the revolving head and spindles being sent by mail.

At the station the meter is attached to the lower end of the vertical 

rod and immersed in the water at a depth of from. 1 to 2 feet, the water 

usually being clear, so that the instrument can. be plainly seen. The 

car to which the rod is attached is then pushed over the measured course 

at a uniform velocity and the number of revolutions of the meter noted, 

as well as the time in seconds. The car is run first in one direction and 

then in the other, so that the effect of currents which may be set up in 

the water by the motion of the ineter is to a large extent eliminated. 

From twenty to forty observations are made at various velocities. 

These range from a rate of less than 0.5 foot per second up to 8 or 10 

feet per second, or even more. It is usually found, however, that above 

very low velocities the rating table follows the equation of a straight 

line. From twenty to forty observations are usually taken, depending 

upon the smoothness and regularity with which the meter revolves.

The notes of the hydrographer rating the meter (entered on blank 

form 9-205) show the date, the locality, the motion of the water, whether 

drifting slightly or not, the wind velocity, as this may account for irregularities, and similar details as to the physical conditions at the time. 

The operator also notes when the meter was last rated, by whom it has 

been used, and ascertains whether the instrument has been recently 

injured or repaired. Before rating it is customary to cause the wheel 

of the meter to revolve by hand, counting the number of revolutions or 

the number of seconds during which it will revolve, in this way ascertaining in a general way the condition of the ineter as regards friction. 

It is at all times kept well oiled3 so that the friction may be as uniform 

as possible.

The facts concerning the condition of the meter having been noted, 

the person making the rating enters in the proper column and in regular order the direction in which the meter has been run for each observation, whether across the pond or back to the point of beginning, 

indicating this by the letter a or b. Next to this in the provided blanks 

is given the length of the run in feet, usually 100, and the time in
334 ' PKOGEESS KEPORT, HYDROGRAPHY, 1895. [BCLL.UO.

seconds. Against this is placed the number of revolutions of the 

meter, or, when an electric meter with register is used, the readings of 

the register at the beginning and at the end are noted and the difference is placed in the proper column. A suitable number of observations agreeing among themselves having been made, the hydrographer 

can then compute the rating at his leisure.

The process of computing the rating table or coefficient is as follows: 

The number of seconds for each observation is divided by the number 

of feet, giving the velocity in feet per second, and the number of revolutions is divided by the number of seconds, giving the revolutions per 

second. For each observation, then, there is given the velocity and 

rate of revolution. If the former is divided by the latter, there will be 

obtained what is known as the coefficient for the meter, or the number 

of feet of water passed through for each revolution. If the friction of 

the meter were the same for all velocities, this coefficient would be a 

constant, and a few observations at any velocity would be sufficient for 

the rating of the meter, but as a matter of fact this coefficient, or relation between the number of turns of the wheel and the speed of the 

meter, varies, especially at low velocities. It is necessary, therefore, to 

determine the coefficient for various speeds.

Instead of computing the coefficient of the meter by dividing the 

speed in feet per second by the number of revolutions per second, it has 

been found best in practice to first express this relation graphically in 

order that anomalies or errors may be clearly seen. The values are 

platted upon rectangularly ruled paper by coordinates, in which the 

vertical distances y represents the revolutions per second, and the 

horizontal distances x the feet per second for each observation. The 

points thus obtained are found to lie approximately in the path of a 

straight line, except near the origin of coordinates. If a straight line

is sketched through these pointsj its equation will be that of the rating

of the meter. For example, the rating of meter 110 is given as 

y = 3.Glx-\-Q.65. This indicates, obviously, that the straight line cuts 

the axis of y at a point above the origin, or, in other words, the meter 

does not revolve at very low velocities. As a matter of fact, however, 

as this line approaches the origin it changes to a curve, but as the 

equation of a curve is not convenient in practical use it has been 

assumed that this line is broken, and that the rating for low velocities 

follows a second straight line slightly inclined to the first. The equation above given is therefore modified by the statement that below 1.35 

revolutions per second the equation y = 4.15# is to be used.

The algebraic expression given above is not convenient for rapid use 

in the field, and therefore it is usually transformed into numerical values. 

This can be done in two ways. The first of these is by computing the 

coefficient for each revolution and one-tenth of revolution. This, however, involves the necessity of multiplying the observed speed of the 

meter each time when in use. To obviate this, a still further or second 

step is taken. Tables are constructed for each meter, giving directly the
NEWELL.] EATING TABLES.

speed per second of the water in terms of the revolutions of the wheel. 

This latter, if carried out sufficiently far, does away with all multiplication in the field notes, the values being picked out directly from the 

tables.

Bating tables for large Haslcell meters. 

[Velocities in feet per second.]

Kevolutions per

second.

0.00.....

0.10.....

0.20.....

0.30.....

0.40.....

0.50.....

0.60.....

0.70.....

0.80.....

0.90.....

'1.00.....

1.10.....

1.20.....

1.30.....

1.40.....

1.50.....

' 1.60.-...

1.70.....

1.80....,

1.90.....

2.00.....

2.10.....

2.20.....

2.30.....

2.40.....

2.50.....

2.60.....

2.70....,

2.80.....

2.90.....

3.00.....

3.10.....

3.20.....

3.30.....

3.40.....

3.50.....

3.60.....

3.70. ...

3.80.....

3.90.....

4.00.....

4.10.....

4.20.....

4.30 ....

4.40.....

4.50.....

4.60.....

4.70.....

4.80.....

4.90.....

5.00.....

5.10.....

5.20.....

5.60.....

5.40.....

5.50.....

5.60.....

5.70.....

5.80.....

5.90.....

6.00

6.50

7.00.....

7.50.....

8.00.....

8.50

No.l

0.30

0.36

0.44

0.51

0.59

0.68

0.78

0.88

0.99

1.09

1.20

1.30

1.40

1.51

1.62

1.73

1.84

1.95

2.06

2.17

2.28

2.38

2.49

2.60

2.71

2, 82

2.93

3.04

3.15

3 26

3.36

3.47

3.58

3.69

3.80

3.91

4.02

4.13

4.25

4.36

4.46

4.57

4.68

4.79

4.90

5.01

5.12

5.23

5.35

5.46

5.56

5.67

5.78

5.89

6.00

6.11

6.22

6.33

6.45

6.56

No. 2

0.30

0.37

0.44

0.51

0.58

0.66

0.75

0.85

0.94

1.03

1.12

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.12

3.22

3.32

3.43

3.53

3.64

3.74

3.85

3.95

4.05

4.16

4.26

4.37

4.47

4.57

4.67

4.77

4.88

4.98

5.09

5.20

5.30

5.40

5.51

5.62

5.72

5.82

5.92

6.03

6.13

6.23

6.74

No. 3

0.23

0.30

0.37

0.45

0.54

0.64

0.74

0.85

0.90

1.07

1.17

1.28

1.39

1.49

1.60

1.71

1.82

1.93

2.04

2.15

2.26

2.37

2.48

2.59

2.70

2.82

2.93

3.04

3.15

3.27

3.39

3.50

3.61

3.72

3.83

3.95

4.06

4.17

4.28

4.40

4.52

4.63

4.74

4.86

4.97

5.08

5.20

5.31

5.42

5.53

5.65

5.76

5.87

5.99

6.10

6.21

6.33

6.44

6.55

6.66

6.78

7.34

7.91

8.47

9.04

9.60

No. 4

0.30

0.35

0.41

0.47

0.54

0.62

0.70

0.80

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

2.31

2.41

2.51

2.62

2.73

2.83

2.94

3.04

3.15

3.25

3.36

3.46

3.56

3.67

3.77

3.88

3.98

4.09

4.20

4.30

4.41

4.51

4.62

4.72

4.82

4.93

5.04

5.14

5.25

5.35

5.46

5.56

5.67

5.77

5.88

5.98

6i09

6.20

6.30

6.82

......

......

No. 5

0.28

0.34

0.40

0.47

0.54

0.02

0.70

0.78

0.86

0.95

1.05

1.15

1.26

1.3C

1.47

1.57

1.68

1.78

1.89

1.09

2.10

2.20

2.31

2.41

2.52

2.62

2.73

2.83

2.94

3.04

3.15

3.25

3.36

3.46

3.57

3.67

3.78

3.88

3.99

4.09

4.20

4.30

4.41

4.51

4.62

4.72

4.83

4.93

5.04

5.14

5.25

5.35

5.46

5.50

5.67

5.77

5.88

5.98

6.09

6.19

6.30

6.82

7.55

7.87

8.40

8.92

No. 6

0.30

0.35

0.41

0.48

0.55

0.63

0.72

0.82

0.92

1.03

1.14

1.24

1.34

1.45

1.55

1.65

1.76

1.86

1.90

2.07

2.17

2.27

2.38

2.49

2.60

2.71

2.82

2.92

3.03

3.13

3.23

3.33

3.44

3.54

3.65

3.76

3.86

3.97

4.08

4.18

4.30

4.41

4.52

4.63

4.74

4.85

4.96

5.07

5.18

5.29

5.40

5.51

5.62

5.73

5.84

5.94

6.05

6.16

6.27

6.38

......

......

No. 7

0.30

0.35

0.41

0.48

0.56

0.65

0.73

0.81

0.89

1.00

1.13

1.23

1.34

1.45

1.56

1.60

1.77

1.87

1.98

2.08

2.19

2.30

2.40

2.50

2.61

2.72

2.82

2.93

3.04

3.14

3.25

3.35

3.46

3.56

3.66

3.77

3.87

3.98

4.09

4.20

4.31

4.41

4.51

4.62

4.72

4.82

4.93

5.04

5.14

5.26

5.37

5.47

5.57

5.67

.5.78

5.88

5.98

6.09

6.20

6.32

6.43

6.93

......

.......

No. 8

0.30

0.34

0.38

0.42

0.47

0.54

0.63

0.73

0.83

0.93

1.03

1.13

1.23

1.33

1.43

1.53

1.63

1.73

1.83

1.93

2.03

2.13

2.23

2.33

2.43

2.53

2.63

2.73

2.83

2.93

3.03

3.13

3.23

3.33

3.43

3.53

3.63

3.73

3.83

3.93

4.03

4.13

4.23

4.33

4.43

4.53

4.63

4.73

4.83

4.93

5.03

5.13

5.23

5.33

5.43

5.53

5.63

5.73

5.83

5.93

6.03

6.53

7.03

7.53

8.03

No. 9

0-24

0. 3tf

0.37

0.44

0.51

0.58

0.66

0.75

0.84

0.93

1.02

1. 11

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.01

2.11

2.21

2.31

2.41

2.51

2.61

2.71

2.81

2.91

3.02

3.12

3.22

3.32

3.42

3.52

3.62

3.72

3.82

3.92

4.03

4.13

4.23

4.33

4.43

4.53

4.63

4.73

4.83

4.93

5.04

5.14

5.24

5.34

5.44

5.54

5.64

5.74

5.84

5.94

6.05

6.55

7.00

7.56

8.07

8.57

No. 10

0.22

0.28

0.36

0.44

0.52

0.60

0.68

0.78

0.88

0.98

1.08

1.18

1.28

1.38

1.48

1.58

1.68

1.78

1.88

1.98

2.08

2.18

2.28

2.38

2.49

2.59

2.69

2.79

2.90

3.00

3.10

3.20

3.31

3.41

3.51

3.61

3.72

: !. 82

3.92

4.03

4.13

4.23

4.34

4.44

4.54

4.65

4.75

4.85

4.96

5.06

5.16

5.26

5.37

5.47

5.57

5.67

5:77

5.88

5.98

6.09

'...'.'.'.

No. 11

0.35

0.41

0.48

0.55

0.02

0.70

0.78

0.86

0.95

1.04

1.15

V. 25

1.35

1.46

1.56

1. 60

1.77

1.87

1.97

2.07

2.18

2.28

2.38

2.49

2.59

2.69

2.80

2.91

3.01

3.11

3.21

3.31

3.41

3.52

3.62

3.72

3.83

3.93

4.03

4.13

4.24

4.34

4.44

4.55

4.65

4.75

4.86

4.96

5.06

5.16

5.27

5.37

5.47

5.58

5.68

5.78

5.89

5.99

6.09

6.19

6.30

6.81

7.35

7.93

8.51

No. 17

0.30

0.35

0.41

0.48

0.55

0.63

0.71

0.81

0.92

1.03

1.10

1.26

1.37

1.48

1.58

1.69

1.80

1.90

2.01

2.12

2.22

2.32

2.42

2.53

2.64

2.74

2.85

2.96

3.07

3.18

3.30

3.40

3.46

3.57

3.68

3.79

3.90

4.02

4.13

4.25

4.38

4.49

4.60

4.71

4.83

4.94

5.05

5.16

5.26

5.36

5.46

5.57

5.68

5.78

5.89

6.00

6.10

6.21

6.32

6.43

6.54

......

No. 12

(a)

0.16

0.27

0.38

0.49

0.60

0.71

0.82

0.93

1.05

1.17

1.28

1.39

1.50

1.61

1.73

1.84

1.96

2.08

2.20

2.31

2.43

2.55

2.67

2.79

2.90

3.01

3.12

3.24

3.36

3.48

3.60

3.72

3.84

3.96

4.08

4.21

4.33

4.46

4.59

4.72

4.84

4.96

5.09

5.21

5.34

5.47

5.60

5.72

5.85

5.98

6.10

6.23

6.35

6.48

6.60

6.73

6.86

6.99

7.11

7.24

7.37

8.00

8.64

9. 27

0.90

10.53

No. 13

(a)

0.30

0.37

0.45

0.53

0.61

0.70

0.80

0.90

1.00

1.12

1.25

1.37

1.49

1.61

1.73

1.85

1.97

2.09

2.21

2.33

2.45

2.57

2.69

2.81

2.93

3 05

3.17

3.29

3.41

3 53

3.65

3.77

3.89

4.01

4.13

4.25

4.37

4.49

4.61

4.73

4.85

4.97

5. 09

5.21

5.33

5.45

5.57

5.69

5.81

5.93

6.05

6.17

6.29

6.41

6.53

6.65

6.77

6.89

7.01

7.13

7.25

7.85

8.45

9.05

9. 65

10. 25

a These meters have two wheels or heads. This table gives the rating for those of greater curva* 

ture for use in water having low velocity.
336 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL.UO. ' / '

No. 1. Large Haskell meter, formerly known as 1 C, being one of the first two meters purchased. 

It was originally s'ent to Salt Lake City, Utah, and then to the station at Denver for rating, heing 

used in May, 1890, liy T. M. Bannon, in Utah. In 1891 it was returned to the Washington office, having 

been used only a few times. In June, 1895, it was sent to Arthur P. Davis and rated at the Denver 

station on July 6, finally being sent to Charles P. Eoss, North Platte, Nebr., on October 31, 1895.

No. 2. Large Haskell meter, sent on July 26, 1889, to W. A. Farrish, Phoenix, Ariz., and on March 

11,1891, forwarded to Elwood Mead, Cheyenne, "Wyo. From there returned to Denver, rated by A. P. 

Davis on May 24, 1895, and sent to L. G. Carpenter, Fort Collins, Colo.

No. 3. Large Haskell meter, originally sent from Washington to Frank Harrison at Santa Fe, 

N. Mex.; returned to Denver and sent to T. M. Bannon at Salt Lake City,Utah, stored there, and returned 

to Washington in 1891; has been used hut a few times. Last rating is that of November 21,1895, at 

the Kensington rating station.

No. 4. Large Haskell meter, originally sent to Denver, and forwarded, February 27, 1890, to F. M. 

Smith, Boise, Idaho. Used on the Idaho and Oregon rivers and later stored at Boise, Idaho. On May 

26,1895, rated at the Denver station by Arthur P. Davis and sent to Prof. 0. P. Hood, Manhattan, Kans.

No. 5. Large Haskell meter, originally sent to Denver, Colo., and forwarded to T. M. Bannon, Salt 

Lake City, Utah; injured in service, repaired, and sent to J. B. Williams, Bozeman, Mont.; stored 

there and returned to "Washingtou; has been used but little; rated by Cyrus C. Babb November 23, 

1895, at the Kensington station.

No. 6. Large Haskell meter, originally sent to William Ham Hall, San Francisco, Cal., and used in 

the spring of 1890 by William P. Trowbridge, jr., in Nevada; later stored at Reno, forwarded to San 

Francisco in 1892, and returned to Washington in March, 1895; rated by Arthur P. Davis, July 6,1895, 

at the Denver station; after having been altered for use from bri'dge, sent on July 15 to Prof. E. C. 

Murphy, Lawrence, Kans.; head lost while measuring the Neosho River at lola, Kans., July 24,1895, 

by driftwood catching upon it.

No. 7. Large Haskell meter, sent originally to J. B. Williams, Bozeman, Mont., the head lost in Gallatin Eiver 011 May 26, 1890; new head made May, 1891, and later used in measurements of the Potomac at Chain Bridge, D. C.; rated on June 9,1895, by Arthur P. Davis at the Denver station, fitted for 

use from bridge, and sent November 21,1895, to Andrew J. Wiley, Grand View.'Idaho.

No. 8. Large Haskell meter, retained at Washington and used during 1891 by Cyrus C. Babb in the 

Potomac measurements-; the contact spring altered in 1891 so that direct connection was made with the, 

wires; injury by use during the Potomac floods of June, 1894; rated on November 23, 1895, by Cyrus 

C. Babb at the Kensington station; issued December 14, 1895, to B. M. Hall, Atlanta, Ga.

No. 9. Large Haskell meter, sent originally to W. A. Farrish, Phoanix, Ariz., later stored there, and 

in 1891 returned to Washington; has been used but few times; rated last November 22,1895, by Cyrus 

C. Babb, at the Kensington station.

No. 10. Large Haskell meter, sent originally to Denver, where it was rated and forwarded to L. D. 

Hopson, Eagle Hock, Idaho; later stored at Boise and sent to Denver, where it was altered for use from 

bridges; rated July 10, 1895, by Arthur P. Davis, at the Denver station and a <mt August 10,1895, to 

Prof. E. C. Murphy, Lawrence, Kans.

No. 11. Large Haskell meter, formerly known as No. 1 A, being the first purchased by the United 

Stales Irrigation Survey. This was provided with heavy brass swivel and long tail. Originally sent 

toEmbudo, N. Mex., and forwarded February 10, 1890, to W. A. Farrish, Phoenix, Ariz.; used there 

and later returned to Washington. In 1895, the meter was altered by the insertion of a small fivetoothed wheel in front of the contact spring, so that the contact was made and broken for every five 

revolutions instead of for each revolution. This small wheel can be removed so that the meter records 

for single revolutions also. Rated on November 22,1895, by Cyrus C. Babb, at the Kensington station. 

The rating with the five-spurred wheel inserted is a little less than five times that without the spurwheel, being for 1 revolution per second, 5.07; 2 revolutions per second, 10.17; 3 revolutions per second, 15.27, and so on, 5.10 being added for each additional revolution per second.

No. 12. Large Haskell meter, with high and low velocity wheels. Originally purchased by Weather 

Bureau and loaned to this Survey June 14, 1895, marked 1 and la; rated August 20, 1895, by Cyrus 0. 

Babb, at the Kensington station, and forwarded to Prof. D. C. Humphreys, Lexington, Va.

No. 13. Large Haskell meter, similar to No. 12. Loaned by Weather Bureau to this Survey June 14, 

1895; rated August 21,1895, by Cyrus C. Babb, at the Kensington station.
NEWELL.] EATING TABLES. 337

Eating table for liigli-pitch wheels 1 of small Haslcell meters. 

[Velocities in feet per second.]

Kevolutiona 

per second

0.00......

0.10......

0.20......

0.30......

0. 40.......

0.50......

0.60 .....

0.70......

0.80......

0.90......

1.00......

1.10......

1.20......

1.30......

1.40......

1.50......

1.60......

1.70......

1.80......

1.90......

2.00......

2.10......

9 90

2.30......

2.40......

2.50......

2.60......

2.70......

2.80......

2.90 ....

3.00......

3.10......

3.20....--

3.30......

3.40-...-.

3.50......

3.60......

3.70......

3.80......

3.90......

4.00......

4.10......

4.20......

4.30......

4.40......

4.50......

4.60......

4.70......

4.80......

4.90......

5.00......

5.10......

5.20......

5.30......

5.40......

5.50......

5.60......

5.70......

5.80......

5.90......

No. 14

0.65

0.71

0.78

0.86

0.96

1.06

1.14

1.23

1.31

1.40

1.50

1.60

1.71

1.81

1.91

2.02

2.12

2.23

2.34

2.46

2.58

2.69

2.81

2.91

3.02

3.13

3.25

3.36

3.47

3.59

3.72

3.84

3.95

4.07

4.18

4.30

4.42

4.53

4.65

4.76

4.87

4.99

5,11

5.22

5.34

5.45

5.57

5.69

5.80

5.92

6.04

6.16

6.27

6.39

6.51

6.73

6.84

6.96

7.07

7.19

Wo. 15

0.80

0.84

0.90

0.98

1.06

1.14

1.22

1.30

1.40

1.50

1.60

1.70

1.81

1.92

2.03

2.14

2.25

2.36

2.47

2.59

2.70

2.81

2.92

3.02

3.14

3.25

3.36

3.47

3.58

3.69

3.81

3.92

4.03

4.14

4.25

4.36

4.47

4.58

4.69

4.80

4.92

5.03

5.14

5.25

5.36

5.47

5.58

5.69

5.81

5.92

6.04

6.15

6.26

6.37

6.48

6.60

6.71

6.82

6.93

7.04

No. 20

"6." 92

1.02

1.12

1.22

1.32

1.43

1.54

1.65

1.76

1.87

1.98

2.09

2.20

2.32

2.44

2.56

2.68

2.80

2.92

3.04

3.16

3.28

3.40

3.52

3.65

3.81

4.00

4.18

4.37

4.55

4.74

4.92

5.10

5.29

5.47

5.66

5.84

6.02

......

......

......

......

......

.......

.......

.......

.......

.......

No. 21

0.50

0.56

0.65

0.74

0.83

0.92

1.01

1.10

1.21

1.32

1.44

1.55

1.66

1.77

1.88

1.99

2.10

2.21

2.32

2.43

2.55

2.66

2.77

2.88

2.99

3.10

3.22

3.34

3.47

3.60

3.73

3.86

3.99

4,12

4.25

4.37

4.50

4.63

4.76

4.89

5.01

5.14

5.27

5.40

5.53

5.65

5.78

5.91

6.04

6.17

6.29

6.42

6.55

6.68

6.81

6.93

7.06

7.19

7.32

7.45

No. 22

0.54

0.63

0.70

0.78

0.86

0.95

1.05

1.15

1.25

1.35

1.45

1.55

1.65

1.75

1.85

1.95

2.05

2.15

2.25

2.36

2.47

2.57

2.68

2.78

2.88

2.99

3.10

3.20

3.30

3. 40

3.50

3.60

3.70

3.80

3.90

4.01

4.11

4.21

4.31

4.41

4.52

4.62

4.72

4.82

4.93

5.03

5.13

......

......

......

......

......

......

......

......

......

No. 23

0.67

0.71

0.79

0.88

U.97

1.06

1.1.5

1.24

1.33

1.43

1.54

1.65

1.76

1.87

1.98

2.09

2.20

2.31

2.43

2.55

2.67

2.79

2.90

3.02

3.14

3.26

3.38

3.49

3. 01

3.73

3.85

3.97

4.08

4.20

4.32

4.44

4.55

4.67

4.79

4.91

5.03

5.15

5. 27

5.40

5.52

5.64

5.77

5.89

6.01

0.13

6.26

6.38

6.50

6.62

6.75

6.87

6.99

7.11

7.24

7.36

No. 24

"6." 65

0.75

0.84

0.94

1.04

1.14

1.24

1.33

1.43

1.53

1.63

1.73

1.82

1.93

2.05

2.17

2.29

2.41

2.53

2.65

2.77

2.89

3.01

3.13

3.25

3.37

3.49

3.61

3.73

3.85

3.97

4.09

4.21

4. 33

4.45

4.57

4.69

4.81

4.93

5.05

5.17

5.29

5.41

5.53

5.65

5.77

5.89

6.01

6.13

6.25

6.37

6.49

6.61

6.73

6.85

6.97

7.09

7.21

7.33

No. 25

.......

"6."73".

0.83

0.93

1.03

1.13

1.23

1.35

1.46

1.58

1.09

1.81

1.92

2.03

2.15

2.26

2.38

2.50

2. 61.

2. 73

2.84

2.96

3.07

3.17

3.30

3.42

3.53

3.65

3.76

3.88

3.99

4.11

4.23

4.34

4.46

4.57

4.69

4.80

4.92

5.03

5. 1.5

5. 26

5.38

5.49

5.61.

5.72

5.84

5.95

6.07

6.18

6.30

6.41

6.53

6.64

6.76

6.87

6.99

No. 26

0.50

0.56

0.63

0.72

0.81

0.90

1.00

1.11

1.22

1.33

1.44

1.56

1.68

1.80

1.92

2.04

2.16

2.28

2.40

2.52

2.C4

2.76

2.87

2.98

3.10

3.22

3.34

3.40

3.58

3.70

3.82

3.94

4.00

4.18

4.30

4.42

4.54

4.66

4.78

4.90

5.02

5.14

5.27

5.40

5.53

5.66

5.79

5.92

6.05

6.18

6.31

6.44

6.57

6.70

6. 83

6.95

7.08

7.21

7.34

7.47

No. 27

0.40

0. 49

o!58

0.68

0.77

0.86

0.95

1.04

1.14

1.23

1.32

1.41

1.50

1.60

1.69

1.78

1.87

1.96

2.06

2.15

2.24

2.33

2.42

2.52

2.61

2.70

2.79

2.88

2.98

3. 07

3.16

3.25

3.35

3.46

3.57

3.69

3.80

3.9.1

4.02

4.13

4.24

4.35

4.46

4.57

4.68

4.80

4.91

5.02

5.13

5.24

5.35

5.46

5.57

5.68

5.79

5.91

6.02

6.13

6.24

6.35

No. 28

0.62

0.68

0.77

0.87

0.98

1.10

1.22

1.36

1.50

1.64

1.78

1.92

2.06

2.19

2.32

2.46

2. 59

2.71

2.84

2.98

3.12

3.26

3.40

3.55

3.70

3.84

4.00

4.14

4.28

4.42

4.57

4.71

4.85

5.00

5.14

5.28

5."42

5.57

5.72

5.86

6.00

6.14

6.28

6.42

6.57

6.72

6.87

7.01

7.15

7.29

7.45

7.60

7.74

7.88

8.03

8.17

8.32

8.47

8.61

*8.76

No. 29.

0.44

O F.A 

. tjQ

0.64

0.74

0.85

0.96

1.07

1.18

1.29

1 39

1.50

1.61

1.72

1.83

1.94

2.05

2.17

2.30

2.43

2.56

2.09

2.81

2.94

3.05

3.19

3. 31

3.44

3.57

3.70

3.83

3.96

4.09

4.22

4. 35

4.48

4.61

4.75

4.88

5.01

5.14

5. 27

5.40

5. 54

5.67

5.80

5. 93

0.07

6.20

6.33

6.46

6.59

6.72

6.86

6.99

7.12

7.25

7.38

7.52

7.65

7.79

'For use in streams of slight or moderate velocity.

Bull. 140- -22
338 PROGRESS REPORT, HYDROGRAPHY, 1895.

Eating tables for low-pitch wheel 1 of small Haslcell meters. 

[Velocities in feet per second.]

[BULL. 140.

Revolutions per

second.

0.9.....

0.10....

0.20....

0.30....

0.44....

0.50....

0.60....

0.70....

0.80....

0.90....

1. 00....

].10....

1.20....

1.30....

1.40....

1.50....

1.60../.

1.70....

1.80....

1.90....

2.00....

2.10....

2.20....

2.30....

2.40....

2.50....

2. CO....

2.70....

2. 80....

2. 90....

3.00....

3.10....

3. 20-...

3. 30....

3.40....

3.50....

3.60....

3.70....

3.80....

3.90....

4.00....

4.10....

4.20....

4.30....

4.40....

4.50....

4.60....

4.70....

4.80....

4.90....

5.00....

5.10....

5.20....

5.30....

5.40....

5.50....

5.60....

5.70....

5.80....

5.90....

No. 14

0.90

1.03

1.17

1.31

1.45

1.60

1.75 i. no

2.05

2.21

2.37

2.51

2.67

2.83

2.99

3.15

3.32

3.50

3.68

3.86

4.05

4.24

4.44

4.64

4.84

5.04

5.24

5.44

5.04

5.83

6.03

6.23

6.43

6.62

,6.82

7.02

7.21

7.41

7.61

7.80

8.00

8.20

8.40

8.60

8.80

9.00

9.20

9.40

9.60

9.80

10.00

10.20

10.40

10.60

10.80

11.00

11.20

11.- 40

11.60

11.80

No. 15

0.90

0.98

1.08

1.20

1.32

1.44

1.57

1.72

1.87

2.03

2.20

2.38

2.56

2.74

2.92

3.10

3.28

3.46

3.64

3.82

4.00

4.18

4.37

4.56

4.75

4.94

5.13

5.32

5.51

5.69

5.88

6.07

6.27

6.46

0.05

6.85

7.05

7.24

7.44

7.64

7.84

8.04

8.23

'8.43

8.62

8.82

9.02

9.21

9.41

9.60

9.80

10.00

10.20

10.40

10.60

10.80

11.00

11.20

11.40

11.60

No. 20

......

......

"i.~32

1.46

1.60

1.74

1.89

2.05

2.21

2.38

2.55

2.73

2.91

3.09

3.26

3.44

3.61

3.79

3.97

4.15

4.32

4.50

4.67

4.85

5.02

5.20

5.37

5.55

5.73

5.91

6.10

6.29

6.48

6.68

6.88

7.08

7.28

7.48

7.68

7.88

8.08

8.28

8.48

8.68

8.88

9.08

9.28

9.48

9.68

9.88

10.08

10.28

10.48

10.68

10.88

11.08

11.28

11.48

No. 21

0.73

0.86

1.00

1.14

1.28

1.42

1.55

1.69

1.83

1.97

2.11

2.27

2.44

2.00

2.77

2.94

3.10

3.27

3.43

3.60

3.77

3.93

4.10

4. 26

4.42

4.59

4.77

4.96

5.14

5.32

5.50

5.68

5.86

6.04

6.22

6.41

6.59

6.77

6.95

7.13

7.32

7.50

7.68

7.86

8.04

8.23

8.41

8.59

8.77

8.95

9.14

9.32

9.50

9.68

9.86

10.05

10.23

10.41

10. 59

10.77

No. 22

0.84

0.92

1.05

1.12

1.25

1.42

1.58

1.74

.1.90

2.08

2.26

2.45

2.62

2.79

2.95

3.11

3.28

3.46

3.64

3.82

4.00

4.20

' 4.40

4.60

4.80

5.00

5.20

5.40

5.61

5.82

6.03

6.23

6.44

6.64

6.85

7.05

7.25

7.46

7.66

7.86

......

......

......

......

......

......

......

......

......

......

......

......

No. 23

0.90

1.01

1.15

1.29

1.43

1.57

1.71

1.85

2.01

2.20

2.39

2.58

 2.77

2.96

3.15

3.34

3.53

3.72

3.91

4.10

4.29

4.48

4.67

4.86

5.05

5.24

5.44

5.65

5.86

6.07

6.27

6.49

6.70

6.91

7.12

7.33

7.55

7.77

7.98

8.20

8.41

8.62

8.84

9.05

9.27

9.48

9.69

9.90

10.11

10. 33

10.54

10.75

10.97

11.18

11.40

11.61

11.83

12.04

12.25

12.46

No. 24

"i.'oi

1.17

1.34

1.50

1.66

1.82

1.98

2.14

2.30

2.47

2.63

2.79

2.96

3.12

3.28

3.44

3.60

3.77

3.93

4.09

4.25

4.44

4.61

4.81

5.00

5.19

5.38

5.56

5.75

5.95

6.16

6.36

6.57

6.77

6.97

7.18

7.39

7.59

7.79

8.00

8.21

8.41

8.62

8.82

9.03

9.23

9.44

9.64

9.85

10.05

10.26

10.46

10.67

10.88

11.08

11.28

11.49

11.69

11.90

No. 25

...... "i.'is

1.33

1.48

1.64

1.79

1.94

2.10

2.25

2.40

2.56

2.71

2.86

3.02

3.17

3.32

3.51

3.70

3.89

4.08

4.27

4.46

4.65

4.84

5.03

5.22

5.41

5.60

5.78

5.97

6.16

6.35

6.54

6.73

6.92

7.11

' 7.30

7.49

7.67

7.86

8.05

8.24

8.43

8.62

8.81

9.00

9.19

9.38

9.56

9.75

9.94

10.13

10.32

10.51

10.70

10.89

11.08

11.27

No. 26

0.90

0.98

1.08

1.20

1.33

1.50

1.66

1.82

2.00

2.19

2.38

2.57

2.76

2.95

3.14

3.33

3.52

3.71

3.91

4.11

4.31

4.51

4.71

4.91

5.11

5.31

5.51

5.71

5.91

6.11

6.30

6.50

6.71

6.92

7.13

7.34

7.54

7.75

7.96

8.17

8.38

8.59

8.80

9.01

9.22

9.43

9. 64

9.85

10.06

10.27

10.48

10.69

10.90

11.11

11.32

11. 53

11.74

11.95

12.16

12.37

No. 27

0.40

0.56

0.72

0.88

1.04

1.21

1.37

1.53

1.69

1.85

2.01

2.17

2.33

2.49

2.65

2.82

 2.98

3.16

3.33

3.51

3.68

3. 85

4.03

4.20

4.38

4.55

No. 28

0.70

0.83

0.97

1.11

1.25

1.49

1.65

1.83

2.00

2.18

2.35

2.53

2.71

2.89

3.07

3.25

3.43

3.61

3.80

3.98

4.17

4.36

4.56

4.76

4.96

5.16

4.72 5.35

4. 90 5. 55

5.07. 5.75

5. 25 5. 94

5. 42 6. 14

5. 59 6. 33

5. 77, 6. 53

5. 94 6. 72

6. 12 6. 92

6. 29 7. 11

6.46 7.31

6.64

6.81

6.99

7.51

7.70

7.89

7. 16 8. 10

7.33

7.51

7.68

7.86

8.03

8.30

8.50

8.70

8.90

9.10

8. 20 9. 30

8. 38 9. 50

8. 55 9. 70

8. 73 9. 90

8.90 10.10

9.07

9.25

9.42

9.60

9.77

9.94

10.12

10.29

10.47

10.30

10.50

10.70

10.90

11.10

11.30

11.50

11.70

11.90

No. 29

0.75

0.89

1.03

1.19

1.35

1.51

1.68

1.86

2.06

2.26

2.46

2.66

2.86

3.06

3.26

3.46

3.66

3.86

4.07

4.28

4.50

4.72

4.94

5.16

5.38

5.60

5.82

6.04

6.26

6.48

6.70

6.92

7.14

7.36

7.58

7.80

8.02

8.24

8.46

8.68

8.90

9.12

9.34

9.5fa

9.78

10.00

10.22

10.44

10.66

10.88

11.10

11.32

11.54

11.76

11.98

12.20

12.42

12.64

12.86

13.08

No. 12

(a)

0.35

0.45

0.59

0.77

0.98

1.18

1.39

1.59

1.80

2.00

2.21

2.41

2.62

2.82

3.03

3.23

3.44

3.65

3.85

4.06

4.26

4.47

4.67

4.88

5.09

5. 30

5.50

5.70

5.91

6.11

6.31

6.52

6.72

6.93

7.13

7.34

7.55

7.75

7.96

8.17

8.37

8.58

8.78

8.99

9.19

9.40

9.60

9.81

10.02

10.23

10.44

10.64

10.85

11.05

11.26

11.47

11.67

11.88

12.09

12.29

No. 13

(a)

0.40

0.47

0.60

0.75

0.90

1.08

1.29

1 50

1.71

1.92

2.13

2.34

2.55

2.76

2.97

3.18

3.39

3.60

3.81

4.02

4.23

4.44

' 4.65

4.86

5.07

5.28

5.49

5.70

5.91

6. 12

6.33

6.55

6.77

6.99

7.21

7.43

7.65

7.87

8.09

8.31

8.53

8.75

8.97

9.19

9. 41

9.63

9.85

10.07

10. 29

10.51

10.73

10.95

11. 17

11.39

.11.61

11.83

12.05

12.27

12.49

12.71

1 For use in streams of great velocity.

a Eating for wheels of less curvature for use in water of greater velocity.
NEWELL.] RATING TABLES. 339

No. 14. Small-Haskell meter, with high and low velocity wheel8; originally No. 4 of "Weather Bureau. 

Sent to Arthur P. Davis, at Denver, June, 1895; rated by him and issued to F. Cogswell, deputy State 

engineer.

No. 15. Small Haskell meter, similar to No. 14; originally No. 5 of Weather Bureau. Sent to Arthur 

P. Davis, June, 1895; rated at the Denver station and forwarded to G. F. Shermau, Boise, Idaho.

No. 1C. Largo Haskell meter used in Georgia, received from B. M. Hall, December 14, 1895, for 

repairs and rating.

No. 17. Largo Haskell meter, formerly known as 1. D., originally sent to Denver; rated and forwarded to J. B, "Williams, Bozomau, Mont., May 27, 1890; wheel lost in Juno and replaced in July; 

injured by use in Potomac, April 4, 1891, and sent to shop for repairs; exhibited at the World's Pair 

in 1893, and sent to A. P. Davis, Denver, Colo., in 1895; rated at Denver, and sent to E. C. Murphy, 

Lawrence, Kans., to replace lost meter No. C.

No. 18. Small Price acoustic meter. Maker's No. 12. Purchased by Office of Indian Affairs; rated 

at Kensington station, November, 1895, and used in Arizona by Arthur P. Davis.

No. 19. Small Price acoustic meter. Maker's No. 3. Purchased in June, 1895, and issued to W. G. 

Russell, Russell, Kans., without rating. The rating formula obtained with the instrument was 

V = 2.G R. Later the rating for meter of same make numbered 4, obtained from W. G. Price, was 

used in computations of discharge. This rating is given in the accompanying table under the head of 

No. 19. This formula, V = 2.0 R., was used for computations of discharge of Saline River, Juno 8; 

Smoky Hill River, June 5 and July 3; Arkansas River at Hutchinson, June 20; Medicine River, Juno 

21; Cimarron River, Juno 24.

No. 20. Small Haskell meter, received April, 1892; rated June 3, 1892, by Cyrus C. Babb in tho 

Aqueduct reservoir; issued August 20, 1892, to T. M. Bannon, ami sent December, 1892, to Arthur 

P. Davis, Los Angeles, Cal.; rated at Lawrence, Mass., March 12,1895, by Cyrus C. Babb, and mailed 

in April, 1895, to Prof. A. M. Ryon, Bozemau, Mont.

No. 21. Small Haskell meter, received April 4, 1892, from manufacturers; loaned to Prof. Thomas 

Russell, Weather Bureau, Juno 0, 1892; rated and used by him; later used by E. E. Haskell, in September, 1894; altered for use from bridge, extra tail added, and tho whole nickel plated; used by F. H. 

Newell in October and November, 1894; rated November 21, 1895, by Cyrus C. Babb, at Kensington 

station.

No. 22. Small Haskell meter, received from shop March 29, 1892; rated Juno C, 1892, by Cyrus C. 

Babb, in tho Aqueduct reservoir; exhibited at tho World's Fair in 1893; mailed to F. H. Newell at 

Denver November 1, 1894; altered for use from bridge, extra tail added, and nickel plated in September, 1894; October 29, 1894, issued to Prof. Samuel Fortier.

No. 23. Small Haskell meter, received from shop March 29, 1892; rated June 11, 1892, by Cyrus C. 

Babb in the Aqueduct reservoir; issued to Prof. C. N. Brown, Columbus, Ohio, February 10, 1893; 

returned December 13, 1893; sent to Charles P. Ross, Nortli Platto, Nebr., September 15, 1894, and 

forwarded by him to V. C. Tompkins, June 12, 1895; November 20, 1895, rated by Cyrus C.Babb and 

returned to G. F. Sherman, Boise, Idaho.

No. 24. Small Haskell meter, received from shop March 29, 1892, rated by Cyrus C. Babb at tho 

Aqueduct reservoir June 14, 1892; rated at Denver January 4, 1893; used by F. H. Newell in fall of 

1893; altered for use from bridge; extra tail added and nickel plated at Denver, October, 1894; sent to 

J. B. Lippincott, Los Angeles, Cal., February 14, 1895.

No. 25. Small Haskcll meter, received from shop March 29, 1892; rated by Cyrus C. Babb Juno 28, 

1892, in Aqueduct reservoir; issued to Walter James, Bakersville, Cal., May 13, 1892; rated November 16,1893; nickel plated and altered for use from bridge January, ]895; rated by Cyrus C. Babb 

March 19, 1895; issued to P. E. Harronn, SantaFe, N. Mex., March, 3895.

No. 26. Small Haskell meter, received from shop March 29, 1892; rated by Cyrus C. Babb June 17, 

1892, in Aqiioduct reservoir; issued to William P. Trowbridgo, jr., November. 1892, and stored at 

Boise, Idaho; used by V. C. Tompkins in 1895; lost iriPayetto River; recovered after several months; 

returned to Washington, and rated by Cyrus C. Babb November 20, 1895, at Kensington station; sent 

to P. E. Harroun, Santa Fe, N. Mex.

No. 27. Small Haskell meter, received from shop April 4, 1892; rated by Cyrus C. Babb, June 2, 

1892, at Aqueduct reservoir; issued to Samuel Storrow, North Takima, Wash., February 24, 1893; 

returned December 14, 1895, in bad order.

.No. 28. Small Haskell meter, received from shop April 4,1892; rated by Cyrus C. Babb Juno 20,1892, 

at Aqueduct reservoir; issued to E. M. Douglas July 2, 1892; returned April 26, 1893; altered for use 

from bridge and nickel plated January, 1895; used by Arthur P. Davis and issued to W. G. Russell, 

Russell, Kans., July 15, 1895.

No. 29. Small Haskell meter, received from shop April 4, 1892; rated by Cyrus C. Babb June 1,1892, 

at Aqueduct reservoir; rated again by Cyrus C. Babb at Denver, January 5,1892; used by F. H. Newell, returned to Washington, sent to R. H. Chapman November, 1894; altered for use from bridge and 

nickel plated January, 1895; rated by Cyrus C. Babb at Lawrence, Mass., March 8, 1895, and used by 

Cyrus C. Babb.
340 PROGKESS REPORT, HYDROGRAPHY, 1895.

Bating tables for Price and other meters. 

[Velocities in feet per second.]

[BULL. 140.

Revolutions per 

second.

0.00............. 

0.10............. 

0 20.............

0.30 .............

0.40.............

0.50.............

0. GO..... ........ 

0.70.............

0.80.............

0. 90 .............

1.00.............

1. 10. ............ 

1.20 .............

1.30.............

1.40.............

1.50....... ......

1.60.............

1.70 .............

1.90............. 

2.00............. 

2.10............. 

2.20............. 

2.30............. 

2.40............. 

2.50............. 

2.60.............

2.70............. 

2.80.............

2.90............. 

3.00............. 

3.10............. 

3.20 .............

3.30.............

3.40............. 

3.50............. 

3.60............. 

3.70.............

3 DA

3.90............. 

4.00............. 

4.10............. 

4.20 .............

4.30............. 

4.40............. 

4.50.............

4.60.............

4.70 ............. 

4.80 .............

4.90............. 

5.00.............

No. 54.

0.14 

0.46 

0.77

1.08

1.40

1.71

2.02 

2.33

2.64

2.95

3.55 

3.85

4.15

4.44

4.74

5.03

5.32 

5.61

5.89 

6.18 

0.47 

6.75 

7.03 

7.31 

7.59 

7.87

8.15

.......

.......

No. 55.

0.20 

0.48 

0.75

1.05

1.36

1.67

1.98 

2.29

2.60

2.90

3.20

3.50 

3.81

4.11

4.42

4.73

>i n±

5.34 

5.64

5.95 

6.25 

6.55 

6.85 

7.16 

7.46 

7.77 

8.08

8.38 

8.69

9.00 

9.30 

9.60 

9.90 

30.21

10.52 

30.83 

11.13 

11.43

12.04 

12.35 

12.65 

12.95 

13.26 

33.57 

13.88 

14.18 

14.48 

14.79 

15.09 

15.40

No. 60.

0.15 

0.45 

0.76

1.08

1.40

1.72

2.03 

2.35

2.67

2 QQ

3.31

3.62 

3.94

4.26

4.58

4.90

5.54 

5.86

6.18 

6.50 

6.82 

7.14 

7.46 

7.78 

8.10 

8.42

8.74 

9.06

9.38 

9.70 

10.02 

10.34 

10.66

10.08 

11.30 

11.62 

11.94 

12. 26

12.58 

12.90 

3.3. 22 

13.54 

13.86 

14.18 

14.50 

14.82 

15. 14 

15.46 

15.78 

16.10

No. 61.

0.20 

0.49 

0.80

1.10

1.40

1.72

2.03 

2.43

2.74

3.0(i

3.38

3.70 

4.02

4.34

4.67

5.00

5.33

5.66 

5.98

6.30 

6.64 

6.93 

7.31 

7.65 

7.98 

8.32 

8.66

8.99 

9.33

9.67 

10.00 

10.34 

10.67 

11.01

11. 35 

11.69 

12.02 

12.39 

12.69

13. 03 

13. 36

No. 62.

0.20 

0.49 

0.78

1.07

1.65

3.94 

2.23

2.52

2

Q1

3.39 

3.68

3.97

4.26

4.55

4.84

5.13 

5.42

5.71 

6.00 

6.29 

6.58 

6.87 

'7.16 

7.45 

7.74

8.03 

8.32

8.61 

8.90 

9.19 

9.48 

9.77

10.06 

10.35 

10.64 

10.93 

11.22

11.51 

11.80 

12.09 

12.38 

12.67 

12.96 

13.25 

13.54 

13.83 

14.12 

14.41 

14.70

No. 63.

0.20 

0.50 

0.79

1.09

1.68

1.98 

2.28

2.57

2

Q7

3.17

3.47 

3.76

4.06

4.30

4.65

4 95

5.25 

5.54

5.84 

0.14 

6.44 

6.73 

7.03 

7.33 

7.62 

7.92

8.22 

8.51

8.81 

9.11 

9.41 

9.70

10.30 

10.59 

10.89 

11.19 

11.48

11.78 

12.08 

12.38 

12.67 

12.97 

13.27 

13.56 

13.86 

14.16 

14.45 

14.75 

15.05

No. 18.

0.10 

0.33 

0.56

0.79

1.02

1.25

1.48 

1.71

1.94

2.17

2.40

2.63 

2.86

3.09

3.32

3.55

3.78

4.01 

4.24

4.47 

4.70 

4.93 

5.16 

5.39 

5.62 

5.85 

6.08

6.31 

6.54

6.77 

 7.00 

7.23 

7.46 

7.69

7.92 

8.15 

8.38 

8.61 

8.84

9.07 

9.30 

9.53 

9.76 

9.99 

10.22 

10.45 

10.68 

10.91 

11.14 

11.37 

11.60

No. 19.

0.03 

0.27 

0.52

0.77

1.00

1.25

1.48 

1.72

1.96

2.44

2.69 

2.93

3.17

3.41

3.64

3.88

4.12 

4.36

4.59 

4.83 

5.07 

5.30 

5.54 

5.78 

6.01 

6.25

6.49 

6.72

6.96 

7.19 

7.43 

7.67

7

QA

8.14 

8.38 

8.62 

8.85

9

AQ

9.32 

9.56 

9.80 

10.03 

10.26 

10.49 

10.73 

10.97 

11.20 

11.44 

11.67 

11.91

No. 76.

0.15 

0.52 

0.88

1.25

1.61

1.98

2.34 

2.71

3.07

3.44

3.80

4.17 

4.53

4.90

5.26

5.63

5.99

6.36 

6.72

7.09 

7.45 

7.82 

8.38 

8.55 

8.91 

9.28 

9.64

10.01 

10.37

10.74 

11.10 

11.47 

11.83 

12.20

12.56 

12.93 

13.29 

13. 66 

14.02

14.39 

14.75 

15.12 

15.48 

15.85 

16.21 

16.58 

16.94 

17.31 

17.67 

18. 04 

18.40

No. 77.

0.17 

0.36 

0.56

0.76

0.96

1.16

1.36 

1.56

1.76

1.96

2.16

2.35 

2.55

2.75

2.95

3.15

3.35

3.55 

3.75

3.95 

4.15 

4.34 

4.54 

4.74 

4.94 

5.14 

5.3<

5.5

5.7-.

5.94

.......

.......

No. 78.

"o.'ss"

1.17

1.47

1.76

2.06 

2.35

2.65

2.94

3.24

3.53 

3.82

4.12

4.41

4.71

5.00

5.30 

5.59

........

........

........

No. 54. Eating card published by W. & L. E. Gurley as mean of several ratings of 6-inch wheel of 

Price meter.

No. 55. Largo Price electric meter, from A. M. Ryon, Bozeman, Mont.; rated by Arthur P. Davis at 

Denver, May 27, 1895; used by him and issued to Samuel Storrow, North Takima, Wash., August 20, 

1895.

No. 60. Large Price electric meter, received June, 1895, and forwarded to Prof. A. M. Ryon, Bozeman, Mont.; rated October 27, 1895, by J. S. J. Lallie at Denver station and returned to Professor 

Ryon.

No. 61. Large Price electric meter, received in July, 1895, and issued to A. P. Davis in August, 1895.

No. 62. Large Price electric meter, received in July, 1895, and issued to Arthur P. Davis.

No. 63. Large Price electric meter, received December 18,1895, rated by Cyrus C. Babb at the Kensington station, sent December 12,1895, to J. B. Lippincott, Los Angeles, Cal.

No. 75. Old-style Colorado meter, manufactured by Scott, Denver, used largely in 1888,1889, and 1890 

until worn out.

No. 76. Buff & Berger meter, maker's No. 2154. A meter of this type is described and illustrated 

in Buff & Berger's catalogue for 1895, pages 135,136, being style No. IV, used for measurements on the 

Connecticut River by General Ellis. This meter was received in July, 1895, and has been used in the 

measurements of Eastern rivers. Bated August 17,1895, at Kensington station.
NEWELL.] EATING TABLES. 541

No. 77. English meter used by Prof. D. C. Humphreys.

No. 78. Largo Price electric meter, property of department of civil engineering, UnivSrsity of 

Nebraska; used by 0. V. P. Stout; rated April 27, 1895, at Lincoln Park, Lincoln, Nobr. Hating 

equation is v= 2.945 7- + 0.29.

Hating tables for self-recordiny or Lallie meters. 

[Velocities iu feet per second.]

Revolutions per 

second.

0.00.............

0. 10.............

0.30.............

0.40.............

0.50.............

0.60.............

0.70.............

0.80.............

0.90.............

1.00.............

1.10.............

1 90

1. 30.... .........

1.50.............

1.60.............

1.70.............

1.80.............

1.90.............

2.00.............

2.10.............

2.20.............

2.30............. 

2.40.............

2.50.............

No. 100.

0.07

0.44

O

QO

1.20

1.58

1 96

2.33

2.71

3.09

3.47

3.85

4.22

4.60

4.98

5.65

6.01

6.37

6.73

7.08

7.40

7.74

8.07

8.39 

8.71

9.05

No. 102.

0.06

0.82

1.20

1.58

1.97

2.35

2.73

3.11

3.49

3.88

4.26

4.64

5.02

5.79

6.17

6.55

6.93

7.32

..........

No. 103.

0.69

1.03

1.37

1.71

2.05

2.40

2.77

3.15

3.53

3.90

4.28

4.66

5. 04

5.80

6.18

6.56

6.94

7.32

7.70

8.08

8.40

8.84 

9.22

9.60

No. 104.

0.05

0.88

1.26

1.64

2.02

2.41

2.79

3.17

3.55

3.93

4.32

4.70

5.08.

5.46

6.23

6.61

6.99

7.37

7.75

8.14

..........

..........

No. 106.

0.00

1. 22

1.62

2.03

2.43

2.84

3.24

3.65

4.06

4.46

4.86

5.27

6.00

6.35

6.70

7.05

7.40

7.75

. 8.10

8.45

8.80 

9.15

9.50

No. 108.

0.10

0.90

1.30

1.70

2.10

2.50

2.90

3.30

3.70

4.10

4.50

4.84

5.19

5.88

6.22

6.57

0.91

7.26

7.60

7.94

8.29

8.63 

8.98

9.32

No. 109.

0.02

0.42

O QO

1.22

1.62

2.03

2.43

2.83

3.23

3.63

4.04

4.44

4.84

5.24

5 fil

6.05

6.45

6.77

7.10

7.42

7.75

8.07

8.40

8.72 

9.05

9.37

No. 110.

0.00

O

QO

.1.24

1.66

2.07

2.49

2.90

3.32

3.73

4.15

4.50

4.98

5.39

5.78

6.15

6.52

6.88

7.25

 7.62

7.99

8.35

8.72

9.09 

9.45

9.82

No. 100. Bailey meter, used by Kobert Eobertson in 1890, and then by "W. A. Parish on Gila River; 

March 1.1,1890, sent to Elwood Mead, Cheyenne, Wyo.; in October, 1894, repaired at Denver, rated and 

sent to L. H. Taylor, Reno, Nov.

No. 101. Bailey meter, used by "W. A. Parish, Phoenix, Ariz., iu 1891; returned to "Washington iu 1893; 

repaired at Donver; rated and sent to Prof. Samuel Fortier, Lojjan, Utah; returned to Denver, needing 

repairs, in 1895.

No. 102. Bailey motor, used in Idaho and stored at Boise City.

' No. 103. Bailey meter, used by T. M. Banuon in 1891, sent to Washington in 1893, and later issued to 

Prof. Samuel Fortier, Logan, Utah.

No. 104. Bailey meter, used at El Paso, Tex., by H. M. Dyar, and later by W. B. Lane on tho Eio 

Graudo; loaned to E. C. Van Diest, Sau Luia, Colo., repaired at Denver in 1893, issued to Prof. Elwood 

Mead, Cheyenne, "Wyo., and reported to be worn out.

No. 105. Bailey meter, used by Kobert Robertson in 1890; stored at Denver, Colo.; sent to \Vasb ington iu 1892; exhibited at the "World's Pair, 1893; repaired in Denver, 1893; used in "Wyoming; repaired 

again and later issued to Prof. 0. V. P. Stout, Lincoln, Nobr.

No. 106. Bailey meter, used by T. M. Bannon; stored at Salt Lake City, Utah; returned to Washington in 1891; repaired and sent January 9, 1892, to Prof. S. Fortier, Ogden.

No. 108. Bailey meter, sent to "William Ham Hall in 1889 and used by "William P. Trowbridgo, jr., on 

tho Truckee River, Nevada; stored at Reno, Nov., 1891, at San Francisco, 1892; shipped to Washington 

in January, 1895; rated November 18, 1895, by Cyrus C. Babb at Kensington station.

No. 109. Bailey meter, used by "W. A.Parish on tho Gila River; repaired at Denver in 1891; returned 

to Parish; stored at Phcciiix, Ariz. ; sent to "Washington, June 10, 1891; repaired by S. J. Kiibel; used 

by P. H. Newell in 1892, also in 1893; repaired in October, 1894, at Denver; issued to P. E. Harroun in 

1895; rated by J. S. J. Lallio, December 9, 1895, at tho Denver station and returned to Harroun.

No. 110. Bailey meter, used in 1891 by T. M. Bannon and again in 1893; sent to Denver for repairs; 

rated January 16,1892, by Cyrus C. Babb at the Denver station.

The meters from Nos. 100 to 110, inclusive, consist of a lot of ten, made by Lallie & Bailey, at Denver, Colo., being improvements on tho old Colorado meter devised and used by E. S. Nettleton, State 

engineer.
342 . PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

DRAINAGE AREA MEASUREMENTS. 1

Sq. miles. 

American Fork, near American Fork, Utah ................................ 66

Auimas Kiver at Duraugo, Colo............................................ 812

Arkansas River, East Fork, near Leadville, Colo........................... 44

Arkansas River, Lake.Fork, near Leadville, Colo .......................... 21

Arkansas River, Tennessee Fork........................................... 44

Arkansas River at Granite, Colo. ........................................... 425

Arkansas River at Salida (above South. Fork).............................. 1,160

Arkansas River at Canyon City, Colo ...................................... 3,060

Arkansas River at Swallows, Colo ......................................... 4,300

Arkansas River at Pueblo, Colo ........................................... 4, 600

Arkansas River at La Junta, Colo. (including Fountain Creek drainage, 1,011

square miles) ........................................................... 12,200

Arkansas River at railroad bridge above Holly, Colo. (including Animas River

7, 3,33 square miles)..................................................... 23,500

Arkansas River at Colorado-Kansas State line............................... 24,600

Arkansas River at Hutchiuson, Kans ...................................... 34,000

Bear Creek at Morrison, Colo.............................................. 170

Bear River at Battle Creek, Idaho......................................... 4,500

Bear River at Collinston, Utah............................................ 6,000

Boulder Creek, South, at South Boulder Canyon, near Marshall, Colo....... 125

Boulder Creek North at Boulder, Colo .................. ...... ............. 179

Boulder Creek near Boulder, Colo ......................................... 102

Bine River in Kansas ............................................. 2, 450

Blue River iu Nebraska ........................................... 7,040

 9,490 

Cache la Poudre River above Fort Collius, Colo ........................... 1,060

Caliente Creek 

Tehachapi Creek.............................................. 108

Caliente Creek proper......................................... 219

Basin Creek .................................................. 96

 423 

Canadian River in Kansas......................................... 5,110

Canadian River in New Mexico............................'........ 16,900

Canadian Eiver in Texas.......................................... 18,620

 . 40,630

Cape Fear River at Fayetteville, N. C...................................... 4,493

Carson River, east, at Rodenbahs, Nevada ................................. 414

Carson River, -west, at AVoodfords, Cal..................................... 70

Carson River near Empire, Nev............................................ 894

Catawba River at Fort Mi 11, S. C ...........^............................. 2, 987

Chama River at Abiquiu, N. Mex.......................................... 2,300

Chattahoochee at Oakdale, Ga ............................................ 1,560

Cheyenne River in Montana"....................................... 3, 750

Cheyenne River in Nebraska ...............*..... ................ 17, 910

Cheyenne River in-North Dakota................................... 39, 770

Cheyenne River in South Dakota'................. s .._....*......... 40, 840

Cheyenne River in Wyoming........................................ 12. 030

 114,300 

Chowchilla Creek above sec. 1, T. 9 S., R. 18 E.............................. 268

Cimarron at Arkalon, Kaus.............. ...... *..... . , .................... 5, 200

'A number of drainage areas not given in this table are to be found on pages 107 to 110 of the 

Eleventh Annual Report, Part II.

2 Thirteenth Annual Report, Part III, page 33; area iu square miles of principal drainage basins 

by States.
NEWELL.] DRAINAGE AREA MEASUREMENTS. 343

Sq. miles. 

Clear Creek near Granite, Colo............................................ 72

Colorado River in Arizona ..........:............................. 56,182

Colorado Eivet in California ...................................... 8, 610

Colorado River in Colorado ....................................... 5,490

Colorado River in Nevada......................................... 3,200

Colorado River in New Mexico .................................... 19,000

Colorado River in Utah ........................................... 21.633

 114,115 

Colorado River at Yuma, Ariz............................................. 225, 049

Columbia River in Oregon 1 ............................................... 24,093

Columbia River in Idaho'.......................................... 7,880

Columbia River in Montana........................................ 25, 000

Columbia River in Washington .................................... 26,160

 59,040 

Connecticut River at Hartford, Conn.............................. .... .... 10,234

Cottonwood Creek, South Fork, near Buena Vista, Colo.................... 28

Cottonwood Creek, Middle Fork, near Buena Vista, Colo................... 37

'Dolores River at Dolores, Colo............................................. 562

Falls River, 5 miles above mouth, Idaho ................................... 594

Fort Tejon Creek, including Cuddy Creek and Castac Lake (upper basin,56). 93 

French Broad River at Asheville, N. C..................................... 987

Gallatin River at Logan, Mont ............................................ 1, 620

Gila River at Buttes, Ariz ................................................. 13,750

Gila River, including small lost basius, in Arizona 1 .................. 56,838

Gila River, including small lost basins, in New Mexico.............. 14, 300

 71,138 

Grand River at Glenwood Springs, Colo.................................... 5,838

Grand River at Grand Junction, above Gunuison River, Colo ............... 8,644

Grand River at Grand Junction, below Gunnison River (including, above Uncompahgre, 497 square miles, and Gunnison, at mouth, 7,935 square miles). 16,579 

Grand River in Colorado 1 .......................................... 22, 294

Grand River in Utah............................................... 3,873

 26,167 

Great Basin in California } ....................... .................. 47, 240

Great Basin in Idaho................. ^....... 4 ..................... 3,420

Great Basin in Nevada ............................................ 102, 220

Great Basin in Oregon ............... .... . ... ..................... 18, 950

Great Basin in Utah............... ............ ... .................... 43, 548

Great Basiu in Wyoming .............. ^..,.... .^................. 1, 494

 216,872 

Green River in Colorado' ......................................... 10, 332

Green River in Utah .................... ^......................... 15,916

Green River in Wyoming.......................................... 20,977

 47,225 

Gunnison River at Grand Junction, Colo............. .. '. ................... 7,935

Henry Fork 1 mile above mouth Falls River, Idaho........................ 931

Humboldt River at Elko, Nov............................................. 2,840

Huiuboldt River at Golconda, Nev......................................... 10,780

Jefferson River at Threeforks, Mont....................................... 9,400

Kansas River at Lawrence, Kans.......................................... 59,841

Kansas River in Kansas....................^.............^........ 34,526

Kansas River in Nebraska......................................... 17,455

Kansas River in Colorado ......................................... 9,459

 61,440

'Thirteenth Annual Report, Part III, page 33; area in square miles of principal drainage basins 

by States.
344 PROGRESS REPORT, HYDROGRAPHY, 1895. [B0LL.140.

Sq. miles. 

Kaweah River above section 3, T. 18 S., R. 27 E., Cal ....................... 619

Kern River at first point of measurement above Bakersfield, Cal., including 

North Fork................................................... 1,115

South Fork.................................................... 1,050

Lower Basin.................................................. 180

. 2, 345 

Kings River ............................................................... 1,742

Laramie River above Woods Landing, Wyoming (in Colorado, 343) ........ 435

Laramie River at Uva, Wyo. (including in Colorado 428).................. 3,179

Laramie River at mouth at Fort Laramie (not including 500 square miles of 

lost drainage to James Lake, Cooper Lake, etc.)......................... 4,076

Loup River, Middle, at St. Paul, Nebr...................................... 6,849

Loup River, North, at St. Paul,'Nebr ....................................... 4,024

Loup River at Columbus, Nebr ............................................ 13, 542

Madison River at Redbluff, Mont.......................................... 2,085

Madison River at Threeforks, Mont........................................ 2, 402

Malheur River at Vale, Oreg............................................... 9, 900

Medicine River at Kiowa, Kans ........................................... 1, 300

Merced River above Merced Falls ......................................... 1,076

Middle Creek, near Bozeman, Mont.................. ...................... 55

Missouri River at Canyon Ferry, Mont .................................... 15,036

Missouri River at Craig, Mont.................................. ........... 17 615

Missouri River, above Yellowstone, in Montana J .................. 81,018

Missouri River, above Yellowstone, in Wyoming.................. 760

 81,778 

Natches River at North Yakima, Wash .................................... 1,000

North Platte River, above Sweetwater (including, in Colorado, 1,696)....... 7,668

North Platte River above Douglas, Wyo ................................... 14,255

North Platte River above Orrin Junction, Wyo ............................ 14,828

North Platte River above Fort Laramie, Wyo.............................. 16,416

North Platte River below Laramie River, Wyo............................. 20,492

North Platte River in Wyoming and Colorado ............................. 23, 643

North Platte River to North Platte, Nebr .................................. 28,517

Ocmulgee River at Macon, Ga ............................................. 2,425

Ogden River at Powder Mills, Utah........................................ 360

OwyheeRiver at Ontario,Oreg...:........................................ 9,875

Piedras Eiver at Arboles, Colo...... ...............................^....... 650

Platte River at North Platte:

North. Platte River................. ........................... 28,517

South Platte River............................................ 23,294

 51,811 

Platte River at Columbus, Nebr............................................ 56,867

Platte River, north and south, in Colorado l ........................ 22,230

Platte River in Nebraska........................................... 10, 850

Platte River in Wyoming ......................................... 24,240

, ~ U I j O£\)

Potomac River, North Branch, above Bloomington, Md..................... 293

Potomac River, North Branch, at Piedmont, W. Va. (including Savage

Creek, 111) ............................................................. 409

Potomac River, North Branch, at Cumberland, Md. (including New Creek 

at mouth at Keyser, W. Va., 56)......................................... 891

Potomac River, North Branch, at junction with South Branch (including 

Patterson Creek at Burlington, below Mill Creek, 155, and at mouth, 279). 1,365

1 Thirteenth Annual Eeport, Part III, page 33; area in square miles of principal drainage basins 

bv States.
NEWELL.] DRAINAGE AREA MEASUREMENTS. 345

Sq. miles. 

Potoinac River, South Branch, at junction with North Fork (including at

Franklin, 188) .......................................................... 318

Potoinac River, South Branch, including North Fork (including North Fork

below Seneca Creek, 240, and at mouth, 322)............................. 640

Potoinac River, South Branch, at Moorofield, W. Va. (including Mill Creek

atinouth, 101).......................................................... 897

Potoniac River, South Branch, below Moorefield (including South Fork at

Fort Seybert, W. Va., 155, and at mouth at Moorefield, 301) ............. 1,198

Potoniac River, South Branch, at Kornney, W. Va ......................... 1,407

Potomac River, South Branch, at United States Geological Survey station at

railway bridge, between Romney and Springfield, W. Va................ 1,443

Potomac River, South Branch, at mouth................................... 1,487

Potomac River at junction of North and South branches................... 2,852

Potomac River above Great Cacapou River (including Little Cacapon River,

117)................----.........-......................-....-..-...---- 3,388

Potoinac River below Great Cacapon River (including Great Cacapon above

North River, 404, and at mouth, 671).................................... 4,059

Potomac River at Hancock, W. Va......................................... 4, 099

Potomac River at Williainsport, Md. (including Warm Spring Creek at

mouth, 16; Conoloway Creek, 125; Sleepy Creek, 146; Licking Creek, 195;

Back Creek, 288, and Conococheaque Creek, 579) ........................ 5, 556

Potomac River at Harpers Ferry, W. Va. (including Opequon Creek, 335;

Antiefaui Creek, 305).................................................... 6,354

Potomac River below Harpers Ferry, W. Va. (including Shenandoah River,

3,009)................--................-..........-.----.---..-.......... 9,363

Potomac River at Weverton, Md........................................... 9, 397

Potomac River at Point of Rocks, Md ..................................... 9, 654

Potomac River at Edwards Ferry, below Goose Creek (including Monocacy

River at mouth, 557, and Goose Creek, 384) .............................. 10,716

Potomac River at Great Falls, Md. (including Seneca Creek, 132)........... 11, 043

Potomac River at Chain Bridge, District of Columbia...................... 11,161

Prosser Creek at Boca, Cal................................................. 55

Provo River at Provo, Utah ............................................... 640

Purgatoire Creek at Las Animas, Colo ..................................... 3, 040

Red Rock Creek at Redrock, Mont......................................... 1, 330

Republican River in Colorado...................................... 7,926

Republican River in Nebraska...................................... 10,415

Republican River in Kansas........................................ 7,496

 25,837 

Rio Grande at Del Norte, Colo............................................. 1,400

Rio Grande at Embudo,N.Mex............................................ 7,000

Rio Grande at El Paso, Tex ............................................... 30,000

Rio Grande in Colorado : ........................................... 7,527

Rio Grande in New Mexico (including Pecos River)................. 72, 380

Rio Grande in Texas ............................................... 80,550

 160,457 

Sacramento River above Redbluff, Cal..................................... 9,356

Sacramento and San Joaquin in California ......................... 63, 020

Sacramento River.................................................. 655

 63,675 

Salt River in canyon 20 miles above Verde................................. 5,880

Salt River at Arizona Dam, Arizona....................................... 12,260

Saline River at Beverly, Kans............................................. 2,730

1 Thirteenth Annual Report U. S. Geological Survey, Part U, p. 33; area in square miles of principal 

drainage basins by States.
346 PEOGRESS REPORT, HYDROGRAPHY, 1895. [BULL.UO.

Sq. miles. 

Saline River at mouth, Kansas ........................................... 3,311

San Emidio Creek, California ............................................. 54

San Gabriel River in canyon above Azusa, Gal............................. 220

San Joaqnin River above Hamptonvillo ................................... 1,637

San Juan River at Arboles, Colo .......................................... 1, 394

San Miguel River at Seymour, Colo........................................ 327

San Pedro River at Dudleyville, Ariz ...................................... 2, 870

Savannah River above Augusta, Ga ....................................... 7,294

Sevier River at Leamington, Utah......................................... 5,595

Shenaudoah River (North Fork) at Brocks Gap, Va ........................ 215

Shenandoah River (North Fork) at Mount Jackson, Va..................... 511.

Shenandoah River (North Fork) at Riverton, Va........................... 1,037

Shenaudoah River (South Fork) at Port Republic, Va. (including Middle 

River to j unction with North River, 363; North River to j unction with Middle River, 418; to j unction with South River, 804; South River to junction 

with North River, 246)...... ............................................ 1,050

Shenandoah River (South Fork) at Milnes, Va.............................. 1,288

Shenandoah River (South Fork) at Overall, Va ............................ 1,491

Shenandoah River (South Fork) at mouth at Rivertou, Va.................. 1,587

Shenaudoah River at Riverton (including North Fork, 1,037, and South 

Fork, 1,587)............................................................. 2,624

Shenandoah River at Millville, W. Va...................................... 2,995

Sheuandoah River at mouth at Harpers Ferry, W. Va ...................... 3,009

Smoky Hill River at Ellsworth, Kans. (including in Colorado 1,533, in 

Kansas 6,447)........................................................... 7,980

Smoky Hill River below Ellsworth, exclusive of Saline and Solomon rivers . 2, 255 

Smoky Hill River at mouth at Junction City, Kans......................... 20,428

Snake, North Fork, at Ferry, Idaho........................................ 931

Snake River at Idaho Falls, Idaho......................................... 10,100

Snake River in Idaho 1 .............................................. 73,500

Snake River in Nevada....................... 1..................... 5,280

Snake River in Oregon...............:............................. 17, 950

Snake River iii Washington ........................................ 6,682

Snake River in Wyoming........................................... 5,268

 108, 680

Solouion Eiver atBeloit, Kans............................................. 5,539

Solomon River at mouth, Kansas .......................................... 6,882

South River at Port Republic, Va.......................................... 1, 050

SouthPlatte atDeansbury, Colo............................................ 2,600

South Platte at Denver, Colo. (including Bear Creek at Morrison, 170)...... 3,840

South Platte, at Greeley, Colo., above mouth of Cache la Poudre River..... 7,110

South Platte below Greeley, Colo.......................................... 9,575

South Platte at Orchard, Colo............................................. 12,260

South Platte at month at North Platte, Nebr............................... 23,294

Spanish Fork near Spanish Fork, Utah .................................... 670

St. Vrain Creek near Lyons, Colo.......................................... 209

Stanislaus River at Oakdale, Cal .......................................... 1, 051

Sun River at Augusta, Mont............................................... 1,175

Sweetwater River (Wyoming) at mouth .:............ ..................... 2,929

Tejon House Creek at Tejon Ranch House, Kern County, Cal............... 17

Teton River at Wilford, Idaho............................................. 967

Thompson Creek near Loveland, Colo ..................................... ' 305

Tongue River at Miles, Mont.............................................. 3,875

Truckee Little River at Boca, Cal ......................................... 186

Truckee River at Boca, Cal......... : ...................................... 887
NEWELL.] SEEPAGE MEASUREMENTS. 347

Sq. miles. 

Truckee River at Tahoe, Gal............................................... 550

Truckee River near Essex, Nev............................................ 991

Truckee River near Laughtons, Nev....................................... 1,054

Truckee River near Vista, Nev ............................................ 1,519

Tule River above Portersville, Gal......................................... * 437

Tuolumne River above Roberts Ferry, Gal., at foothills.................... 1,501

Tnolurane River at Modesto............................................... 1,635

Twin Lake Creek below Twinlakes, Colo.................................. 102

Uncoinpahgre River at Fort Crawford, Colo ............................... 497

Verde River 1 mile above Salt River. ....................................... 6,000

Weber River at Uinta, Utah ............................................... 1,600

Weiser River at Weiser, Idaho ............................................ 1, 670

West Gallatin River above Salesville, Mont................................ 860

White River at White River City, Colo.................................... 1,773

Wood River at Hailey, Idaho.............................................. 906

Yadkin River at Holtsburg, S. C .......................................... 3,399

Yakima River at Union Gap, Wash, (of this, Tiaton, 330) .................. 3,300

Yellowstone River at Horr, Mont.......................................... 2, 700

Yellowstoue River in Montana' ................................... 36, 312

Yellowstone River in North Dakota ............................... 250

Yellowstone River in AVyoming .................................... 33,121

 69,683

EVAPORATION AND SEEPAGE MEASUREMENTS.

SEEPAGE MEASUREMENTS ON FRENCHMAN RIVER. .

On July 4, 5, and 6, 1895, an attempt was made by Prof. O. V. P. 

Stout to obtain some data as to the increase of flow in Frenchman 

Eiver from underground sources. The following table gives a list of 

the observations made by him, showing the date, locality, and distance 

apart of the measurements and the total discharge as obtained by measurement, this latter being corrected by the addition of the quantity of 

water flowing in ditches diverted within this area:

Measurements of Frenchman Eiver in the vicinity of Wauneta and Palisade, Nebr.

No. Date.

1895.

July 5

July 5

July 5

July 6

July 6

July C

July 6

July 4

Time of day.

4 p.m ....

5.30 p. in . 

7.iiO p. m . 

8 a. in .... 

8.45 a. m . 

10 a. m .... 

11.30 a.in 

11 a. m....

Miles below No. 1.

Measured 

discharge.

Second-feet, 

47.45 

51.24 

51.83 

52.47 

54. 5!) 

57.71 

57.83 

74.24

Corrected 

discharge.

Second-feet. 

47.45 

53.74 

50.83 

52.47 

54.59 

57.71 

57.83 

74.24

Increase.

Second-feet.

6.29

3.09

3.12

0.12

10.41

No. 1. Measurements made 300 yards upstream from the east line of sec. 4, T. 5 N., li. 37 W., tills 

being in the northeast corner of sec. 5, T. 5 N., R. 37 W.

No. 2. Measurement made in the southeast quarter of sec. 5, T. 5 N., R. 36 W. 

Nos. 3 and 4. Measurements made 50 feet above upper wagon bridge at Wauneta, Nebr. 

No. 5. Measurement made at lower wagon bridge, Wauneta, Nebr.

No. 6. Measurement made 20 rods east of the middle point of the west lino of sec. 16, T. 5 N., R. 35 W. 

No. 7. Measurement made in northeast quarter of sec. 22, T. 5 N., 11. 35 W. 

No. 8. Measurement at established gaging station at Palisade, Nebr.

1 Thirteenth Annual Report U. S. Geological Survey, Part n, p. 33; area in square miles of principal 

drainage basins by States.
348 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

Between measurements numbered 1 and 2 Munsou's ditch was diverting an estimated amount of 2.5 second-feet. The current was too sluggish and the wind too strong for accurate measurement; hence great 

accuracy can not be claimed for this correction of 2.5. Between measurements 2 and 3 Dudek's ditch and the Fisher-Conway ditch were 

each diverting about 2.5-second-feet. The difficulties in the way of accurate measurement in the case of the latter were the same as those stated 

above.

Wauneta Falls are situated between the localities at which measurements 4 and 5 are taken. A mill is located by the. side of the falls, and 

probably the shutting down of the wheel ponds some water, so that the 

early morning flow below the falls may be somewhat in excess of that 

later in the day. Measurements 1 to 3 may be considered as one series 

and numbers 5 to 8, inclusive, as a second.

Measurements made August 9 at about the location of No. 5 in the 

above table gave a discharge a trifle over 61 second-feet, and later 

gagings, on August 9 and 10, in the vicinity of section No. 8, gave a discharge of very nearly 71 second-feet. The stretch of river covered by 

these measurements receives no surface water except in time of floods, 

and, as before stated, due allowance has been made for water diverted 

by irrigating canals.

SEEPAGE MEASUREMENTS ON KEARNEY CANAL, NEBRASKA.

An attempt yielding negative results was made on July 10, 1895, by 

Prof. O. V. P. Stout, to measure the seepage from the Kearney Canal 

above Kearney, Nebr. An arrangement was made to have the water 

admitted to the canal at a uniform rate during the time at which 

measurements were made, but it appears from the following list that 

it is very doubtful whether the person to whom this was intrusted

properly carried out the understanding. The wide fluctuation indicates, if anything, that the water could not have been entering the 

canal uniformly during the d-ay, and emphasizes the necessity when 

such measurements are made of having the entire canal line under the 

direct control of the engineer carrying on the investigation.

Measurements of Kearney Canal, made on July 10, 1895, above Kearney, Nebr.

No.

1 

2 

3 

4 

5

Time of day. Locality.

Miles 

below 

No.l.

2.36 

5.99 

7.63 

9.03

Discharge.

Sec.-feet. 

275. 63 

314. 83 

272. 24 

287. 18 

307. 06

The conditions of measurements at places Nos. 1, 2, and 3 were all 

favorable for accurate results. At No. 4 they were only slightly unfavorable, the channel being narrow and the velocity somewhat swift.
NEWELL.] EVAPORATION AND SEEPAGE. 349

At No. 5 they were such as to make a high degree of accuracy impossible, owing to the swiftness of the current and the interference by driftwood. At a point immediately below measurement No. 5 it was noted 

that at 5.30 p. m. the surface water stood within one-quarter of an inch 

of its elevation at 8 a. in.

A measurement was made on July 9 immediately below the upper 

wasteway. The fall of the canal here is -reported to be 2 feet to the 

mile. Comparing this measurement with No. 1, made at the same point 

on July 10, it is found that on July 9 the mean depth was 2.75 feet, the 

mean velocity 2.16 feet per second, and the discharge 254.87 secondfeet; and on July 10 the mean depth was 2.95, the mean velocity 2.22 

feet per second, and the discharge 275.63 second-feet. The mean velocities were found to vary as the square roots of the mean depths. Kutter's formula, with the value n = 0.0265, gives quantities which agree 

practically with those observed in both instances. The canal at this

point is straight, and it was dredged and cleaned since construction. 

EVAPORATION AND SEEPAGE PROM A SMALL LAKE.

A few observations were made under the direction of Prof. 0. Y. P. 

Stout upon a small lake on the grounds of the Nebraska State Industrial School, at Kearuey, by Maj. H. 0. McArthnr, military instructor 

of this school. A hook gage was placed on August 12,1.895, this being 

fastened vertically and reading to one-hundreclths of an inch. Daily 

observations and weekly reports were arranged for, together with statements of the estimated velocity of the wind and the occurrence of rain. 

This pond is 320 feet long in a north and south direction, and about 90 

feet wide east and west. The mean depth when observations began 

varied from 3 to 3.5 feet. When full, the depth is nearly 7 feet, and 

usually it is from 5 to 5.5 feet. The water supply, with the exception 

of that which falls in the form of rain and snow upon the surface of 

the lake and the inner slopes of the embankments, was under complete 

control, being admitted from the Kearney Canal through a cast-iron 

pipe with a gate valve.

Losses by evaporation and seepage.

Date.

1895. 

September 1 .....

September 2 ..... 

September 3 ..... 

September 4.....

September C .....

September 8 . . . . .

September 9 .. . 

September 10 . . 

September 11 . - 

September 12. . 

September 13 . . 

September 14 .

Height of 

water.

Inches. 

2.01

3.34 

4.72 

6.26

2.57 

2.55

3.30

4.33 

5. 79 

7. .11 

8.56 

9.88 

11.23

Loss in 

24 hours.

Inches.

i. 33 

1.38 

1. 54^

1.03 

1.46 

1.32 

1.45 

1.32 

1.35

Hem arks.

Do. 

Do.
350 PROGRESS REPORT, HYDROGRAPHY, 1895. [BULL. 140.

EVAPORATION AT GOODLAND, KANS.

A short series of observations of daily evaporation was made at 

Goodland, Sherman County, Kans., beginning September 26 and ending 

October 24,1895, in all twenty-eight days. These were made by means 

of a galvanized iron evaporating pan 3 feet square, floated by means 

of hollow cylinders of the same material. It was placed in the reservoir of the well put down by the State board of irrigation. This 

reservoir was about 80 feet by 125 feet. The pan was placed near the 

center, and so arranged that it would rise and fall with the water. A 

platform was built out to it with the portion next to the bank removable, to prevent any molestation during the absence of the observer.

The water was pumped into this reservoir by means of a gasoline 

engine, from a well 6 inches in diameter and 166 feet deep. This well 

yielded at the rate of 3,783 gallons per hour for the entire time. The 

total amount evaporated in twenty-eight days was 5.05 inches, this 

being equivalent to 5.41 inches in thirty days. The temperature of 

the water as it came from the well was 56° Fahrenheit.

Summary of observations of evaporation at Goodland, Kans., from September $6 to

October 24, 1895.

Date.

1895.

Period (in 

hours) 

over which 

the measured evaporation 

has continued.

24 

24 

48 

24 

24 

24 

24 

24 

48 

26.5 

21 

24.8 

23.5 

23.8 

48.3 

24 

24.3 

48 

24 

48.2 

23.7 

24.3 

24

Measured 

amount 

of evaporation.

Inches. 

0.0 

0.15 

0.20 

0.30 

0.25 

0.25 

0.20 

0.20 

0.05 

0.25 

0.20 

0. 55 

0.20 

0.C 20 

0.20 

0.40 

0.20 

0.20 

0.40 

0.20 

0.35 

0.20 

0.15 

0.15

Average water 

temperatures, degrees 

Fahrenheit.

In pan.

56 

62 

54 

54 

57 

62 

58 

58 

56 

57 

' 56 

60 

57r>6

57 

56 

57 

56 52' 

48 

51 

48 

45 

47

Oiitside 

pan .

58 

64 

55 

56 

56 

60 

58 

59 

55 

56 

56 

58 

56 

54 

56 

55 

56 

54 

53 

49 

50 

48 

46 

46
INDEX.

Page.

Abiquiu, N. Mex., hydrographic work at.. 173-175 

Acre-feet and second-feet, tables allowing

relation of........................ 29-31

Alameda irrigation ditch, Now Mexico,

description of.................... 184

Alauiosa, Colo., hydrographic work at.... 170-171

Albuquerque irrigation ditcb, New Mexico, description of................ 185

Alderson, W.- Va., bydrographic observations at........................... 77-78

Algodones irrigation ditch, Now Mexico,

description of.................... 383

Altitude and rainfall, relations of.... 289,328-330

Aniinaa River, Colorado, measurements of 198-200 

Arboles, Colo., hydrographic work at..... 195-198

Arizona dam, Arizona, measurements of

Salt Eiver at..................... 205

Arkalon, Kans., hydrographic work at.... 166-167

Arkansas lliver, general hydrography and

measurements a f................. 153-162

Ashoville, N. C., hydrographic observations at........................... 80-81

Augusta, Ga., hydrographic observations

at................................ 73

Azusa, Cal., bydrographic work at....... 317-318

Babb, Cyrus C., work of................. 14,56-00

. 72, 73,77, 81,82,83,84,100,113,136 

Bailey meter, use of...................... 15

Balcony Falls, Va., examination of James

River near ....................... 64

Ballinger, J. A., work of.................. 238

Basic City, Va., hydrographic work at... 50 

Basin Creek, California, hydrography of. 264-265 

Batteries (electric) used.................. 16

Battle Creek, Idaho, bydrographic work at 225-226 

Battle Mountain, Nov., flowing wells near 216 

Boar Creek, Colorado, measurements of .. 106,107 

Bear River, Idaho and Utah, hydrography

and measurements of............. 224-229

Beaver Creek, Nebraska, measurements of 120 

Beloit, Kans:, hydrographic work at...... 139-140

Bench marks, instructions concerning ... 22 

Benkelman, Nebr., hydrographic work at. 125-131 

Bernalillo irrigation ditch, New Mexico,

description of.................... 184

Beverly, Kans., hydrographic work at.... 140-142

Big Gooso Creek, Wyoming, measurements of ......................... 94

Big Thompson Creek, Colorado, measure- ' 

ments of......................... 110-112

Page. 

Bird wood Creek, Nebraska, measurements

of................................ 101

Blake, Utah, hydrographic work at ...... 202

Blue Creek, Nebraska, measurements of . 101 

Blue River, Kansas, measurements of.... 124,

125,144-145

Boat of canvas used...................... 18

Bogue, V. G., cited ....................... 275,276

Boise, Idaho, hydrographio work near.... 2.'!0

Boise River, Idaho, measurements of..... 236-237

Boulder, Colo., hydrographic work at.... 108-109

Boulder Creek, Colorado, measurements of 108-109 

Bowersock, J. D., work of ................ 140

Bozcraan, Mout., hydrographic work at... 88-89 

Bridges and boats, use of................. 17-18

Brown, J. D., cited........................ 275

Bruneau River, Idaho, measurements of.. 239-241 

Brunswick, Nov., hydrographic work near 212-213 

Buchanan, Va., hydrographic work at.... 63-64

Buff & Berger meter and register, use of.. 15-17 

Burke, T.F., work of..................... 195

Burr, William A., aid by.................. 281

Bush, J. D., work of ...................... 144

Byron, Colo., hydrographic work at...... 160

Cable and trolley method of stream

measurement, description of..... 57-58

Cables, use of............................ 18

Cache la Poudro River, Colorado, measurement of........................... 112

California methods of stream gaging..... 19-20

California State officials, work of......... 310-314

method of stream measurement practiced by .......................... 312-313

California streams, average flow of....... 311-312

Caldwell, Idado, hydrographic work at... 237 

CalioDto Creek, California, hydrography

of....................."........... 264-267

Canadian River, general hydrography of. 167-168 

Canvas boat, use of ...................... 18

Canyon City, Colo., hydrographic work

at................................ 156-157

Cape Fear River, North Carolina, measurements of...................... C9

Carpenter, L.G., cited................... 112,224

Carson River, Nevada, measurements of.. 212-213 

Catawba River, North Carolina, measurements of......................... 71-72

Cedar Creek, Nebraska, measurements of. 120 

Chain Bridge, District of Columbia, hydrographic observations at....... 56-61

351
352 INDEX.

Chama River, New Mexico, measurements of.......................... 173-175

Charles Eiver, Massachusetts, hydrography of.......................... 35

Chattahoochee-River, measurements of.. 75-77 

Chikaskia River, Kansas, measurements

of................................. 164

Cbowcbilla Creek, California, hydrography of........... I................ 295

Cimarron River, Kansas, measurements

of............................ 164,166-167

Clarksville, "Va., hydrographic observations at.......................... 66-63

Cogswell, F., work of.................... 171,

188,191-193,195,197,199 

Colorado curren t meter, use of........... 15

Colorado River, Arizona, measurements of 207-210 

estimated volume of sediment of..... 207

Colorado River, Texas, measurements of. 82-83 

Collinstou, "Utah, hydrographic work at.. 227-229 

Columbia Basin, hydrographic work in... 235-249 

Columbus, Nebr.; hydrographic work

at........................ 118-120,121-122

Comal River, Texas, measurements of.... 84

Connecticut River, measurements of..... 37-41

Crawford, J. J., cited .................... 250

Crovve, H. S., cited....................... 303

Cuddy Creek, California, measurements

of................................ 256

Cumberland, Md., hydrographic observations at........................... 46

Current meter, form of record of results

of.... 1........................... 23-25

Current meters used ..................... 14-16

Curtis, G. F., cited....................... 328,330

Dam No. 6, Chesapeake and Ohio Canal,

 hydrographic observations at.... 47-48

Dan River, general hydrography and

measurements of................. 66-68

Davis, Arthur P., work of....... 14,136,138,140,

142,144,158, ICO, 162, 164,165, 166,171,

172, 202, 203, 207, 237, 241, 246, 303, 318 

Deer Creek, California, hydrography of.. 276 

Del Norte, Colo., hydrographic work at.. 170 

Denver, Colo., bydrographic work at. 103,104-106 

Denver rating station, description of..... 331

Depth of Avater (mean), mode of determining ........................... 24

Devils Gate, Utah, measurements near... 231 

Discharge measurements, form of report

of................................ 25-27

California methods of............ ... 312-313

Discharge of streams, method of computing ............... 22,118,121,127, 133,212

Dixon, Mr., cited......................... 265

Deansbury, Colo., hydrographic work at. 103-104 

Dolores River, Colorado, measurements of 191-193 

Drainage-area measurements ............ 342-347

Duranes irrigation ditch, New Mexico,

description of.................... 185

Durango, Colo., hydrographic work at... 198-200 

Dutertre, L., work of..................... 217

Electric batteries and meters used....... 14-16

Elko, Ney., hydrographic work at........ 216-217

Page. 

Elliot, Col. G. H., acknowledgments to.... 59

Ellis type of meter, use of................ 15

Ellsworth, Kans., hydrographic work at. 142-143 

El Paso, Tex., hydrographic work at..... 178-179

Embudo, N. Mex., hydrographic work at. 172-173 

Evaporation and seepage measurements.. 347-350 

Evaporation at Sweetwater reservoir,

California, measurements of...... 325

Equations for computing discharge, use °

of........................ 118,121,127,133

Fayette, "W. Va., hydrographic observations at........'................-.- 78-79

Fayettoville, N. C., hydrographic observations at .......................... 69

Field notes, form of...................... 23-25

Fisher, J. M., work of.................... 165

Fisber, W. W., work of................... 131

Flaherty, M., work of.................... 232

Floats, use of............................. 17,19

Flynn, P. J., cited........................ 282

Foreman, E. G., work of.................. 202

Fort Collins, Colo., hydrographic work

near.............................. 112

Fort Crawford, Colo., hydrographic-work

at................................ 188-189

Fortier, Samuel, cited.................... 220-224

work of.............. '. ............... 230

Fort Mill, S. C., hydrographic observations at .......................... 71-72

Fort Tejon Creek, California, general hydrography and measurements of. 256-258 

Francis formula for computing discharge

of streams, use of...........'...... 212

French Broad River, North Carolina,

measurements of................. 80-81

Frenchman River, Nebraska, measurements of.......................... 131-136

seepage measurements on............ 347-348

Fresno River, California, hydrography of. 294-295 

Frizell, Joseph P.. cited................ 34, 35,211

Gallatin Eiver. measurements of......... 86-91

Gannett, Henry, cited................ 268,274, 289

Georgia, measurements of rivers of...... 72-77

Gering, Nebr., hydrographic work at.... 100,101

Gila River, Arizona, hydrography and

measurements of................. 204,207

irrigation on......................... 204-205

Gilcrest, "W. M., measurements by........ 97

Gillette, E., aid by........................ 94

Glassford, Capt. W. A., cited ............. 289

Glasgow, Va., hydrographic work at..... 62-63

Golconda,Nov.,bydrographic work at... 218-220 

Goodland, Kans., measurements of evaporation at........................ 350

Goose Creek, Wyoming, measiirements of. 94 

Grand Junction, Colo., hydrographic

work at.................. 186-187,189-191

Grand River, Colorado, measurements of. 186-187 

Grand View, Idaho, hydrographic work

near.............................. 239-241

Granite, Colo., hydrographic work at.... 154-155

Grant, Henry, work of ................... 174

Great Falls, D. C., hydrographic work at. 58-59 

Greeley, Cojg., hydrographic work at..., 103
INDEX. 353

Page.

Greenbrior River, West Virginia, measurements of...................... 77-78

Green City, Colo.j hyclrographic work at.. 112-114 

Green River, Wyoming aiul Utah, measurements of.............. 200-201, 202-203

Grceuriver, Wyo., hyilrographic Work at. 200-201 

Grover, Emmett, work of................. 138

Gruusky, C. E., cited.................. 20, 250, 313

Gunnison River, Colorado, measurements

of............................ 188,189-191

Gurley meters, iiso of..................... 10

Hale, 11. A., cited......................... 33

Hall, P.. M., work of...................... 74,70

Hall, Win. Ham., cited ...' 266, 263, 277, 280, 283, 290

294, 295, 29C, 308, 310-314, 315,318, 322

Harroun, P. E., work of................... 172,174

description of Rio Grando Valley near

Albuquerque by ................. 180-186

Haskell electric meters, modifications and

uses of........................... 14-15

rating tables for...................... 335-339

Hawgood, IL, cited........... 207, 272, 273-274, 275

Helper, Utah, liydrograpliic work at...... 203

Herudon, Cal., liydrograpliic work at..... 290,293

Hill, S. A., cited .......................... 328

Hinton, W. Va., hydrographic observations at .-:.........--...........- 78-79

Hiwassee River, North Carolina, measurement of........................... 82

Holmes, J. A., cited ...................... 65

Hollingswortb, Simmer, cited ............ 33

Holly, Nebr., liydrograpliic work near... 160 

Holt.sburg, 1ST. C., liydrograpbic observations at........................... 70-71

Holyokc, Mass., measurements of Connecticut Elver at................. 38-41

Hood, 0. P., aid by........................ 144

Hood, William, aid by .................... 264

Hot Springs, S". C., liydrographic observations at........................... 81

Hnmboldt River, Nevada, measurements

of................................ 215-220

Humphreys, D. C., work of........... G2, 64, 77, 80

Hun ton, John, work of................... 96

Hutchinsoii, Kans., hydrograpic work at. 161-162 

Hntchiuson, J. C., cited.................. 279

Hydrographers, mode of employment of.. 13-14 

instructions to ....................... 20

Instruments and methods cm ployed...... 14-32

loin., TJans., liydrograpliic work at....... 163-164

Jacobs, Arthur, cited..................... 328

James River Basin, ATirginia, hydrography

of................................ 61-65

Jeifersou River, Montana, measurements

of................................ 92-93

Jelly's ferry, California, hydrographic

work at....................... 251,252, 254

Junction City, Kans..hydrographic work

at................................ 136-138

Kansas River, general hydrography and

measurements of......... 123-125,145-153

Kaull, J. G., work of...................... 162

Bull. 140 23

Pago 

Kaweah River, hydrography of...........279-282

Kearucy Canal, 'Nebraska, seepage measurements on...................... 348-349

Kelso, W. A., work of.................... 248

Kensington (Md.) rating station, description of............................ 331-332

Kern River, California, hydrography of.. 267-274 

Kiugsburg, Cal., hydrographic work

at............................ 284-286,288

Kings River, California, capacity of irrigating canals taken from.......... 283

hydrography of ...................... 283-288

Kiona, Wash., hydrographic work at..... 248-249

Kiowa, Kans., hydrographic work at..... 165

Kutter's formula of discharge, use of. - 26, 94, 252

Lagraugo, Cal., hydrographic work at.... 301-303

Lagrango reservoir site, California, survey of............................ 303-304

La Junta, Colo., liydrograpliic work at... 159-160 

Liillio meters, rating tables for........... 341

Larainie River, Wyoming, measurements 

of .........".......................

Las Moras Spring, Texas, measurement of

Lauer, Daniel, work of ...................

Lawrence, Kans., hydrographic work at..

Lawrence, Mass., hydrographic work at.. 

rating station at...........:.........

Lemstrom, F., work of ...................

Leona River, Texas, measurement of.....

Lewis, J. V., work of.....................

Liberty, Kaus., hydrographic work at....

Lippincott, J. B., cited ................ 19,

account of the hydrography of San 

Joaquin Basin by ................

work of...................... 250, 303,

Little Tennessee River, North Carolina, 

measurements of.................

Lodi, Cal., hydrographic work at.........

Logan, Mont., hydrographic work at.....

Los Griegos irrigation ditch, New Mexico, description of................

Los Ranches irrigation ditch, Ne\v Mexico, description of.................

Loup River, Nebraska, measurements of.

-Lyuchburg, Va., examination of James 

River at..........................

Lyons, Colo., hydrographic work at......

Macon, Ga., hydrographic observations at

Madison River, measurements of.........

Manhattan, Kans., hydrographic work at

Major-domo, method of control of irrigation waters by .................

Malhaur River, measurements of.........

Man, A. P., measurements by.............

Manson, Marsden, cited............... 20,

Mariposa Creek, California, hydrography 

of................................

Marshall, Colo., hydrographic work at...

Marshall, N. C., hydrographic observations at...........................

Martin, Robert, work of..................

McArthur, Maj. H. C., seepage measurements by.........................

McMullin, John, cited.....................

95-98 

85 

161

145-153 

34 

332 

250 

85

81

102-163 

328-330

250-310 

318,322

82

308-310 

89-91

185-180

184-185 

114-120

64 

109-110

74-75

91-92

144-145

182-183 

242-243 

205, 207 

250, 313-

295-296 

107-108

81

142

349

283
354 INDEX.

Pago. 

McElroy, H. S., work of................... 88

Mead, El wood, cited...................... 200

use of light canvas boat by........... 18

Medicine Eiver, Kansas, measurements

of............................ 164,165,160

Meherriu River, measurement of......... 68-69

Merced River, California, hydrography

of................................ 296-297

Merrinmc River, measurements of........ 33-34

Meter observations, best point for........ 18-19

form of record of....... '.............. 23-25

Meter rating, .Kern County (Cal.) Land

Company's method of..... ...... 269-270

U. S. Geol. Survey method of......... 333-335

tables for ............................ 332-341

Meters used.............................. 14-16

Mexican irrigation, methods of.......... 180-186

Meyer, E. A. H., work of ................. 305

Middle Creek, Montana, measurements

of................................ 88-89

Middle Loup Kiver,measurements of..-. 115-118 

Mills, Hiram, cited....................... 33

Millville, W. Va., hydrographic observations at.......................... 53-54

Missouri Kiver, measurements of......... 93-94

Modesto, Cal., hydrographic work at..... 298-301

Mohave River, California, hydrography

of......:......................... 318

Mokelumne River: hydrography of....... 308-310

Montgomery ferry, Idaho, hydrographic

work at.......................... 241

Mora River, New Mexico, measurements

of................................ 168-169

Morrison, Colo., hydrographic work at.... 106-107

Morris, W. A., observations by........... 71

Murdock, John, work of.................. 225

Murphy, E. C., work of............... 146,162,163

Myers',E. W.,work of.................... 81

Naches Kiver, measurements of.......... 244-245

Nantabalah River, North Carolina, measurements of...................... 82

Nashua River. Massachusetts, measurements of.......................... 34-35

Nelson, G. G., work of.................... 290

Neoslio River, Kansas, measurements of. 163-164: 

Neuse River, North Carolina, water power

of................................ 65

measurements of'..................... 69

Newman E., cited........................ 277-278

New River, West Virginia, measurements

of...... .......................... 78-80

Kilometer, use of......................... 61

Nordyke, Nov., hydrographic work at.... 213-215

North Corolina. hydrographic work iu 65-72, 81-82 

North Loup River, Nebraska, measurements of ......................... 114-116

North Platte, Nebr., hydrographic observations at ........................ 99-102

North Platte River, measurements of.... 95-102

North River, Virginia, general hydrography and measurements of...... 61-63

North Yakiina, Wash., hydtographic

work near........................ 244-245

Nyssa, Oreg., hydrographic work at...... 242

Page. 

Oakdale, Cal., hydrographic work at...... 305-308

Oakdale, Ga., hydrographic observations

at................................ 76-77

Observers, how employed ................ 13-14

Oumnlgee River, measurements of ....... 74-75

Ogden River, Utah, measurements of..... 230-231

Ohio River, measurement of tributaries of 77-82 

Orchard, Colo., hydrographic work at .... 112-114

Oreana, Nev., hydrographic work near... 220 

Orin Junction, Wyo., hydrographic work

at ................................ 98-99

Owhyee River, Oregon, measurements of. 242 

Oxford, Nehr., hydrographic work at..... 136

Palisade, Nebr., hydrographic work

at............................ 132-136,347

Paradise Cut, San Joaquin River, California, measuremen t of.............. 314

Pa'rkinson, H. F., cited ................... 315,316

Pastoria Creek, California, general hydrography and measurements of.. 258-259 

drainage area of...................... 263

Payette River, Idaho, measurements of... 237-238 

Peedee River, North Carolina, measurements of.......................... 70

Percolation, measurements of ............ - 117

Piche evaporometer, use of............... 322

Piedra River, Colorado, measurements of. 197-198 

Platte Basin, hydrography of............ 95-123

Platte River, measurements of ........... 121-123

Pogson, R. N., aid by................. 257,261,262

Porter, Dwight, cited ... 33, 37, 72,123,144,145-146 

Potomac Basin, hydrography of.......... 41-48

Potomac River, drainage areas of........ 43

Potomac River below Shenandoah, hydrography of..................... 54-61

Potomac River, South Branch, measurements of......................... 43-45

Point of Rocks, Md., hydrographic observations at..................... 54-56

Poso Creek, California, hydrography of ., 274-276 

Precipitation and elevation, relation 

of............................. 289,328-330

Prentiss, J. L., work of.................... 156

Preston, Porter J., work of............... 106,107

Price electric meter, use of............... 16

rating tables for. ....................> 340

Price Kiver, Utah, measurement of....... 203

Price, R. M., cited........................ 297

Provo River, Utah, measurements of..... 234-235

Pueblo, Colo., hydrographic work at..... 158-159

Rainfall and elevation, relations of... 289,328-330 

Rancheria Creek, California, hydrography

of................................ 262-263

Rating equations, use of ......... 118,121,127, 133

Rating stations, descriptions of .......... 331-332

Rating tables, character and form of..... 27-28

Rating tables for meters ................. 332-341

Ravenna, Nebr., measurements of South

Loup River at.................... 118

Redbluff, Cal., hydrographic work at..... 250-253

Red Mountain, Cal., hydrographic work

at................................. 287

Reed, C. F., cited......................... 250
INDEX. 355

Page. 

Reed, J. 1., work of...................... 298

Registers and batteries \iaoA............. 16-17

Republican River, Kansas and Nebraska,

measurements of.......... 125-131,136-138

Rhead, J. L., work of...................... 225

Rio Graiide, general hydrography and

measurements of......... 169-173,175-186

Rio Grande, N.Mex., hydrographic work

at................................ 175,177

Rio Verde Canal Company, works of..... 204

Ririe, James, work of..................... 230

River flow, diurnal variations in ......... 288, 306

River height, form and character of reports of.......................... 21-22

Riverton, Warren County, Va., hydrographic observations at.......... 52

Roanoke River, measurement of.......:.. 68

Rockwell, AV. L., cited .................... 308

Rogers, J. B., aid by........... v ......... 246

Ross, Charles P., work of......'.......... 99,100

Kun-off over drainage basin, method of

computing ....................... 31

Run-off per square mile, method of computing ........................... 31

Russell, I. C., cited ....................... 245

Russell, Thomas, cited.................... 322, 323

Russell, W. &., work of ................... 137,

139,141,143,161,165,167 

Ryon, A.. M, work of ..................... 86, 88

Sabinal River, Texas, measurements of... 84-85 

Sacramento River, measurements of...... 249-255

St. Paul, Nebr., hydrographic work at ... 114-116 

St. Vraiu Creek, Colorado, measurements

of............................... 109-110

Salesville, Mont., hydrographic work near 86 

Salida, Colo., hydrographic work at ...... 155-153

Saline River, .Kansas, measurements of... 140-142 

Salt Creek, California, hydrography of.... 258,263

Salt Creek, Nebraska, measurements of.. 123 

Salt River, Arizona, measurements of .... 205-207

San Antonio Springs, Texas, measurement

of ................................ 84

Sandilla irrigation ditch, New Mexico,

description of .................... 184

San Emidio Creek, California, hydrography of........:....-........!.... 258,263

San Felipo Springs, Texas, measurement

of................................ 85

San Gabriel River, California, hydrography of.......................... 315-318

San Joaquin Basin, hydrographic work in 256-310 

San Joaquin River, hydrography of..... 288-295

v 313-314 

San Juan River, Colorado, measurements

of................................ 195-196

San Luis Roy River, California, hydrography of ......................... 321

San Marcial, N. Mex., hydrographic work

at................................ 177-178

San Marcos Spring, Texas, measurement

of flow of......................... 83

San Miguol River, measurements of...... 193-194

San Pedro .Springs, Texas, measurement

of................................ 84

Page. 

Santa Ana irrigation ditch, Now Mexico,

description of.................... 183-184

Santa Ana River, California, hydrography

of................................ 318-321

Sanford, Capt. J. C., acknowledgments to. 93 

Sappington, Mont., hydrographic work at 92-93 

Satas River, measurements of............ 248

Savage, H. N., aid by .................... 322,324

Savannah River, measurements of ....... 72-73

Sawyer, Edward, cited................... 33

Schoflehl, John H., work of .............. 193

Schuyler, J. D., hydrographic work

by ............................ 201, 313-322

Second-feet con verted into acre-feet (table) 29-3.1 

Second-feet per square mile converted into

depth in inches per mouth....... 32

Sediment carried by Potomac River, mode

of measurement of............... 59-60

Sediment in Colorado River, estimate of

amount of........................ 207

Seepage or percolation waters, measurements of.......................... 117

Seepage water in Utah, discussion of..... 223

Seepage and evaporation measurements.. 347-350 

Seybolt, Mr., cheap irrigation from wells

by................................ 270

Seymour, Colo., hydrographic work at... 193-194 

Shenandoah River, general hydrography

and measurements of............. 49-54

Sheridan, Wyo., hydrographic work at... 94 

Sherman, G. P., work of.................. 235

Shoshone, Colo., observations of river

height at......................... 186

Sickmau, A. P., acknowledgments to ..... 37

Sieh, Peter, work of...................... 93

Sievor, G. W., work of.................... 166

Silt or sediment in Potomac water, mode

of measurement of............... 59-60

Skinner, F. W., work of................... 318

Smith, H. V., work of..................... 234

Smithfield, N. C., hydrographic observations at.........\................. 69

Smoky Hill River,Kansas, general hydrography and measurements of ..... 125,

138,142-143 

Snake River, Idaho, general hydrography

and measurements of......... 235,241,243

Solomon River, Kansas, measurements of. 138-140 

Sounding lines, best form of.............. 17

Soundings, places of...................... 23,127

instructions in regard to............. 126-127

Southern Pacific Company, rod readings

by................................ 284

South Boulder Creek, measurements of.. 107-108 

South Platte River, measurements of.... 102-114

Springfield, W. Va., hydrographic observations made near................ 43-45

Stanislaus River, California, hydrography

of ............... A ............... 304-308

Stanislaus and San Joaquin Water Company, California, works of....... 308

Station rating tables, form of............ 27-28

Staunton River, Virginia, general hydrography and measurements of...... 66-68

Storrow, Samuel, aid by.................. 246
'356 INDEX.

Stout, 0. V. P., cited on computation of

discharge of streams ............. 22-23

work of.................. 100,114,117,118,120,

122,126,127,131,133,136, 347, 348, 349

Sudbtiry River, general hydrography and

measurements of................. 35-37

Sumner, H. A., work of................... 202

Sunnyside Canal, Washington, hydrographic work at.................. 247

Suspension Bridge, California, hydrographic work at.................. 286,288

Swain, George F., cited............ 33, 41, 61, 69, 72

Sweetwater reservoir, San Diego County, 

Gal., evaporation, temperature, 

and rainfall at.................... 325-327

Sweetwater River, California, hydrography of............................ 322-327

Swink, George W.,cited.................. 160

Tabor, E., work of........................ 321

Tag -wires, mode of use of................ 19

Tahoe, Gal., hydrographic work near..... 211

Tar River, If orth Carolina, water power of 65 

Taylor, L. H., work of........ 211, 213, 215, 216, 217

Tehachapi Creek, California, hydrography of............................ 264

Tehama Bridge, California, hydrographic

work at.......................... 254-255

Tejon House Creek, California, hydrography and measurements of.... 260-262, 263

Templin, Frank, work of.................. 305

Texas, hydrographic work in ............ 82-86

Thompson Creek, Colorado, measurements

of ............. '.. ................. 110-112

Threeforks, Mont., hydrographic work at 91-92 

Tidd, M. M., cited ......................... 33

Topinish Creek, "Washington, measuremen ts of.......................... 248

'Townsend, Mont., hydrographic work at. 93-94 

Trowbridge, William P., jr., work of..... 57,100

Truckee River, California, measurements

Of ................................. 210-212

Tuckaseegeo River, North Carolina, measurements of...................... 81-82

Tule River, California, hydrography of... 276-279 

Tunis Creek, California, hydrography of. 260,263 

Tuolumne River, California, hydrography

of................................ 297-303

Uinta, Utah, hydrographic work near.... 231-233 

Uucompahgre River, Colorado, measurement of.......................... 188-189

Union Gap, AVashington, hydrographic

work at........................... 245-247

Utah, water supply of................... 221

Utah and Idaho, hydrographic work in.. 220-235 

Uva, Wyo., hydrographic work at ....... 96-98

Vale, Oreg., hydrographic work at....... 242-243

Varela irrigation ditch, New Mexico,

description of.................... 185

Vedder, B. W., work of................... 186

Velocity of streams, places for observation of........................... 24

Velocity of section of stream (mean),

method of computing............ 25

Verde River, Arizona, measurements of. 205-206 

Verdigris River, Kansas, measurements

of................................ 162-163

Walker River, Nevada, measurements of. 213-215 

Warren, A.K., cifed..................... 269-270

Washington, D. C., hydrographic observations near........................ 56-61

Water power of Worth Carolina rivers... 65-66 

Wauneta, Nebr., hydrographic work

at............................ 131,132, 347

Weber River, Utah, measurements of...... 231-233

^Veek^, Otis, work of..................... 118

Wehrmaii, P., work of.................... 210

Weiser, Idaho, hydrographic work

 near.......................... 238-239, 243

Weiser River, Idaho, measurements of... 238-239 

West Gallatin River, Montana, measurements of......................... 86-88

White, H., cited.......................... 282

White Creek, California, hydrography of. 276 

White River, Wyoming, measurements

of................................ 202

Whitewater, Colo., hydrographic work at. 189 

Whitewater River, California, hydrography of............................ 318

Wiley, A. J., work of..................... 239

Wishon, A.G.,cited...................... 280-281

Wood's Lauding, Wyo., hydrographic

work at . 95-96

Tadkin River, North Carolina, water

power at the narrows of.......... 65

measurements of..................... 70-71

Yakima River, general hydrography and

measurements of................. 243-249

Torke, Edward, bydrographic work by... 313

Tuma, Ariz., hydrographic work at...... 207-210